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760 BONITA RD - REVISION 9-19-18 TRUSSES At ' ., CITY OF ATLANTIC BEACH St' 800 Seminole Road ,kt.: a ? Atlantic Beach,Florida 32233 REVISION REQUEST /CORRECTIONS TO PLAN REVIEW COMMENTS Date 61-16?-43 Revision to Issued Permit Corrections to Comments Permit# gnci i odd Project Address 7 60 6,,,-1--,, RJ Contractor/Contact Name S,..SCgrty 1'i 0Gt • Phone abs- 7/0 -t/YQC I Email kcinc gCZ1,(0,,- Description ( r'Description of Proposed Revision/Corrections: fh Permit Fee$ SO. 0 /tfChi c b et e( kw[ writtclIn ` .� i'i`ie exibfm, ro , a 1/,0 3/1,2 ?I Id.. 1/1S GcvvcJI a ,2//g2 pitcL So _ 4fitss coin an• 5n,J it neeJS .-1a k one c004- cork S5( 4k I'USS /oUL A, I� D1 Is' ovi 6 'clA n e bu-i- &y Pi idled /lei eliji flee(1 r SO Till S dor4(rli i1 to A u, (L✓tg Additional Increase in Building Values ---- Additional S.F. By signing below,I l�I 1/ S�`Y�'' Floyd affirm the Revision is inclusive of the proposed changes. r�i (printed name `'i / q-/9, iir Signature /ontractor/Agent(Contractor must sign if increase in valuation) Date (Office Use Only) Approved )( Denied Not Applicable to Department Revision/Plan Review Comments-0 rl I-et C 1 PI? k ._ LIc Td b Co 17 4 rAy 1-4a-Q Department Review Required: Building Planning &Zoning Reviewed By Tree Administrator Public Works Public Utilities /0-9' d inicr Public Safety Date Fire Services mil s Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeW RE: 1456607 - Smyth Addition MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tam a,FL 33610-4115 Customer Info: Futuristic Homes of FL Project Name: 1456607 Model: Smyth Residence Lot/Block: Subdivision: Address: 760 Bonita Road City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: N/A psf This package includes 4 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T14967378 TO1 8/30/18 ! NO EXCEPTION TAKEN 12 1T14967379 1T02 1 8/30/18 1 0 MAKE CORRECTION NOTED 14 1T149673801T03 � 8/30/18 1 14 1T14967381 1T04 8/30/18 1 ❑ REVISE AND RESUBMIT ❑ REJECTED OFFICE COPY eckinis only for general conformance with design concept of the project and general compliance w+tt, the intonnatiou given n s inhtheg contract docements. Any action shotwn.is subject to s therequirements of the plans and specific re REVISION sponsible for: Dimensions which shall be confirmed and cor• C related at the job site: Febrication processes and techniques of BP# /J L'S /1 lS'-,'yam// Construction: Coordination of his work with that of all artier DATE le) //� y (//`c9-0/g- trades and satisfactory pertorrnance of his mil. n / BARBERA & ASSOCIATES, INC. SIGNED /I'1' Y ARCHITECTS-PLANNERS /// DATE2:11.7...1—BY. A as g/ The truss drawing(s)referenced above have been prepared by ��t 4 MiTek USA, Inc. under my direct supervision based on the parameters �_` •., P. •. z ilei provided by Builders FirstSource-Jacksonville. .`%/$ . ' ' ' Sc•11/1'• � Truss Design Engineer's Name: Albani, Thomas N N. 9380 My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification =al '�� '. ,STAT r OF .' that the engineer named is licensed in the jurisdiction(s)identified and that the �� , �� designs comply with ANSI/TPI 1. These designs are based upon parameters ��.(‘'•, p,,• shown(e.g.,loads,supports,dimensions,shapes and design codes),which were •e, CtS• 0 R -•_%cl•`�` f given reference purpose onproly,and was n tct specific �kenron into acco nt infor the pr pa ation ofcustomers ',li,k9/0"......e. N A,,.,0% these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Thomas A.Albani PE No.39380 should verify applicability of design parameters and properly incorporate these designs MITek USA,Inc.R Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: August 30,2018 Albani, Thomas 1 of 1 � O O General Notes r ♦— F— -Per ANSI/FPI 1.2002 all"Truss to Wall" connections are the responsibility of the Building Designer,not the Truss Manufacturer. •Use Manufacturers specifications for all hanger connections unless noted otherwise. •Trusses are to be 24"o.c.U.N.O. -All hangers are to be Simpson or equivalent U.N.O.• O Use 10d x 1 1/2"Nails in hanger connections to single O ply girder trusses. C -Trusses are notdesigned to support brick U.N.O.9 •Dimensions are Feet-Inches-Sixteenths -- co Notes No back charges will be accepted by Builders FirstSo rte unless approved in writing first. ACQ lumber is corrosive to truss plates. Any ACQ lumber that comes in contact with truss plates 6.e. scabbed on tails)must have an approved barrier applied first. Refer to BCSI•B1 Summary Sheet-Guide for handling. Installing and Bracing of Metal Plate Connected Wood Truss prior to and during truss installation. It is the responsibility of the Contractor to ensure of ill, proper orientation of the truss placement plans as to the construction documents and field conditions of the structure orientation. If a reversed or flipped layout is required,it will be supplied at no extra cost by Builder= FirstSource. It is the responsibility of the Contractor to make sure the placement of trusses are adjusted for plumbing drops,can lights,ect...,so the trusses do not interfere with these type of items. All common framed roof or floor systems must be designed as to NOT impose any loads on the floor trusses below. The floor trusses have not been designed to carry any additional loads from above. This truss placement plan was not created by-anrce engineer,but rather by the Builders FirstSoustaff and is solely to be used as an installation guide and does not require a seal.Complete truss engineering and analysis can be found on the truss design drawings which may be sealed by the truss design engineer. (,'ANO EXCEPTION TAKEN Gable end trusses require continuous bottom chord 0 MAKE CORRECTION NOTED bearing. Refer to local codes for wall framing requirements. J REVISE AND RESUBMIT Although all attempts have been made to do so.trusses may not be designed symmetrically.Please refer to the REJECTED0 . individual truss drawings and truss placement plans fits proper orientation and placement. Checking is only for general conformance with design cents Builders of the project and general compliance with the informatioq dive in the contract documents. Any action shown is subject to th requirements of the plans and speciticationt. Contractor is re ELF i rs t S o u rc e sponsible for: Dimensions which shalt be confirmed and cot related at the job site; febrication processes and techniques o Freeport construction; Coordination of his work with that of aft othe - PHONE:850-835-4541 trades and satisfactory performance of his work. 1 FAX:850-835-4532 BARBERA & ASSOCIATES, INC. Jacksonville PHONE:904-772-6100 ARCHITECTS•PLANNE' FAX 904-772-1973 BY A Tampa t DATE PHONE:813-621-9831 FAX:813-628-8956 Futuristic Homes of Florida Lepl Adana 760 Bonita Road Wag Smyth Residence Aa Drown By onoor ex* 8/15/20181 ELO 1 1456607 ��I.tas rmr>aa.a aodJaFS' R PRODUCT #'S 1630.2-1630.10 N/A I N/A 1 N/A •J i n . l a 6-03-12 / \ - - - - T N N M M M M NNNNN CI- o o a a 0 0 0 0 0 0 0 H H R H H H H H H F- - H CO CO o 0 0-/ 0 T T I I T T /0,6/,6/ f�, 8-00-0( 000 0 12" O.0 I I I T T T VJ 0(/) W Q Q w 0 ccoi 0 Q Z • a CO I N V ` - 'DROP bED HEADEFc MITEK PLATE APPROVAL #'S 2197.2-2197.4, WEYERHAU MAlI Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 1456607 - Smyth Addition MiTek USA, Inc. Site Information: 6904 Parke East Blvd. TapCustomer Info: Futuristic Homes of FL Project Name: 1456607 Model: Smyth Residen ce FL 33610-4115 Lot/Block: Subdivision: Address: 760 Bonita Road City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: N/A psf This package includes 4 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 114967378 101 8/30/18 12 1714967379 I T02 18/30/18 I 13 1114967 380 1103 18/30/18 1 14 1114967 381 1104 18/30/18 1 The truss drawing(s)referenced above have been prepared by 0% "i MiTek USA,Inc. under my direct supervision based on the parameters ••`� PS A. A<�g��i� provided by Builders FirstSource-Jacksonville. �`�`Z;••�,�C• E S�c•.9�L�'1,, • Truss Design Engineer's Name: Albani, Thomas No 39380 My license renewal date for the state of Florida is February 28,2019. * • IMPORTANT NOTE:The seal on these truss component designs is a certification 1�• �� .")'. STATE OF LC► that the engineer named is licensed in the jurisdiction(s)identified and that the �0 , :14/47 designs comply with ANSI/TPI 1. These designs are based upon parameters 10 A\•• p,= shown(e.g.,loads,supports,dimensions,shapes and design codes),which were � •' • � *�� fileereferenMiTek. ce purposeponly anect d was not ecific information into account in the ITek's customers pr preparation of J,,ss/ON Ai'c•%•••``,, these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Thomas A.Alban!PE No.39380 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.Ft.Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd,Tampa FL 33610 Date: August 30,2018 Albani, Thomas 1 of 1 r " Job Truss Truss Type Qty Ply Smyth Addition T14967378 1456607 TO1 GABLE 1 1 41 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Aug 30 08:21:50 2018 Page 1 ID:2cv?DZCaHoo?uSyOpOrHjlz6vFq-wMrwKI i3WhCWAdAi WGODHgoe2voitSGhLO02GeyijAF I-2-0-0 I 21-4-0 I 42-8-0 144-8-0 1 2-0-0 21-4-0 21-4-0 2-0-0 Scale=1:78.7 2.00 171F 3x6= 5x6 10 11 12 13 14 15 16 17 18 19 20 21 54 3x4= 9 - - - 22 3x4 3x4 = 4 5 6 7 8 e� - - _ 23 25 26 27 28 3x4 29 mI1 2 e.rr 1 I I r .�. 30 31 m mU 3x6 =5x8 II 55 54 53 52 51 50 49 47 46 45 44 43 42 41 40 38 37 36 35 34 33 32 5x8 I13x6 = 48 39 3x6= 3x6= I 42-8-0 42-8-0 Plate Offsets(X,V)- [2:0-9-6,Edge],[2:0-3-8,Edge],[9:0-0-0,0-1-12],[9:0-3-0,Edge],[10:0-1-12,0-0-0],[16:0-3-0,Edge],[22:0-1-12,0-0-0],[23:0-0-0,0-1-12],[23:0-3-0,Edge], f30:0-3-8,Edae1,f30:0-9-6,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.01 31 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.01 31 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 30 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:199 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 42-8-0. (lb)- Max Horz 2=47(LC 8) Max Uplift All uplift 100 lb or less at joint(s)44,45,46,47,49,50,51,52,53, 43,42,41,40,38,37,36,35,34 except 2=-154(LC 8),54=-144(LC 23), 55=-135(LC 12),33=-144(LC 24),32=-136(LC 13),30=157(LC 9) Max Gray All reactions 250 lb or less at joint(s)44,45,46,47,49,50,51,52, 53,54,43,42,41,40,38,37,36,35,34,33 except 2=305(LC 23),55=455(LC 23),32=455(LC 24),30=305(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 4-55=-362/312,28-32=-362/312 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=20ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIfTPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 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 20.0psf 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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)44,45,46,47,49, 50,51,52,53,43,42,41,40,38,37,36,35,34 except(jt=lb)2=154,54=144,55=135,33=144,32=136,30=157. Thomas A,Albani PE No.39380 MiTek USA,Inc.FL Cart 8634 8904 Parke East Blvd.Tampa FL 33610 Date; August 30,2018 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Smyth Addition T14967379 ` 1456607 T02 COMMON 11 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Aug 30 08:21:52 2018 Page 1 I D:2cw?DZCaHoo?uSyOpOrHjlz6vFq-skygljjJ 1 JTEPwJ4eh2hMFuOviS3LFb_pkV9KXyijAD 2-0-0 6-11-9 11-3-3 15-4-0 21-4-0 27-4-0 31-4-13 35-8-7 42-8-0 44-8-0 2-0-0 1 6-11-9 1 4-3-11 I 4-0-13 1 6-0-0 I 6-0-0 I 4-0-13 I 4-3-11 1 6-11-9 2-0-0 i Scale=1:75.0 2.00 12 5x6 = 4x4— 2x4 II 7 4x4= 4x8= 2x4 I 6 8 4x8 2x4 C 4 5 -- 9 10 2x4 11 A 1 ::/ ` � fes1 _ I/ \—� _12 13 Iot .: o 4x8=4x6 17 16 18 19 15 14 4x6 4x8 — 4x4 = 8x10 = 8x10= 4x4= I 8-6-15 15-4-0 i 21-4-0 I 27-4-0 i 34-1-1 i 42-8-0 8-6-15 6-9-1 6-0-0 6-0-0 6-9-1 8-6-15 Plate Offsets(X,Y)— 12:0-2-12,Edge1,14:0-4-0,Edge1,110:0-4-0,Edoel,112:0-2-12,Edoel,115:0-4-12,0-4-81,116:0-4-12,0-4-8] LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.57 15-16 >895 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.86 15-16 >588 240 BCLL 0.0 ' Rep Stress lncr NO WB 0.55 Horz(CT) 0.10 12 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-S Weight:251 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP M 26*Except* TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. 1-4,10-13:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-4-13 oc bracing. BOT CHORD 2x6 SP M 26*Except* 15-16:2x8 SP 2400F 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=857/0-3-8,12=856/0-3-8 Max Horz 2=26(LC 8) Max Uplift 2=269(LC 8),12=268(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3842/2439,3-5=-3727/2345,5-6=-3529/2233,6-7=-3536/2259,7-8=-3525/2252, 8-9=3518/2226,9-11=3718/2339,11-12=-3833/2433 BOT CHORD 2-17=2370/3769,16-17=-2280/3677,15-16=1620/2625,14-15=-2280/3667, 12-14=-2371/3760 WEBS 7-15=-587/978,7-16=-595/990 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=20ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=269,12=268. 6)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)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:1-7=-27,7-13=-27,2-18=-5,18-19=-35(F=-30),12-19=-5 Thomas A.Albani PE No,39380 MiTek USA,Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: August 30,2018 I I mil-- a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE16111-7473 rev.10/03/2015 BEFORE USE. . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI ek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Smyth Addition T14967380 1456607 T03 COMMON 4 Job Reference(optional) , Builders FirstSource, Jacksonville,Fl 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Aug 30 08:21:54 2018 Page 1 ID:2cw?DZCaHoo?uSyOpOrHjlz6vFq-p74QAPIZZwjyfETT1649RgzOe W9RpEGHG2?FPPyijAB 2-0-0 6-11-9 11-3-3 15-4-0 21-4-0 27-4-0 31-4-13 35-8-7 42-8-0 44-8-0 2-0-0 6-11-9 I 4-3-11 I 4-0-13 I 6-0-0 6-0-0 i 4-0-13 I 4-3-11 I 6-11-9 2-0-0 Scale=1:75.0 2.00 12 5x6= 4x4= 2x4 II 7 2x4 II 4x4 z--- 4x8 4x8= 6El8 4x8 2x4 4 5 _ 9 10 2x4 rii 3 go r .."1111111111.® I� •� 2 11 12 4x8 =417 16 15 14 4x6 4x8= 4x4 = 8x10= 8x10= 4x4= 8-6-15I 15-4-0 21-4-0 I 27-4-0 I 341-1 42-8-0 8-6-15 6-9-1 6-0-0 6-0-0 6-9-1 8-6-15 Plate Offsets(X.Y)— (2:0-3-6,0-0-141,f4:0-4-0,Edael.110:0-4-0,Edoel,(12:0-3-6,0-0-141,115:0-4-12.0-4-81,116:0-4-12,0-4-81 LOADING (psf) SPACING- 1-7-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.31 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.50 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:503 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP M 26*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-4,10-13:2x4 SPM 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP M 26*Except* 15-16:2x8 SP 2400F 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1166/0-3-8,12=1166/0-3-8 Max Horz 2=-41(LC 9) Max Uplift 2=-365(LC 8),12=-365(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5060/3214,3-5=-4853/3048,5-6=-4300/2720,6-7=4312/2763,7-8=-4312/2763, 8-9=-4300/2720,9-11=-4853/3047,11-12=-5060/3214 BOT CHORD 2-17=3115/4960,16-17=-2864/4644,15-16=1991/3250,14-15=2874/4644, 12-14=3125/4960 WEBS 7-15=-679/1151,8-15=257/220,9-15=-473/321,7-16=-678/1151,6-16=257/220, 5.16=-473/321 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 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. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=13omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=365,12=365. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date; August 30,2018 t t MOM A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �r, n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2t8 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply Smyth Addition T14967381 1456607 T04 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.220 s May 24 2018 MiTek Industries,Inc. Thu Aug 30 08:21:55 2018 Page 1 ID:2cw?DZCaHoo?uSyOpOrHjlz6vFq-HJepNkmBKErpG02fJpc0_tWVgw YjWQVikpxsyijAA -2-0-0 I 17-11-8 2-0-0 17-11-8 Scale:3/8"=1' 11 12 13 14 3x4= 10 w awl 9 r 7 8 w 6 2.00 12 53x4= 4 INN 3x43w r_ r2 am rw w w w w w �O r r r E� r r r r r r r 3x4 = 5x8 II 25 24 23 22 21 20 19 18 17 16 15 3x4 = 17-11-8 17-11-8 Plate Offsets(X,Y)— J2:0-3-8,Edae1.12:0-9-1,0-3-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 15 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:85 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-11-8. (Ib)- Max Horz 2=108(LC 8) Max Uplift All uplift 100 lb or less at joint(s)15,23,21,20,19,18,17,16 except 2=-150(LC 8),25—133(LC 12),24=-145(LC 1) Max Gray All reactions 250 lb or less at joint(s)24,23,21,20,19,18,17,16 except 2=308(LC 1), 25=457(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 4-25=363/306 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15,23,21,20,19, 18,17,16 except(jt=lb)2=150,25=133,24=145. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL CoA 6834 6904 Parke East Blvd.Tampa FL 33610 Date: August 30,2018 t 1 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION h, 1-1 3/4plate on )' I Centerjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property I offsets are indicated. Damage or Personal Injury r= Dimensions are in ft-in-sixteenths. I?44 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'1/16" N wide truss spacing,individual lateral braces themselves r-CITWEBS may require bracing,or alternative Tor I D bracing should be considered. O= 3. Never exceed the design loading shown and never \1 U stack materials on inadequately braced trusses. IIIMAIp I— rAlp 4. Provide copies of this truss design to the building C7-8 G6-7 CS-b For 4 x 2 orientation,locate � designer,erection supervisor,property owner and plates 0- 'n ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is instated,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. =� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. il 018.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracin snot sufficient. BCSI: Building Component Safety Information, MiTek 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, � ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 • 111 MiTek. MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 May 25, 2018 TO WHOM IT MAY CONCERN: RE: MiTek 20/20 drawings showing continuous lateral bracing or 'T" bracing on interior webs and chords. Truss design drawings designed using MiTek 20/20 software show the bracing to be located on a side of the member needing to be braced. The actual side of the member where the brace is to be located does not change the design. If the brace cannot physically be placed on the side of the member as the drawings show, then place the brace on the member at the same location except attach it to the opposite edge. If we can be of any further assistance in this matter, please feel free to contact our office. Sincerely, Michael Magid, PE 7 AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 Y i ® =DD MiTek USA,Inc. Page 1 of 1 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/I-Brace must cover 90%of web length. - u Note:This detail NOT to be used to convert T-Brace/ I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. LriliREINC7 Brace Size A wrt.k Affiliate for One-Ply Truss Nailing Pattern T-Brace size Nail Size Nail Spacing Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 10d (0.131"X 3") 6"o.c. Web Size 1 2 Note: Nail along entire length of T-Brace/I-Brace 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace (On Two-Ply's Nail to Both Plies) 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace L Nails Brace Size for Two-Ply Truss k Specified Continuous k Rows of Lateral Bracing k SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace 2x6 I-Brace WEB -A 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/I-Brace must be same species k and grade(or better) as web member. T-BRACE 4 `iN00` Ps� Ar,q��j,'' Nails Section Detail � '�`\© ••.C E N`SF 14:"% \ No 39380 '.. •:. . • T-Brace , Web : T - '',---14 /: Nails .. /iiitIONA`E:itt• Web AL I-B race Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: Nails February 12,2018 ' AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MII-WEBBRACE 1 II I ® MiTek USA,Inc. Page 1 of 1 =up MAXIMUM TRUSS WEB FORCE(IbS.)(See note 7) i== BRACE '=== 24"O.C. 48"O.C. 72"O.C. n BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. A B C D A I B I C D C I D GINE EIL 0 10'-0" 1 610 18861 666 2829 A MITE*Afellate 12-0" 1342 1572 1572 2358 3143 I 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 2358 2358 3535 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 14141 1886 1886 2829 *Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES 'TYPE BRACING MATERIALS 1.DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND.45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 42 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-0d (0.131'7.2.51 FOR 1x4 BRACES,2-104(0.131"x 3")FOR 2x3 and 2x4 BRACES,AND 3-10d(0.131"O")FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131"X2.5")NAILS FOR 1x4 LATERAL BRACES, 2.10d(0.131"x3")NAILS FOR SG and 2x4 LATERAL BRACES,MID 3-104(0.131"4")FOR 2x6 LATERAL BRACES. B 2 X 343,STD,CONST(SPF,DF,HF,OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT C 2 X 4#3,STD,CONST(SPF,DF,HF,OR SP) DS&e9 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbcindustry.com and www. st.org D 2 X 6#3 OR BETTER(SPF,DF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8, TABULATED VALUES ARE BASED ON A DOL.=1.15 FOR STABILIZERS: FOR A SPACING OF 24"0.C.ONLY,MITEK"STABILIZER"TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B,C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE"STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE I� 41;\ NW 411klCONTINUOUS LATERAL RESTRAINT 2-10d NAILS �Jlak."---'tleilllill' (SEE NOTE 4) ``,'`,1►�J{Iilllf/`'tl��I. 1117/•-•,Aillkirl\11:*III* .\:\* o 39380 '_ k...o. .... 11-\ � k." r Illr \ tillp.f/� 4411 �\ 7. .„::: _,,,,iivrE ___,,o, " L: TRUSSMEMBERS B '�iti'O N A� 0 Thomas A.Albani PE No.39380 This information is provided as a recommendation to assist in the MiTek USA,Inc-FL Cert 6634 requirement for permanent bracing of the individual truss web 6904 Parke East Blvd.Tampa FL 33610 members.Additional bracing may still be required for the stability Date: of the overall roof system.The method shown here is just one February 12,2018 method that can be used to provide stability against web buckling. AUGUST 1, 2016 SCAB-BRACE DETAIL Mil-SCAB-BRACE DD ® MiTek USA,inc. Page 1 of 1 ;o; Note: Scab-Bracing to be used when continuous lateral bracing at midpoint(or T-Brace) is impractical. MiTek USA,Inc. Scab must cover full length of web+/-6". Li__ ENGINEERED BY REI1[IC A YRek Affiliate ***THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131"X 3") NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES(OR BETTER) AS THE WEB. 1k MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE It MINIMUM WEB GRADE OF#3 li It \ k ``�tttlllllttli`, * �� `r .•'\C�E!vs .•4i i No 39380 Nails Section Detail :-p; _.----- : ,.,„.. `" ,,,„ ..,,,, 21. 1- I mtE •:: :•.:fi! ._�< ��� Scab-Brace ��-o^�,���,.�- O• ,-.o��•�14,� .edF�; ......•R.t• ,..- Web �'is iS/C?NAi..% ,0%. ,,•iiiiiIIito' Thomas A.Albans PE No.39380 M7ek USA,Inc.B.Cart 6634 Scab-Brace must be same species grade (or better) as web member. 6904 Parke East Blvd.Tampa FL33610 Date: February 12,2018 AUGUST 1, 2016 STANDARD REPAIR TO REMOVE END MII-REPO5 VERTICAL (RIBBON NOTCH VERTICAL) O =LDMiTek USA,Inc. Page 1 of 1 1.THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION.THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION i oo OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS SHALL BE INSPECTED TO DVERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED u REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. MiTek USA, Inc. 2.ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE Li_ ENGINEERED BYAPPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. REIIIIC 0 3.THE END SUCH AS TTO AVOID SPLITTING OF THE WOOD.ISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE AITaAnita 4.LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 4X ORIENTATION ONLY. 6.CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 500#MAXIMUM WALL 500#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE V I I TRUSSES BUILT REFER TO INDIVIDUAL WITH 4x2 MEMBERS TRUSS DESIGN FOR PLATE SIZES AND �, LUMBER GRADES ��� -� U ■\ ■ = = DO NOT OVERCUT ■ DO NOT OVERCUT ;_IA/ ... U _. 1 ► 1 1/2" r 1 1/2" 4000#MAXIMUM WALL 4000#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES ANDI TRUSSES BUILT LUMBER GRADES WITH 4x2 MEMBERS ►� ►1 IFAMi� ,,tttttstAttt,,,,i NW ////i/ DONOTOVERCUT • No 39380 • DO NOT OVERCUT * .• ''° 11/2" ► 11/2" �iisS/ONAt-c"00• ATTACH 2x4 SQUASH BLOCK(CUT TO FIT TIGHTLY) �tttitiy{tlttt TO BOTH SIDES OF THE TRUSS AS SHOWN WITH Thomas A.Aibani PE No.39380 10d(0.131"X 3") NAILS SPACED 3"O.C. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 AUGUST 1, 2016 Standard Gable End Detail MII-GE130-D-SP a F II 1 ® MiTek USA,Inc. Page 1 of 2 r—V---n--7 Typical_x4 L-Brace Nailed To c ==, 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud i o i= 1� q Vertical Stud (4)-16d Nails , ` DIAGONAL CE MiTek USA,Inc. S � 1.1_ a� ENGINEERED BY -�, 16d Nails — ' �` Spaced 6"O.C. A REISIIC, D SECTION B-B �i Ili► A IWTek Affiliate (2)-10d Nails into 2x6 EWA 2x6 Stud or DIAGONAL BRACE NA2x4 No.2 of better 4'-0"O.C.MAX1. TRUSS GEOMETRY AND CONDITIONS -� SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace '2Nailed To 2x_Verticals SECTION A-A w/(4)-10d Nails 2x4 Stud 12 PROVI2xDEBLOCKING BETWEEN THE FIRST1111111111Varies to Common Truss TWO TRUSSESAS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. I A l„.....at„„„..ar--„,„AM.......41I 'I1itri-. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH u DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. W I■ (4)-8d(0.131”X 2.5")NAILS MINIMUM,PLYOO. 3x4= SHEATHING TO 2x4 STD SPF BLOCK nimmonmni -man %//Ar iPAW///A2F WWW * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B _ NOTE: 24"- Maxi FJE:�'`' .POWN, 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. (2)-10 ;mai WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. NAILS/ lc (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. .�► ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB I--, ♦♦♦ / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ♦ /Trus -s @ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ♦♦ DIAPHRAM AT 4'-0"O.C. ►♦ / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 1:---4 2x4 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. x6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Dlag. Brace /ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point • NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. if needed 0_, TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. HORIZONTAL BRACE 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall 06-01-13 BY SPIB/ALSC. _; (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL ' Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS ,,�>>ittt gtjr���ji Species ��� �S A��,''i�� and Grade Maximum Stud Length `�N Es, "-G'.'N it/� 2x4 SP No.3/Stud 12"O.C. 3-9-13 4-1-1 5-9-6 7-1-3 11-5-7 •�♦ S fi �'�� ,i 2x4 SP No.3/Stud 16"O.C. 3-5-4 3-6-8 5-0-2 6-10-8 10-3-13 : No 39380 _ •". �. 2x4 SP No.3/Stud 24"O.C. 2-9-11 2-10-11 4-1-1 5-7-6 8-5-1 •_ ..--''""_w� * Diagonal braces over 6-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces :-% ,-QST•`. E_ ---;,!,4/::" attached to both edges. Fasten T and I braces to narrow edge '-+• �,� „-, - - _�+-4✓� of diagonal brace with 10d nails 8"o.c.,with 3"minimum I "L Q > s end distance. Brace must cover 90%of diagonal length. °I, f<‘�s R !!��``.? �� MAX MEAN ROOF HEIGHT=30 FEET !.�,IS/�N Al�,,,,',` CATEGORY II BUILDING Thomas A.Albani PE No.39380 EXPOSURE D MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH-- 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 a 1 AUGUST 1, 2016 Standard Gable End Detail Mil-0E130-SP I I( 1 ® MiTek USA,Inc. Page 1 of 2 =DO Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud Vertical Stud (4) 16d Nails DIAGONAL \ka .,,diA7 , ` BRACE MiTek USA,Inc. o� x+ �� 16d Nails � NI D �— i DNC 0 SECTION B-B e/ Spaced 6"o.c. A MIT*Aniline 1--1.'-Ar (2)-10d Nails into 2x6 Ems, 2x6 Stud or DIAGONAL BRACE TRUSS GEOMETRY AND CONDITIONS MIA 2x4 No.2 of better 4'-0"O.C.MAX .' • SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace �� Nailed To 2x_Verticals SECTION A-A w/(4)-10d Nails 2x4 Stud 12 �� IIII ©� Varies to Common Truss PROVIDE SSS2x4 AS NOTING D.TWENAEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ar 420./////4:07 ///2fir /// 410,: SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. ''�LI` 3x4= S4HEATHINGiTO2x4)NAILS S DSPIFIB BLOCK PLYWOOD Ill 4.1_,..1.1.;....,/ I� ,. %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: ,24"Max 111111111111:1'DLIIr►I" 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" ���_ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND (2)-1�' WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max. NAILS IOC • (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / .'r ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / , 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 'F.. /Trus- -s @ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. ��� / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A _. 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. 2k6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. if needed �•__, TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSORI 2 TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall HORIZONTAL BRACE 06-01-13 BY SPIB/ALSC. "__• (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") Minimum DIAGONAL 2 DIAGONAL Stud Without 1x4 2x4 BRACES AT `1111tllttt�l�� Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS % S A. �fj Species — NNS OW. ---- fi,. and Grade Maximum Stud Length 4.`��A�.• •• \*GENS:•••qZ,� 2x4 SP No.3/Stud 12"O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 ••• /•' •• N 2x4 SP No.3/Stud 16"O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 N No 39380 2x4 SP No.3/Stud 24"O.C. 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 • * Diagonal braces over 6-3"require a 2x4 T-Brace attached to T E::""%:' /1Ione edge. Diagonal braces over 12'-6"require 2x4 I-braces . ,,,attached to both edges. Fasten T and I braces to narrow edge i A's i • .of diagonal brace with 10d nails 8"o.c.,with 3"minimum �/� ORs.end distance. Brace must cover 90%of diagonal length. 'iiSS •""• . ?`�.. • MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING Thomas A.Alban!PE No.39380 EXPOSURE B or C MiTek USA,Inc.FL Cert 6634 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date: DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 JANUARY 6. 2017 Standard Gable End Detail MII-GE140-001 i1�� OMiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud == Vertical Stud (4)-16d Nails -.411---- DIAGONAL BRACE MiTek USA,Inc. X� J� �` �—-// ENGINEERED BY ✓ V 16d Nails Lr.. ENGINEERED REN0 SECTION B-B P` Spaced 6"o.c. A MRek Affiliate /----\•• (2)-10d Nails into 2x6 Mr 2x6 Stud or DIAGONAL BRACE .,' 2x4 No.2 of better 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS r=� SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace 2Nailed To 2x Verticals SECTION A-A w/(4)-1od Nails 2x4 Stud 12 4111 liklit Q Varies to Common Truss PROVIDE 2x4ASOT D.BETWEENTHEFIRST TWO TRUSSES BLOCKING NOTED. TOENAIL BLOCKING d.% AV///���//������i�/�����iz►iiiiii• SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-10d NAILS AT EACH END. l;•-••-- iiiiiZOF ATTACH DIAGONAL BRACE TO BLOCKING WITH DESIGNCRITERIA (5)-10d NAILS. 3x4= S -8d IN31"X 2.4)TDID MINIMUM,KLYWOOD SHEATHING TO 2x4 STD DF/SPF BLOCK %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathin• Refer to Section A-A to Section B-B • 24"Max. If :IRi� N�, / 1.NOTE:MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1-3" (2)-10O' ' �• YJC� 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAILg/ `��• , (2)-10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. / ,,r • 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / � BRACING OF ROOF SYSTEM. __ 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / 'SAL /Trus- -s @ 24" O.C. OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 12 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ,, / DIAPHRAM AT 4'-0"O.C. _. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 1„ 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace v ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 p0int • NAILS AND ATTACHED (REFER TO SECTION A-A) if needed •f_, TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall ;l HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND = (SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS ,,``%��g:A. �rtol` Species ,• �R A.e ,A and Grade Maximum Stud Length .?,,,s-\>,...CSG E N SF.;4,,., 2x4 DF/SPF Std/Stud 12"O.C. 3-10-1 3-11-7 5-7-2 7-8-2 11-6-4 No 39380 . ' 2x4 DF/SPF Std/Stud 16"O.C. 3-3-14 3-5-1 4-10-2 6-7-13 9-11-11 .. 2x4 DF/SPF Std/Stud 24"O.C. 2-8-9 2-9-8 3-11-7 5-5-2 8-1-12 = •• .- " * Diagonal braces over 6'-3"require a 2x4 T-Brace attached to -Q`"•_ " " " " .. one edge. Diagonal braces over 12'-6"require 2x4 I-braces .� 1/4 •1 O R ti�••.•........ �.`.` of web with 11 Od naiattached to both lss. Fasten T and I 8"o.c.,with 3"minimums to narrow edge ,,t••SS,iON A,��`yO`` end distance. Brace must cover 90%of diagonal length. Thomas A.Ataani PE No.39380 MMAXIMUM WIND SPEED=140 MPH 690404k ParkeUSA,Inc.aStFL Cert m66p4 East Blvd,Tampa FL 33610 MAX MEAN ROOF HEIGHT=30 FEET Date: CATEGORY II BUILDING EXPOSURE B or C January 19,2018 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. AUGUST 1, 2016 Standard Gable End Detail MII-GE170-D-SP 1 II 1 ® MiTek USA,Inc. Page 1 of 2 Typical 2x4 L-Brace Nailed To LE0 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud r i_== n Vertical Stud 4 -16d Nails , ` 2X6 OR SPF No.E2 111 \ka „,iii ( ) ` DIAGONAL BRACE MiTek USA,Inc. g` rolliR D BY = ` 16d Nails i ck i NiC 0 SECTION B-B e, Spaced 6"o.c. A 1111k Affiliate /—�,�� DIAGONAL BRACE (2)-10d Nails into 2x6 : 2X6 SP OR SPF No.2 4'-0"O.C.MAX • 1 �' Typical Horizontal Brace TRUSS GEOMETRY AND CONDITIONS Nailed To 2x4 Verticals SHOWN ARE FOR ILLUSTRATION ONLY. w/(4)-10d Nails SECTION A-A 2X4 SP OR SPF No.2 'Ii �,i©� Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST rAro/������I������I/i�����iziii��ii; SEE INDIVIDUAL MITEK ENGINEERINGA II I TWO TRUSSES AS NOTED. TOENAIL BLOCKING ' TO TRUSSES WITH(2)-10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH f (5)-10d NAILS. ibiliii, 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD �n SHEATHING TO 2x4 STD SPF BLOCK %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer I Refer to Section A-A to Section B-B Roof Sheathin• NOTE: 24"Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. �I �I�rrV�r 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND . WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. i" � 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. 1-�" (2)-1s ji• j ��� ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT M NAILS /`pm (2)-10d NAILS BRACING OF ROOF SYSTEM. �� 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 .� OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 0- �� / DIAPHRAM AT 4'-0"O.C. � /Trus' -s @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL /� BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace • (REFER TO SECTION A-A) at 1/3 points VI_____DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed \_ -16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR OCKING WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. HORIZONTAL BRACE 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL DIAGONAL Minimum Stud Without 2x4 BRACES AT Stud SizeSpacing Brace L-Brace BRACE 1/3 POINTS Species ,`fit t►1 1 1111 fit and Grade Maximum Stud Length `��‘% (>S A. �i(e r•0 2x4 SP No.3/Stud 12"O.C. 3-9-7 5-8-8 6-11-1 ! 11-4-4 ���.�� ••�•E•l\j S'• `� �i� 2x4 SP No.3/Stud 16"O.C. 3-4-12 4-11-15 6-9-8 ' 10-2-3 �•••• 2x4 SP No.3/Stud 24"O.C. 2-9-4 4-0-7 5-6-8 8-3-13 No 39380 2x4 SP No.2 12"O.C. 3-11-13 5-8-8 6-11-1 11-11-7 16"O.C. 3-7-7 4-11-5 6-11-1 10-10-5 - AT - 2x4SPNo.2 * 2x4 SP No.2 24"O.C. 3-1-15 4-0-7 6-3-14 9-5-14 Dia onal braces over 6-3"re uire a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces ::::::°::( � ` '. \�,•, attached to both edges. Fasten T and I braces to narrow edge �i� � R ) " �� of diagonal brace with 10d nails 6"o.c.,with 3"minimum �i Sk$'J �" �� ��� end distance. Brace must cover 90%of diagonal length. tiij•141111110- Thomas ON A`lt���� T or I braces must be 2x4 SPF No.2 or SP No.2. MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Albani PE No.39380 M Tek USA,Inc.FL cert 6634 EXPOSURE D 6904 Parke East Blvd.Tampa 8.33610 ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. : DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. February 12,2018 AUGUST 1 , 2016 Standard Gable End Detail MII-GE180-D-SP " ��ullur;�i�--,I ® MiTek USA,Inc. Page 1 of 2 Typical 2x4 L-Brace Nailed To I I00 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud I 1000 J—I I Vertical Stud 4 16d Nails ` 2X6 O OR SPF NE.2 ll . ( )- , DIAGONAL BRACE MiTek USA,Inc. ,�'� g N N e t.,..-_,,„„1„... ` 16d Nails D i EIIIIC O SECTION B-B �, Spaced 6"o.c. A NRek Affiliate %- "�,ilf1> DIAGONAL BRACE 2 -10d Nails into 2x6 =NM( ) 2X6 SP OR SPF No.2 4'-0"O• .C.MAX n TRUSS GEOMETRY AND CONDITIONS ■1.1 e SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x4 Verticals w/(4)-10d Nails 12 SECTION A-A 2X4 SP OR SPF No.2 11111111111 •�©� Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST /a ss„„s! �/„//%%t„,„„/%////i: SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)T. 10d NAILS AT EACH END. Ail ATTACH DIAGONAL BRACE TO BLOCKING WITH ' ilil j• (5)-10d NAILS. I�N� 3x4= (4)-8d(0.131”X 2.5")NAILS MINIMUM,PLYWOOD �'i"'"///%"i"'i"i// SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathin. NOTE: X24”Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. —�, 4,_, V� / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND p- ♦� ,, WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-0” I ♦ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. 2)-10¢ 1 ,♦ ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max.MBXNAILS'/ p♦” (2)-10d NAILS BRACING OF ROOF SYSTEM. / 1Ir♦ 4."L”BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 / OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ♦♦ 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF I-_, ♦♦ / DIAPHRAM AT 4'-0"O.C. ♦♦ /Trusses @ 24" o.c. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A Ir 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL III. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. " ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace / (REFER TO SECTION A-A) at 1/3 points 2x6 DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. if needed 48"O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. (4)-16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR I--, BLOCKING WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall HORIZONTAL BRACE NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Sand Grade Maximum Stud Length '`�'�%ecies - S t A. q�/it 2x4 SP No.3/Stud 12"O.C. 3-7-12 5-4-11 6-2-1 10-11-3 :;�, .••"GEN' B1 ,",, S•' y . 2x4 SP No.3/Stud 16"O.C. 3-2-8 4-8-1 6-2-1 9-7-7 _ •• \' �••'• ' i 2x4 SP No.3/Stud 24"O.C. 2-7-7 3-9-12 5-2-13 7-10-4 N O 39380 2x4 SP No.2 12"O.C. 3-10-0 5-4-11 6-2-1 11-6-1 ;• * 2x4 SP No.2 16"O.C. 3-5-13 4-8-1 6-2-1 10-5-7 . */– :: 2x4 SP No.2 24"O.C. 3-0-8 3-9-12 6-1-1 9-1-9 •„ ill ' . .- ,.—:S TA E X Diagonal braces over 6-3"require a 2x4 T-Brace attached to 1.--v' :"41 one edge. Diagonal braces over 12'-6"require 2x4 I-braces i.. ' ° r • . ... attached to both edges. Fasten T and I braces to narrow edge "°i� ..%.*"..`"; O R %d• "�?`�." of diagonal brace with 10d nails 6in o.c.,with 3in minimum se 6N,jO""""."��,,.� end distance. Brace must cover 90%of diagonal length. //,,1!N A;'.10 T or I braces must be 2x4 SPF No.2 or SP No.2. Thomas A.Alban'PE No.39380 MAX MEAN ROOF HEIGHT=30 FEET MiTek USA,Inc.FL Cert 6634 EXPOSURE D ASCE 7-10 180 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 6904 Parke East Blvd.Tampa FL 33610 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Date: February 12,2018 • AUGUST 1 . 2016 STANDARD PIGGYBACK MII-PIGGY-7-10 TRUSS CONNECTION DETAIL I II I ® MiTek USA,Inc. Page 1 of 1 Fv-nr7 MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET ,o, MAX TRUSS SPACING=24"O.C. oo CATEGORY II BUILDING El EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES RI ' TRANSFERING DRAG LOADS(SHEAR TRUSSES). D r ADDITIONAL CONSIDERATIONS BY BUILDING i a'� C ENGINEER/DESIGNER ARE REQUIRED. A 4ITek Affiliate E A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH(2)(0.131"X 3.5")TOE-NAILED. A B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) (0.131"X 3.5")NAILS EACH. '' D-2 X_X 4'-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERE1 ■ I ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @ 4"O.C. • �IL�®bt‘ SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH ■. .04 DIRECTIONS AND: ' 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR ' 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM C . PIGGYBACK SPAN OF 12 ft. < > E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)(0.131"X 1.5")NAILS PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: ' law,, -21 l \ i\�1 REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On ---���II•i� PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE \ �I\\ TTRUSS RUSS TOPMITEK DESIGN T SPECIFIED SPACING SHOWN ON BASE �`I \\\\f .........7- .... . :. -,......., ............„,.....„,.., --...,,... ,,. ,-, SCAB CONNECTION PER ��-� ®.. `_ � NOTE D ABOVE �\ �U �,�'rA��f\: 40 I®■ N'\ 111*. �., li This sheet is provided as a Piggyback connection ������� FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all /\ EACH FACE OF TRUSSES AT 48"O.C.W/(4)(0.131"X 1.5")PER MEMBER. permanent bracing per standard engineering practices or ``.\ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint � and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED t t I I t f t� EXTEND THROUGH >Stt t�! BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: NNN��PS•A. A4,�'e OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �.• d 8� ,,�� MUST MATCH IN SIZE,GRADE,AND MUST LINE UP �N� `Z` •• C ENS'•` 2 iP AS SHOWN IN DETAIL. •" 0 F•"` '• 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF • ; TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS N O 3 9 3 8 0 SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH - * • r VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) • (MINIMUM 2X4) -• ;' . 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM •-ti 7.i.t.r,\:%.14::: ^CONCENTRATED LOAD OF 4000 LBS( 1.15). REVIEW .r ., $T E ► ,_ ••• sopa BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS 'O • _ 1GREATER THAN 4000 LBS. o�-•':L` 'f I 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, �j •• • O R 1 •f� 5) CONCENRATD LOAD NUMBER OF PLYS OF (MUST BE APPLID TO BOTH GGYBACK TRUSS TO MATCH BASE TRUSS. .e, ky,I�N RL THE PIGGYBACK AND THE BASE TRUSS DESIGN. itt i►I I I t l� Thomas A.Albano PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 STANDARD PIGGYBACK MII-PIGGY-ALT • AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 I II I ® MiTek USA,Inc. Page 1 of 1 MILD MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES Ir_ ENGINEERED BY TRANSFERING DRAG LOADS(SHEAR TRUSSES). REN,11 ADDITENGINIONAL EER/DESIGNER ARE IREQUIRED. BUILDINGONS BY A YRek Affiliate A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. E SHALL BE CONNECTED TO EACH PURLIN WITH(2)0(0.131"X 3.5")TOE-NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. A C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2)(0.131"X 3.5")NAILS EACH. sD-2 X X 4'-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE 412,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @ 4"O.C. ■ ■ SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING MtN,h\VIL-Ma,� IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH M 'u ��•�\\Wia(� DIRECTIONS AND: ■� 4904 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM ''♦ PIGGYBACK SPAN OF 12 ft. C , E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH ADD 9"x 9"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD -->-- S �II`GUSSETS AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE \ \ I�TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE ,I` �`I\`{ TRUSS MITEK DESIGN DRAWING. ` .!1.i SCAB CONNECTION PER s 11�� __� NOTEDA:•VE 1 ���� �7r� , ;///40P. 0 iii �I I This sheet isB providedngas a Piggyback connectionr '''' , ila , �- 7"x 7"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24"O.C. detail only.Building Designer is responsible for all N/\ ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD permanent bracing per standard engineering practices or FROM EACH SIDE(TOTAL-12 NAILS) refer to BCSI for general guidance on lateral restraint ` \ and diagonal bracing requirements. VERTICAL WEB FOR LARGE CONCENTRATED LOADS APPLIED EXTEND TEND THROUGH rtr<>t l i t i rti, BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: ,•• OP PS A, A�it1i, OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS ,, O .. B e� MUST MATCH IN SIZE,GRADE,AND MUST LINE UP `4,,`1`••••\C E Mg�..-14/!,� ! AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF No 3938Q ._ . - TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS =1k 7. SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH , �� VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) "flle, r (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM { T ,N-,4', --:::::41. = e• j CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW ..-<"-` ■ia BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS ���� • O R l 0" 'C?\`��� GREATER THAN 4000 LBS. •iSS'/•" •••••i_C\�s• iii 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, �t,,f� ���,��� NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH Thomas A.Albani PE No.39380 THE PIGGYBACK AND THE BASE TRUSS DESIGN. MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 • AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS MII-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES I II I ® MiTek USA,Inc. Page 1 of 1 SAIDD TOTAL NUMBER OF NAILS EACH SIDE MAXIMUM FORCE(lbs)15%LOAD DURATION 0o OF BREAK. X SP DF SPF HF ` ,fro INCHES a2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 MiTek USA,Inc. 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 Ls ENGINEERED BY r REIJJC 0 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 A YITek Affiliate 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 *DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS(CENTER ON BREAK OR SPLICE)WITH 10d(0.131"X 3")NAILS (TWO ROWS FOR 2x4,THREE ROWS FOR 2x6)SPACED 4"O.C.AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN.0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK(C)SHALL NOT EXCEED 12".(C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED(L)IS CALCULATED AS FOLLOWS: L=(2)X+C ‘.. 4oef/X.c.(0 /P.' BREAK 04 3 l\,Ipl �•10d NAILS NEAR SIDE +10d NAILS FAR SIDE 0 TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY rd. AmmmiummmiLimir , /°°' 0 X"MIN 6"MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6"FROM ANY INTERIOR JOINT(SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES `iiiiiiiiiiii,,,, NOTES: 0,k�PS A. Ai'',i , 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN.THIS REPAIR DOES ,k O .. e ,i NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS `��'A •.�\C'E N S'.•.-14i/0_ SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. No 39380 1. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR - AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE,EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID /,- •" UNUSUAL SPLITTING OF THE WOOD. •t" .'I 4. WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID r . -.€TA ,E^ LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. % �'�� :.''/, 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. .*ei,F L O R t V•• rj.�% 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. ��"'o.AI.E�.,‘� �/fltiiiiliili Thomas A.Alban PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP I II I ® MiTek USA,Inc. Page 1 of 1 TES: =OD NO1. E-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER ANOD MUST AVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND o. EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. J n 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. Li_ ENGINEERED BY RENIC THIS DETAIL APPLICABLE TO THE A kiTek Affiliate THREE END DETAILS SHOWN BELOW TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP DF HF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 0 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 -J 6 .162 108.8 99.6 86.4 84.5 73.8 SIDE VIEW ri (2x3) 2 NAILS 0 .128 74.2 67.9 58.9 57.6 50.3 ,- Z .131 75.9 69.5 60.3 59.0 51.1 l'Al SIDE N .148 81.4 74.5 64.6 63.2 52.5 ,�, NEAR SIDE M IM VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: SIDE VIEW SIDE VIEW (3)-16d(0.162"X 3.5")NAILS WITH SPF SPECIES BOTTOM CHORD (2x4) 4 NAILS 3 NAILS For load duration increase of 1.15: M NEAR SIDE I NEAR SIDE 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity I!1 NEAR SIDE ,,i�yttuuiii,f� ,., I NEAR SIDE �� S A. i� NEAR SIDE �.- �. . q(t .0., M 1 NEAR SIDE O• E .'9 0 - :��'CZ.* 0 NSA '•2." 1,, I NEAR SIDE • : No 39380 ;. -. •--STA E ftt G., s �� is'ONA`.% t Thomas A.Aibani FE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 _ ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM 30°TO 60° VARY FROM 30°TO 60° 30°TO 60° 45.00° 4 45.00° 45.00° 1 '---7/ 14 140 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL 1 MII-VALLEY HIGH WIND1 1 II 1 R MiTek USA,Inc. Page 1 of 1 � GENERAL O SPECIFICATIONS 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND �ENGINEER..BY SECURE PER DETAIL A RENC 11 GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE AUIT.k Affiliate OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. / 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. II II IL II I fj-- --- 1 T I I II II I I �I II II II II II II I II ! II I , II II I 1 ,, jl ,i II BASE TRUSSES VALLEY TRUSS TYPICAL ; . VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P tp OR GIRDER TRUSS \)HNIN' TJIIIIII 1: IIISEEDETAILIP1I. . II `ems.14.....kee. SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 \‘ I ATTACH 2x4 CONTINUOUS NO.2 SP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 1 %%N4 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES 1 ` viiiitIlt,, No 39380 _ / f7 DETAIL A . s,TA ,.; 4, (NO SHEATHING) ';Fs.�,o R kIN N.T.S. %SIONAl.'c-,.0 Thomas A.Albani PE No.39380 MiTek USA.Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: January 19,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND2 =ODI II I O MiTek USA,Inc. Page 1 of 1 0o GENERAL SPECIFICATIONS a 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA,Inc. GABLE END,COMMON TRUSS 4.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND NCBr R •BY OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A / REINI.. 11 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE AMITM AMMOINDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. II II II II II II �1 II it II it II II II X II 1 II ''II �I II I II II �I II II II I II • I I� I I i I II BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P OR GIRDER TRUSS -gig" I ir SEE DETAIL A BELOW(TYP.) 11111010"111 1 SECURE VALLEY TRUSS W/ONE ROW OF 10d •_•: 44:a. NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING ATTACH 2x4 CONTINUOUS NO.2 SP EXPOSURE C WIND DURATION OF LOAD INCREASE:1.60 TO THE ROOF W/TWO USP WS45(1/4"X 4.5") MAX TOP CHORD TOTAL LOAD=50 PSF WOOD SCREWS INTO EACH BASE TRUSS. MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ;;. ON THE TRUSSES ,"I n" q No 39380 .5"Max ;"T!• r' l' i �',•� NATE... -,- .: rA rIIIM Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd,Tampa FL 33610 Date: February 12,2018 AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL Mil-VALLEY SP 1 II 1 ® MiTek USA,Inc. Page 1 of 1 =OD GENERAL SPECIFICATIONS i lot 1 I— 1 00 D 1.NAIL SIZE 16d(0.131"X 3.5") 2.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A MiTek USA,Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. �, ° Q GABLE END,COMMON TRUSS OR GIRDER TRUSS 4.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING i EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. Ammo/ mum. / 5.NAILING DONE PER NDS-01 6.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 7.ALL LUMBER SPECIES TO BE SP. ,I— II , 11 n n II II I, I II 11 II II II II II II II II II II 1 II it 11 ,I it I S I, I; I II11 .I II iI II ,, I II II II II II 'I 1' II II Il I II n II 5 11 11 'I II 1 r I 'I a 4 II I j1 BASE TRUSSES VALLEY TRUSS TYPICAL J VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS `I�I111 1111 I SEE DETAIL 111111 A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 16d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH ATTACH 2x4 CONTINUOUS N0.2 SP MAX MEAN ROOF HEIGHT=30 FEET TO THE ROOF W/TWO 16d NAILS ROOF PITCH=MINIMUM 3/12 MAXIMUM 10/12 INTO EACH BASE TRUSS. CATEGORY II BUILDING EXPOSURE C OR B WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=60 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) 114441104411, MINIMUM REDUCED DEAD LOAD OF 4.2 PSF .,, ON THE TRUSSES 111111tt tt i��,�`_ .`,10 A`�`� A. ,4 nt fi',. No 39380 I. • • r. • • *. DETAIL A ', (MAXIMUM 1" SHEATHING) w N.T.S. '�,��:ssl O Rmm \1.� �,�ii. N A.iliiiif �`` Thomas A.Albani PE No.39380 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 TRUSSED VALLEY SET DETAIL MII-VALLEY AUGUST 1, 2016 (HIGH WIND VELOCITY) I II 1 ® NOTE:VALLEY STUD SPACING NOT MiTek USA,Inc. Page 1 of 1 =ED TO EXCEED 48"O.C. SPACING , 00 r ,OO D MiTek USA,Inc. ni NGIN ER BY i EN i A MIT*Affiliate � v i 1 i . ' ' FOR BEVELED BOTTOM ♦ ` CHORD,CLIP MAY BE , ' APPLIED EITHER FACE ‘ . 4 41k* , , AI- .„,,,,. .. : ,..., . .... 11) • Ail,, ,,, iiiilirw. CLIP MAYBE APPLIED TO TO THIS FACETO UP TO A MAXIMUM 6/12 PITCH ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT VA / rm -41444, WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH IIII MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C BOTTOM CHORD \ WIND DURATION OF LOAD INCREASE : 1.6 \ MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING =24"O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER ,,.`oMPS, A. q<e',, VALLEY TRUSSES MUST BE DESIGNED .` G E N� •.'9 �'' WITH A MAXIMUM UNBRACED LENGTH OF ,m I �:'��� •SF .2, s NON-BEVELED = No 39380 2'-10"ON AFFECTED TOP CHORDS. e BOTTOM CHORD ;'• * NOTES: r ' -SHEATHING APPLIED AFTERII A6; INSTALLATION OF VALLEY TRUSSES ', c, ',,C p R` •' '�` -SHIS DETAIL IS SPECIES LUMBER.APPLICABLE FOR ,',,,SS�Q�A, �.� CLIP MUST BE APPLIED Thomas A.Albani PE No.39380 TO THIS FACE WHEN Wok USA,Inc.FL Cert 6634 PITCH EXCEEDS 6/12. 6904 Parke East Blvd.Tampa FL 33610 (MAXIMUM 12/12 PITCH) Date: January 19, 2018 • (AUGUST 1, 2016 Standard Gable End Detail MII-GE146-001 I II-1 ® MiTek USA,Inc. Page 1 of 2 =DD Typical_x4 L-Brace Nailed To - 2x Verticals W/10d Nails spaced 6"o.c. Vertical Stud ' Vertical Stud , DIAGONAL n M ...,d7 (4)-16d Nails ` BRACE u �MiTek USA,Inc. L` NGIN RED 8 LIIL16d Nails ° QSECTION B-B ►r Spaced 6"o.c. A NRdc Affiliate /--� .' .111 (2)-10d Nails into 2x6 NIUE 2x6 Stud or DIAGONAL BRACE IL 2x4 No.2 of better 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS ,_r • SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals SECTION A-A w/(4)-1od Nails 2x4Stud 12 iilI �,„©Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING /// d.r i///////Az', ////////.%/////moi• SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-10d NAILS AT EACH END. l �" DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH Alliii I I I /� (5)-10d NAILS. ���N� 3x4= SHEATHINGITO 2x4 SIDNAILS SP BLOCK MINIMUM,PLYWOOD ueeeeeeeee�.—II �1 %//////////////////////// ' * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B 24"Max — NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1.-3" (2)-10Sf' afr 2.WALL TO E PROV DED B PRO ECT ENG NE RABLE OR ARCH ARCHITECT.END TRUSSAND a M •__ NAIL/ ..� �CONNECTION BETWEEN BOTTOM CHORD OF (2)- 10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / i1 ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / .• BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: ��• /Trusses @ 24" O.C. 2x4 No 3/STUD SP OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. = 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. +� / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A s 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 2z6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 p0int NAILS AND ATTACHED (REFER TO SECTION A-A) if needed TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. -_ 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End WallHORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND i (SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") �.. 2 DIAGONAL DIAGONAL Minimum Stud Without 2x4 BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length ,,`toptrrrrrrr,1i, 2x4 SP No 3/Stud 12"O.C. 3-11-3 6-8-0 7-2-14 11-9-10 ++`'SONS A' gLB0*,ice 2x4 SP No 3/Stud 16"O.C. 3-6-14 5-9-5 7-1-13 10-8-11 ��`�?:y�C E N s - 9,/,•'I. 2x4 SP No 3/Stud 24"O.C. 3-1-8 4-8-9 6-2-15 9-4-7 : " No 39380 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to _ ,.t one edge. Diagonal braces over 12-6"require 2x4 I-braces =-o ----- attached E • attached to both edges. Fasten T and I braces to narrow edge -- _ ...mir,_;- of web with 10d nails 8"o.c.,with 3"minimum '.'-"e•-• .-..� end distance. Brace must cover 90%of diagonal length. ',/t� 1 0 R 10•••cj� +` MAXIMUM WIND SPEED=146 MPH ��',.„ N A+''`o MAX MEAN ROOF HEIGHT=30 FEET Thomas A.Alban PE No.39380 CATEGORY II BUILDING MiTek USA,Inc.FL Cert 6634 EXPOSURE B or C 6904 Parke East Blvd.Tampa FL 33610 ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Date. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. January 19,2018 OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B • =/ ODMiTek USA,Inc. Page 1 of 1 TRUSS CRITERIA: t two LOADING: 40-10-0-10 == DURATION FACTOR:1.15 SPACING:24"O.C. TOP CHORD:2x4 OR 2x6 MiTek USA,Inc. PITCH:4/12- 12/12 NGIN ER ., HEEL HEIGHT:STANDARD HEEL UP TO 12"ENERGY HEEL L RENiC T END BEARING CONDITION A"Usk Affiliate NOTES: 1.ATTACH 2x_SCAB(MINIMUM NO.2 GRADE SPF, HF,SP, DF)TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d(0.131"X 3")SPACED 6"O.C. 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB .. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND .� UNDISTURBED S (L) (2.0 x L) 24" MAX 24" MIN t'* llJIIi,,,, ��.MPS A. q� .� �' \GENS'• j.�rr No 39380 ;� ��'•e' T• E do' IMPORTANT This detail to be used only with trusses(spans less than 40')spaced �ri �' ,� O R ti ;� 24"o.c.maximum and having pitches between 4/12 and 12/12 and • i� S ‘total top chord � Trusses not fittingds the a criteria shnot ould d be examined individually.50 psf. ���SI�NA`� ��� Thomas A.Albani PE No.39380 REFER TO INDIVIDUAL TRUSS DESIGN MITek USA,Inc.FL Cert 6634 FOR PLATE SIZES AND LUMBER GRADES 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 • I ' AUGUST 1, 2016 LATERAL BRACING RECOMMENDATIONS MII-STRGBCK 1 II 1 ® MiTek USA,Inc. Page 1 of 1 =ED i n 11 11 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,USA,Inc.rro . 1 , _ ' 2x6"STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET A Ft NT IC u ALONG A FLOOR TRUSS. A Utlaic Affiliate NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING SCAB W ITH(3)-10d FACE OF CHORD INTO EDGE OF STRONGBACK WEB WITH(3)-10d (0.131"X 3")NAILS ANCHOR TO ATTACH TO TOP CHORD (0.131"X 3")NAILS (DO NOT USE DRYWALL TYPE SCREWS) \ / ATTACH TO VERTICAL WEB WITH(3)-10d (0.131"X 3")NAILS N y.\I . X PAINs ► 11\ ... l r BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WITH TWO#12 x 3" NAILING THE STRONGBACK (0.131"X 3")NAILS IN EACH CHORD WOOD SCREWS(.216"DIAM.) J ZA;\_A ../ ( \b. . F.'''. -- /i \ USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH(3)-10d SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"X 3")NAILS (0.131"X 3")NAILS STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) 4-0-0 WALL BLOCKING TRUSS STRONGBACK (TYPICAL SPLICE)2x 1 (BY OTHERS) (BY OTHERSI $ ;. A q<8��i,, 4 No 39380 THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, a- ----tel DESIGNED BY OTHERS.IF SPLICING IS NECESSARY, USE A 4'-0"LONG T E. a,. �' SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d iv-4.'''''',•1 O •• 4. (0.131"X 3")NAILS EQUALLY SPACED. •, • 0 R 1 OVER AP STRONGBACALTERNATE METHOD KF SPLICING:MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d ',����S�ONA�"�?��` (0.131"X 3")NAILS STAGGERED AND EQUALLY SPACED. /llllltt (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) Thomas A.Mani PENo.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 12,2018 c`.i..3' k 'm .s • 41:17 31 w ':10:11.7.-„,---- Li :1011 i-„ ....u+rw. is , Boise cascade1-tiINSTALLATION Engineered Wood Products ��� GUIDE ,.040* The information inhethis document Includes AJS® pertains to use in the UNITED STATES ONLY,Allowable Stress Design.Refer to the ALLJOIST Specifier Guide Canada 1 ,4 140 / 150 /20 / 190 /25 for use in Canada,Limit States Design. ' and VERSA-LAM® BEAMS ,;ypa•.x;. ,s gr..Mprr� "'£r. v. ,„SR ....,.. e„, a (' m m �:,;US9 '1-1;.r.)1 'lit)I'1111'2 [i . • . - •g 1 ( e US Version . ,Atiki ('-" :; s product manufactured in ,, ---:#1,. '_ � St. Jacques, New Brunswick x CANADA ___ ----i. Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI® Joist, VERSA-LAM®, and ALLJOIST° products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our ' performance specifications for the normal and expected life of the structure when correctly stored, , installed, and used according to our Installation Guide. _ For information about Boise Cascade's engineered wood products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com To locate your nearest Boise Cascade Engineered Wood Products distributor, call 1-800-232-0788 MG US 08/29/2013 co!), ,right C%Boise cascade flood Products, L.L C. 2013 ALLJOIST® Product Profiles AJS® 140 AJS° 150 AJS® 20 AJS® 190 AJS° 25 I _ 1 F-7-1 CO Q fi 91/2 91/2" 91/2" 91/2" 91/2' 117/8" 3/8.__, ._ _. .._ 3/s 117/8" 3/s" 117/8" 3/s"_. _117/8" 3/8 117/8„ 14" 14" 14" 14" 14" 16" 16" 16" 16" 16" 1'/z"T 1------1 1 11/2 i I 11/2"T 1----1 1 11/2"t ±1/2"T( I-, -I I*---I 1----1 4----1 I- I 21/2" 21/2" 21/2" 21/2" 31/2 2x3 Flanges I I 2x4 Flanges AJS® 25 AJS° 30 Deeper Depths Deeper Depths 18" 18" �� .1,4£ 7 _ 20" 7/16,1___., 20" "` S,/ `,'' a,,q a \ S a '_' -- �16'--- 22" 22" �, A'� 24" 24" 11/2'T( — ) I 11/2"T(' — ' Information on deeper depth AJS®joists is 131h" I 1 31/2" I available in the ALLJOIST®Commercial Guide 2x4 Flanges WARNING THE FOLLOWING USES ARE NOT ALLOWED ,../., SAFETY WARNING DO NOT notch or drill beams without prior DO NOT cut beyond Inside edge of bearing. approval from Boise Cascade EWP Engineering. DO NOT ALLOW WORKERS , ON AJS JOISTS UNTIL ALL Y (4:',HANGERS,AJS'RIM JOISTS, •RIM BOARDS,AJV BLOCKINGdOlp ` DO NOT PANELS,X-BRACING AND �• \"t support joist TEMPORARY 1x4 STRUT w .� �� on web. LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS DO NOT cut holes too close to DO NOT nail closer than 1W from end of joist. DO NOT cut or notch flange. supports or to each other. ACCIDENTS CAN RESULT FROM DO NOT use ,r INSUFFICIENT ATTENTION TO 16d common nails. % , PROPER BRACING DURING ir °� CONSTRUCTION. ACCIDENTS 09, Rf l Refer to hole ' 4� x See roof and floor CAN BE AVOIDED UNDER location and sizing' ri* for details, sheet, chart for size and Use 8d nails or for allowed cutting NORMAL CONDITIONS BY spacing. lOd/16d box nails. of flange. FOLLOWING THESE GUIDELINES: • Build a braced end wall DO NOT walk on joist until proper bracing is ' DO NOT install tongue of floor sheathing flush with either 1" DO NOT hammer on web unless in place. or 1'/."thick BOISE CASCADE°rimboard(tongue OK with removing knockout holes. at the end of the bay, Y 1' and thicker BOISE CASCADE'nmboard). or permanently install DO NOT load joist beyond the first eight feet of design capacity. 1 Sheathing g ofFloor mtongue f� AJS®Joists and the first - sheathing DO NOT stack � , O Course of sheathing. As building materials on s' A regardless ` an alternate,temporary of nmboard IF :^ P rY unbrecedjoists. J thickness. sheathing may be nailed r or 1'/is' I to the first four feet of • "N -Mick BOISE; • AJS®Joists at the end of I �, CASCADE°% Trim tongue DO NOT hammer on flange. rimboard R flush with rim. the bay. • All hangers,AJS®rim joists,rim boards, • The ends of cantilevers must be temporarily • Failure to install temporary bracing may AJS®blocking panels,and x-bracing must secured by strut lines on both the top and result in sideways buckling or roll-over under be completely installed and properly nailed bottom flanges. light construction loads. as each AJS®Joist is set. • Straighten the AJS®Joists to within'/inch • DO NOT stack construction materials • Install temporary 1x4 strut lines at no more of true alignment before attaching strut lines (sheathing,drywall,etc)in the middle of than eight feet on center as additional AJS® and sheathing. AJS®Joist spans,contact Boise Cascade Joists are set. Nail the strut lines to the • Remove the temporary strut lines only as EWP Engineering for proper storage and sheathed area,or braced end wall,and to required to install the permanent sheathing. shoring information. each AJS®Joist with two 8d nails. ALLJOIST° Residential FI. .r Span Tables About Floor Performance -, Homeowner's expectations and opinions vary greatly due to the increase the joist depth,limit joist deflections,glue and screw a subjective nature of rating a new floor. Communication with the thicker,tongue-and-groove subfloor,install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level-bearing supports,and install a direct-attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists, help; however,squeaks may occur if not installed properly.Spacing The floors an tables listed below offer three verydifferent the joists closer together does little to affect the perception of the p floor's performance.The most common methods used to increase performance options,based on performance requirements of the performance and reduce vibration of wood floor systems is to the homeowner. ***THREE STAR*** ****FOUR STAR**** CAUTION *MINIMUMSTiFFNESS CATMON ALLOWED BY CODE* Live Load deflection limited to L1480: The Live Load deflection limited to L;+3604: Live Load deflection limited to L/360: Floors common industry and design community " that meet the minimum building code L/360 standard for residential floor joists,331 stiffer A floor that is 100/o stiffer than the three star criteria are structurally sound to carry the than L!360 code minimum. However,floor floor.A premium floor that 100%stiffer than the specified loads;however,there is a much higher performance may still be an issue in certain 3-star floor for the discriminating homeowner. risk of floor performance issues. This table applications,especially with 9'/2"and 117/s" should only be used for applications where floor deep joists without a direct-attached ceiling. performance is not a concern. Joist ALLJOIST° 12" 16" 19.2" 24" 12" 16" 19.2" 24' 12" 16" 19.2" 24" Depth Series 0.0. _0.c. 0.0. 0,c. 0.0. 0. C,c. o.c. o.c. O.C. o.c. 140 17'-9" 16'-3" 15-4" 13'-11" 13'-11" 12'-8" 11'-11" 11-1" 19'-8" 17'-0" 15'-6" 13'-11" 150 18'-1" 16-7" 15-8" 14'-7" 14'-2" 12'-11" 12'-2" 11'-3" 20'-0" 18'-3" 16-8" 14'-11" 9'W 20 19'-1" 17-5" 16'-5" 15-4" 14'-10" 13'-6" 12'-9" 11'-10" 21-1" 19'-3" 18'-2" 16-4" 190 19'-4" 17'-8" 16-8" 15-6" 15-1" 13'-9" 12-11" 12'-0" 21-4" 19'-7" 16-6" 17-3" 25 21'-0" 19'-1" 18'-0" 16'-9" 16'-4" 14'-10" 14'-0" 12'-11" 23'-2" 21-1" 19'-3" 17'-2" 140 21-2" 19'-4" 17-8" 15-10" 16-7" 15-1" 14'-3" 13'-3" 22-5" 19'-5" 17'-8" 15-10" 150 21-7" 19'-8" 18'-7" 17'-0" 16-10" 15'-4" 14'-6" 13'-5" 23'-10" 20'-10" 19'-0" 17'-0" 11%" 20 22-8" 20'-9" 19'-7" 18'-3" 17'-9" 16'-2" 15'-2" 14'-1" 25'-1" 22-10" 20'-10" 16-8" 190 23'-0" 21'-0" 19'-10" 16-6" 18'-0" 16-�4" 15'-5" 14'-4" 25-5" 23'-3" 21-11" 19'-0" 25 24'-11" 22'-9" 21-5" 18'-3" 19'-6 17'-8" 16'-8" 15-5" 27'-7" 24'-0" 21-11" 18'-3" 140 24'-0" 21-4" 19'-5" 17-4" 18'-10" 17'-2" 16-2" 15-0" 24'-7" 21-4" 19'-5" 17-4" 150 24'-6" 22-4" 20'-11" 18'-9" 19'-2" 17-6" 16-5" 15'-3" 26-6" 22'-11" 20'-11" 18'-9" 14" 20 25-9" 23'-6" 22-2" 19'-1" 20'-2" 16-4" 17'-3" 16-0" 28'-5" 25'_1" 22'-11" 19,-1" 190 26-1" 23'-10" 22'-6" 19,-1" 20'-5" 18'-7" 17'-6" 16'-3" 28'-10" 26'-4" 23'-11" 19,-1" 25 28'-4" 25-10" 22'-11" 18'-4" 22-1" 20'-1" 18'-11" 17'-6" 30'-5" 26'-4" 22'-11" 18'-4" 140 26-6" 22-11" 20'-11" 18'-9" 20'-10" 19'-0" 17'-11" 16-8" 26-6" 22-11" 20'-11" 18'-9" 150 27'-1" 24'-7" 22'-5" 19'-3" 21-3" 19'-4" 18'-3" 16'-11" 28'-5" 24'-7" 22'-5" 19'-3" 16" 20 28'-6" 26'-0" 24'-2" 19'-3" 22-4" 20'-4" 19'-1" 17'-9" : 31'-3" 27'-0" 24'-2" 19'-3" 190 28'-11" 26'-5" 24'-2" 19'-3" 22'-8" 20'-7" 19'-5" 18'-0" 31-11" 28'-11" 24'-2" 19'-3" 25 31'-4" 27'-10" 23'-2" 18'-6" 24'-6" 22'-3" 20'-11" 16-6" 32-9" 27-10" 23'-2" 18'-6" • Table values based on residential floor loads of 40 psf live load and 10 psf dead load(12 psf • Floor tile will increase dead load and may require specific deflection limits,contact Boise dead load for AJS°25 joists). Cascade EWP Engineering for further information. • Table values assume that 23132"min.plywood/OSB rated sheathing is glued and nailed to joists. • This table was designed to apply to a broad range of applications. It may be possible to • Table values represent the most restrictive of simple or multiple span applications. exceed the limitations of this table by analyzing a specific application with the BC CALC° • Table values are the maximum allowable clear distance between supports.Analyze multiple sizing software. span joists with BC CALC°sizing software if the length of any span is less than half the length of an adjacent span. Shaded values do not satisfy the requirements of the North Carolina State • Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" Building Code. Refer to the THREE STAR table when spans exceed 20 feet. inches and less. One-Hour Floor/Ceiling Assembly FIRE ASSEMBLY COMPONENTS 1. Min.23/32-inch T&G Wood Structural Panels. A construction adhesive must be applied to the top of the joists prior to placing sheathing. The sheets shall be installed with their long edge perpendicular to the joists with end joists centered 2 over the top flange of joists and staggered one joist spacing with adjacent sheets. 2. AJS®Joists at 24"o.c.or less. 3. Two layers'/"Type C or two layers%"Type X gypsum board 3 �� SOUND ASSEMBLY COMPONENTS When constructed with resilient channels See the US version of the Boise Cascade Fire Design& • Addcarpet&pad to fire assembly: STC=54 IIC=68 or Installation Guide for specific assembly information and • 3W glass fiber insulation to fire assembly: STC=55 IIC=46 or • other fire resistive options or contact your local Boise Add an additional layer of minimum%a'sheathing and STC=61 IIC=50 Cascade representative. 9'h glass fiber insulation to fire assembly: , • Floor Framing Additional roof framing details available with BC FRAMER®software NOTE When installing Boise Cascade EWP The illustration below is showing several suggested ; AJS®blocking or 2x4"squash"block on each products with treated wood. applications for the Boise Cascade EWP products. side required when supporting a load-bearing use only connectors/fasteners It is not intended to show an actual house under IRO wall above. that are approved for use with construction. the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR ALUOIST®PRODUCT �F15 ` `°\i e \�� �� ` VERSA-LAM®header iv.,, - �� or an AJS®header. I �` " 111"knockout holes at FOR INSTALLATION STABILITY, ti .4 approximately 12"o.c. Temporary strut lines(1x4 min.)8'on , i,� ,l \ are pre-punched. center max.Fasten at each joist with `',- �� i► `\ - 2-8d nails minimum. I� I', 11 ' N.•'� 141) sss Dimension lumber is A l �ti 0,� / / �``���, not suitable for use d�o• '\ I , �'-• as a rim board in i1 i� l� ��� � _ ALUOIST® �� �� I 0 floor systems. �.. 4� ,,,,,i-- -,l 1 01 AJS®rim joist. ��\ ��� ` o.- t0/• ,4I; 0 See page Floor Details \ \ y�� 0 / �iiT �iir' � �\ //'` `` /pI,� See page 8 for kP ,/ ������ //al, allowable hole sizes , 0 '� • /`�� and location. t BOISE CASCADE®Rimboard. See pages 6 and 27 of the \ 40 � ='\,/�► 00 VERSA-LAM®LVL beam. ALLJOIST®Specifier Guide. \`` 4 ' # /////�e` �`\\`,' `� // / Endwalloverniblocking as required per governing building code. For load-bearing cantilever details, ' kik �� see page 9. , 4/ AJS®Blocking is required when joists are cantilevered. Web Stiffener Requirements See Web Small Gap: r Stiffener p Web Stiffener Nailing Schedule '/e"min" Nailing 2'max.i - S chart Stiffener Web stiffener AJS®Series Joist Depth Nailing 2"min.',' t Width4110. 4"maxim i .� ilioI 140 \� 150 9'/2'— 11W 3-10d .• Gap `� 20 ,U. Chnsh i 190 14"—16" 5-10d "_ 'I� 2 min. —Tight Fit Web Stiffenern 25 4 mazy ' concentrated lea\/`� - re uentrat db \� NOTES exceeds appliet 1000 lbs Web stiffeners are optional except as noted below. Web stiffeners applied to Web stiffeners are always required for 18"and deeper AJS®joists at all bearing both sides of the joist web locations. Structural Panel Web Stiffener • Web stiffeners are always required in hangers that do not extend up to support a ,,, z the top flange of the AJS®Joist. Web stiffeners may be required with certain Minimum Thickness sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. In No Minimum • Web stiffeners are always required in certain roof applications. See Roof AJS®Series Hanger Hanger Width Framing Details on page 7. • Web stiffeners are always required under concentrated loads that exceed 140/150/20/190 1" 1W 25/16' 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. 25 2x4 lumber(vertical) • Web stiffeners may be used to increase allowable reaction values.See AJS® Design Properties on page 26 of the ASG or the BC CALC®software. Boise::asoauu to.F •ALUOIST-t4,iristailatio Guide•08/19/2013 • Floor Framing Details _5 _ , Additional floor framing details available with BC FRAMER®software 1 END BEARING DETAILS 1` AJS" ° 1.10.1. II\� ♦ \\ '�� ♦,'� rim joist. � blocking. II- .Dimension lumber / ,a"' / i�� Nail BOIS -1 p,S., ;is not suitable for r��X45;4f ``' °� �� J CASCADE' \/ use as rimboard ` 0. f ,�`� �/ Rimboard to ' with A15°Joists. \ / �/� /�. AB"Joists with Dimension lumber is not €Blockingmaybe required li ' i \/eq \ • C%8d nail into ' suitable for use as rim €perpendicular t0 wall, y,`-°� ') '\0 �`\�each flange. board with AIS°Joists. consult design professional1 i, :VII 2x_ledger. Use of AJS*rirnjoist requires 2x6 I�., of record and/or local building official. I wall for minimum joist bearing. • I £0 — a� ♦ BOISE CASCADE' '� Top Flange or Face Mount each side at 1111 ♦ ♦ IIRimboaro . '.',"Joist Hanger El One bearing i •�,aolid l stock liIIIJ! �'I,\ \ c t 1 i fralom above # 4� Note:AJS°floor ' -� to bearing joist must be �`�1. , —► -•-11h"minimum 0 designed to carry below. wall above when not L '. bearing length € II /✓ ! stacked over wall To limit splitting flange,start nails at least 11/2" ��/ below. from end.Nails may need to be driven at an \ Blocking required undemeath braced wall VERSA-LAM" angle to limit splitting of bearing plate. panels and shear walls,consult design ..... professional of record. INTERMEDIATE BEARING DETAILS AJS®Joist Slope Cut Reinforcement Detail below restores original allowable 0 For load bearing wall above Blocking may be required,consult design professionalDOuNe ua shear/reaction value to cut end of AJS"joist AJS° (stacked over wall below). of record and or local building official. Sq,sh BlodiVerbcal Load pb/fIL Joist Spacingliaj Joist shall not be used as a collar or rafter tension tie. Size 01 12 ' 16 i 19 2 24 i 1 2 z 6 min.rafter. Raftershall f 144 ; ` 'II, be supported by ridge beam or \� • 2x4 4463 3347 2789 2231 other upper bearing support • k\t Load wall bearing2x6 7013 1 5259 4383 3506 1` - �� ,i� , 6 16' � /1a"111 �) (stacked over 1. Squash blocks are to be in full contact min - mar.. j` JON wall below) ® AJS`' moi'. with upper floor and lower wall plate. kis'Jost 4�.,, A � - Heel 1teptli blocking. �� 2. Capacities shown are for a double Depth _ 2x block. _,. 'I ��r squash blocks at each joist,SPF - see` ' 3 Nail block with one 10d nail into each flange. or better. table/ 2�.. below} rizt) {{-Backer block Fri :. Double AJS®Joist g 2z blocking required at bearing(not shown for clarity). (minimum 12" Connection ® Sheathing or ii II �/„min.plywood/OSB rated sheathingas reinforce- wide).d nail with rimboard meet Install reinforcement with face grain horizontal. Joist 10-10d nods Filler Block closure Install on both sides of the joist,tight to bottom flange. Hanger (see chart below) 1 �� IA"gapbetween reinforcement and bottom offlange. •�� AJS I top ���;,j� I Apply construction adhesive to contact surfaces and • blockingredfasten with 3 rows of min.10d box nails at 6"o.c. i required for y�� Alternate nailingfrom each side and clinch. ��II� \\\ +' /�A cantilever. L j� Minimum Heel Deth Filler block.Nail Web-Filler , ��.\ _ \ Roof Pitch Nailing 12" End Wall with 10-lOd nails on-center ii���aaa A '� ( Beadng 6/12 7/12 8/12 9/12 10j12 12J12 Backer block required where top flange Connection valid for all ✓mss+ For load bearing cantilever,see pages 9 2 x4 VA" 4°A°" 414' 41/4^ 4=" 41d" joist hanger load exceeds 250 lbs. applications.Contact Boise Cascade and 10.Uplift on backspan shall be Install tight to top flange. 1 EWP Engineering for specific conditions. I considered in all cantilever designs. 2x6 3%" 3'A." 2°A°" 23/4" 2°A°" 2°/4" LATERAL SUPPORT • AJS®Joist to support: WEB STIFFENER REQUIREMENTS • AJS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed • See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AJS® 11 inches minimum from the end of the MS®Joist blocking panels or x-bracing. AJS®blocking panels or to limit splitting. PROTECT AJS®JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. • Sheathing to AJS®joist,rim joist,blocking: • AJS®Joists is intended only for applications that • Blocking may be required at intermediate bearings for - Prescriptive residential floor sheathing nailing requires provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult 8d common nails @ 6"o.c.on edges and @ 12"o.c.in Bundles of product should be covered and stored off local building official. the field IRC Table R602.3(1).Closer nail spacing may of the ground on stickers. MINIMUM BEARING LENGTH FOR AJS®JOISTS be required per design professional of record. AJS®RIM JOISTS AND BLOCKING • 11 inches is required at end supports. 31 inches is - 14 gauge staples may be substituted for 8d nails if required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. Vertical Load • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local Transfer Capacity Refer to the building code evaluation report or the building official and/or Boise Cascade EWP Joist Depth (pif) BC CALC®software. -. Engineering for further information. 91h" 1875 NAILING REQUIREMENTS _.... • AJS®rim joist,rim board or closure panel to AJS®Joist: BACKER AND FILLER BLOCK DIMENSIONS 1178" 1680 - Rims or closure panel 11/ainches thick and less: ; Backer Block ---- 2-8d nails,one each in the top and bottom flange. MS®Series I Thickness FtllerBlockThlckness 14" 1500 - MS®140/150/20/190 rim joist:2-16d box nails, 140 16" 1340 one each in the top and bottom flange. 150 i 11/e"or two 1/2" 1 2x +5/E"woodanel - AJS®25 rim joist:Toe-nail top flange to rim joist 20 I wood panels 1 - P 1)Web stiffeners required at each end of blocking panel. with 2-10d box nails,one each side of flange. 190 Distance between stiffeners must be less than 24". • AJS®rim joist,rim board or AJS®blocking panel to 25 I 2x_lumber i Double 2x_lumber support:- • Cut backer and filler blocks to a maximum depth equal 8d nails at 6 inches on center. to the web depth minus 1/4"to avoid a forced fit. - When used for shear transfer,follow the building designer's specification. • For deeper MS®Joists,stack 2x lumber or use multiple pieces of 3/4"wood panels. . L.101ST'Installation Guide•08/29/2013 Roof Framing AJS® Rafters Additional roof framing details available with BC FRAMER'software CD 7—The ridge must be supported by VERSA-LAMS LVL beam or FOR INSTALLATION STABILITY, ` ---- load-bearing wall. Temporary strut lines-(ix4 min.) 11P (!_ _ 8 ft.on center maximum.Fasten at each joist with two 8d nails ez (r Blocking or other lateral minimum. support required at end (i .• _.__._-- supports. 1p / i /,.. � / // !\. When installing Boise Cascade EWP products �� I� // // with treated wood,use only connectors/ I' I � �� fasteners that are approved for use with the Blocking not �1tii� , - �/ corresponding wood treatment. shown for clarity. ,/I�/ f�. ' \_ NS°Rafter Header CD / I Multiple ALS•Rafters may be required. 1 SAFETY WARNING DO NOT ALLOW WORKERS ON AJS°JOISTS UNTIL ALL HANGERS,AJS° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS,RIM BOARDS,AJS°BLOCKING PANELS.X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: • Build a braced end wall at the end of the bay,or permanently install • The ends of cantilevers must be temporarily secured by strut lines on the first eight feet of AJS®Joists and the first course of sheathing. As both the top and bottom flanges. an alternate,temporary sheathing may be nailed to the first four feet of • Straighten the AJS®Joist to within'/3 inch of true alignment before AJS®Joists at the end of the bay. attaching strut lines and sheathing. • All hangers,AJS°rim joists,rim boards, AJS°blocking panels,and • Remove the temporary strut lines only as required to install the x-bracing must be completely installed and properly nailed as each permanent sheathing. AJS°Joist is set. • Failure to install temporary bracing may result in sideways buckling or • Install temporary 1x4 strut lines at no more than eight feet on center as roll-over under light construction loads. additional AJS°Joists are set. Nail the strut lines to the sheathed area, or braced end wall,and to each AJS®Joist with two 8d nails. AJS®'Ceiling Joist with Bevel End Cut(For Limited-Access Attics Only) Joist End Wail AJS Joist shall not be used as collar/tension tie. Roof rafter shall be Minimum Depth 2 x 4 2 x 6 supported by ridge beam or other upper bearing support. Heel 9i" 2%" 1W Plywood/OSB Sheathing or Rafter Strut Roof Rafter Depths 11'/e" 3F" 2'h" Ai 1x4 Nailer @Max.4'-0"o.c. \� Ceiling Loads: 14" 4'h" 3%" Minimum Heel Depth Live Load=10 psf Notes: (See table at right) �� Dead Load=7 psf 1)Detail is to be used only for ceiling joists with no access to attic space. _Ai. 12 9'h",11'/e",14"or 1.6" b��� 2X Blocking 2)Ceiling joist must be designed to carry all roof load I n.6� AJS'Series Ceiling Joist 24"o.c.Maximum r Filler �`I transferred through rafter struts as shown. 3)AJS°ceiling joist end reaction may not exceed .CI ------3/"Minimum Bearing �` 550 pounds. 4)Minimum roof slope is 6/12. (2x4 Wall)Each End 5)Nail roof rafter to AJS°top flange with 1-16d sinker Maximum Span Lengths Without Roof LoadsI or box nail. 9'h"AJS$140,150,20,190,25 19'-6" 6)1x4 nails shall be continuous and nailed to an end wall braced to the roof diaphragm. 117/e"AJSt 140, 150,20,190,25 22'-0" 7)Install a 24"long web stiffener on each side of 14"AJS°140, 150,20,190,25 24'-6" AJS°Joist at beveled ends.Nail roof rafter to AJS° If roof loads transfer to ceiling joists through struts,analyze with BC CALL® Joist per building code requirements for ceiling joist software,not exceeding end reaction limit stated in Note 3(see right). to roof rafter connection. Roof Framing Details111 . Additional roof framing details available with BC FRAMER®software 0 CO 106 nails 0 \\Rimbaard VERSA-LAM"blocking. 2x beveled plate for slope at 6" ail.c 2x4 one side for 135 PLF max ilation"V"cut: greater than 1/4/12. 2x6 one side for 240 PLF max. ngth,1/2 of depth I \ . \ k• ,� Backer block. �, - %� Thickness per "Vjj`P•4 2x4 �1\ 1 � corresponding \'Iy i��l F blocking���." \, AJS`series. ` /,I 'f 2x block for soffit0 , N. ( AJS"blocking support. 2�" '' ,, Holes cut E Flange of AJS"Joists may be birdsmouth cut only at Simpson VPA or USP TMP connectors or equal can 4'-0"horiz. Ill for ventilation. the low end of the joist. Birdsmouth cut AJS"joist be used in lieu of beveled plate for slopes from must bear fully on plate,web stiffener required each 3/12 to 12/12. 7-6"horiz side.Bottom flange shall be fully supported. 1 1 �.7A `CA 1 � 1 Rimboard/VERSA-LAMx blocking. Backer block I r Ventilation"V"cut: (minimum 12"wide). 1 1/3 of length,1/s of depth Joist ® Nailwthl0-10d nails. wrop...... 1Hanger \�, l�ii N\. DO NOT bevel-cut joist LTi Tight fit N\. \ m�r�` Flange of AJS"Joists may be �II- for lateral NI birdsmouth cut only at the ` ock.Nail beyond inside face of wall,except = stability.`�0 low end of the joist. `, -10d nails. for specific conditions in details shown on pages 6 and 15 of the ��) Birdsmouth cut AJS"Joist ALUOIST"Specifier Guide. ') must bear fully on plate,web Backer block required op flange stiffener required each side. joist hanger load exceelbs. 2'$"max Install tight to top flang Simpson or USP LSTA24 ® 0 Simpson or USP LSTA24 strap where slope strap,nailing per MS Blocking exceeds 7/12(straps maybe required for lower L Dout may be required Row on each slopes in high-wind areas). Nailing per governing E L wheeeds rafter governing building code. side of ridge building code. ` (2,-0„ spac or alternate. max ®� Holes cut for _` �� Bg as required. t���--__�, ventilation. VERSA-LAMB /�� Nail outrigger . __ LVL support beam. �', ---' ` �,*N:,,through AJS"web. i / ERSA LAM a� V 2"x outrigger / 4.4 ' LVL support \ notched around AJSe / // beam. ��geveled web stiffener I� top flange.Outrigger Double-beveled plate,connect to ridge on each side. I spacing no greater with 2 rows 16d nails at 12"o.c. End Wall. than 24"on-Center, Simpson LSSUI or USP TMU hanger. i LATERAL SUPPORT • AJS®Joist to support: WEB STIFFENER REQUIREMENTS • AJS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed • See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AJS® 11/inches minimum from the end of the AJS®Joist blocking panels or x-bracing. AJS®blocking panels or to limit splitting. PROTECT AJS®JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. • Sheathing to AJS®joist,rim joist,blocking: • AJS®Joists are intended only for applications that • Blocking may be required at intermediate bearings for - Prescriptive residential roof sheathing nailing provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult requires 8d common nails @ 6"o.c.on edges Bundles of MS®Joists should be covered and stored local building official. and @ 12"o.c.in the field IRC Table R602.3(1). off of the ground on stickers. Closer nail spacing may be required per design MAXIMUM SLOPE MINIMUM BEARING LENGTH FOR AJS"JOISTS professional of record. • 1/inches is required at end supports. 3/inches is - 14 gauge staples may be substituted for 8d nails if • Unless otherwise noted,all roof details are valid for required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. slopes of 12 in 12 or less. • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local VENTILATION Refer to the building code evaluation report or the building official and/or Boise Cascade EWP • The iih inch,pre-stamped knock-out holes spaced BC CALL®software. Engineering for further information. at 12 inches on center along the AJS®Joist may NAILING REQUIREMENTS BACKER AND FILLER BLOCK DIMENSIONS all be knocked out and used for cross ventilation. ® ® Backer Block Deeper joists than what is structurally needed may • AJS rim joist,rim board or closure panel to AJS®Joist: ® be advantageous in ventilation design. Consult local AJS®Series i Thickness Filler Block Thickness - Rims or closure panel 11/4 inches thick and less: — — building official and/or ventilation specialist for 2-8d nails,one each in the top and bottom flange. 140 1 specific ventilation requirements. - AJS®140 150 20 190rim2-16dboxnails, 150 i 1/e or two 1/2" 2x_+s/e"wood panel / / / joist: 20 wood panels BIRDSMOUTH CUTS one each in the top and bottom flange. 190 - MS®25 rim joist:Toe-nail top flange to rim joist i • And®u pporists may be Jboists withthh cut only tath the low with 2-10d box nails,one each side of flange. 25 2 x_lumber Double 2 x_lumber end support. AJS®Joists birdsmouth cuts may • AJS®rim rim board or AJS®blockingpanel • Cut backer and filler blocks to a maximum depth equal cantilevertmup to 2 must sit pastyt the thelow supportenp support.endThe joist, p q bottom flange fully on the and may to support: to the web depth minus 1/4"to avoid a forced fit. not overhang the inside face of the support. High - 8d nails at 6 inches on center. • For deeper MS®Joists,stack 2x lumber or use multiple end supports and intermediate supports may not be - When used for shear transfer,follow the building pieces of34"wood panels. birdsmouth cut. designer's specification. Boise Cascade cb'JP•ALLJONSP Installation Guide•08129/2013 IAJS° Joist Hole Location & Sizing AJS®Joists are manufactured with 11/2" round perforated knockouts in the web at approximately 12"on center Minimum spacing•2x greatest dimension i x [.p of largest hole(knockouts exempt) D DO NOT I (see table below) I (see table below) cut or notch - flange AMC } 0 • 1 —.- 0 i i.:4*:.4.4ii..Pi t" 0 lvi400440,00:•-- t k,......iii.as.:a. t r Do •`"' -- A hs"round hole may be 6"--► cut in web area I No holes(except knockouts) Y as specified allowed in bearing zones cut anywhere In the web. Do not cut holes Provide at least 3"of --V•— larger than 11/2" clearance from other holes. round in cantilevers. 11 Minimum distance from support. listed in table below, is required for all holes greater than 1'/2' • Select a table row based on joist { depth and the actual joist span rounded up to the nearest table Round Hole Diameter[in] 2 3 4 5 6 6'/2 7 8 8% 9 10 11 12 13 span. Scan across the row to the column headed by the Rectangular Hole Side[in] - - 2 4 6 6 - - - - - - - - appropriate round hole diameter or rectangular hole side. Use 8 2'-0" 2'-5" 2'-11" 3'-5" 3'-10" 4'-0" , � ' the longest side of a rectangular hole. The table value is the Any Snap 12 3'-0' 3—8" 4—5" 5'-1" 5'-10" 6'-0" closest that the centerline of the 9JoistI hole may be to the centerline of �— — the nearest support. 1 16 4'-0" 4'-11" 5'-11" 6'-10" 7'-9" 8'-0" 1 i 1 • The entire web may be cut out. DO NOT cut the flanges.Holes Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8% 9 10 11 12 13 apply to either single or multiple joists in repetitive member Rectangular Hole Side[in] - - - 2 3 4 5 7 8 - - - - - conditions. • For multiple holes,the amount 8 1'-0" 1'-5" 1'-10" 2'-3" 2'-8" 2'-11" 3'-1" 3'-6" 3'-11" of uncut web between holes t ............. must equal at least twice the �_ diameter(or longest side)of the 12 1-5" 2'-1" 2'-9" 3.-5" 4'-0" 4'-4" 4'-8" 5.-4" 5'-11 Any Sj largest hole. 11'x" span - Joist ' { { 16 1.-11' 2.-10" 3'-8" 4 6" 5'-5' 5—10' 6'-3" 7.-1" 17'-10" • 1%"round knockouts in the web 1 may be removed by using a { short piece of metal pipe and 20 2—5' 3'-6" 4'-7" 5'-8" 6'-9" 7'-3" ,7-10" 8'-11" 9'-10" r 1 hammer. • Holes may be positioned verb- Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8% 9 10 11 12 13 cally anywhere in the web. The -1,- joist may be set with the 1%" Rectangular Hole Side[in] - - - - 2 3 3 5 6 6 8 9 - - knockout holes turned either up or down. 8 1'-0" 1'-1" 1'-2" 1'-4" 1'-8" 1'-11" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-9" • This table was designed to apply to the design conditions covered by tables elsewhere 1 ' 12 1'-0" 1-1" 1'-4" 2'-0" 2'-7" 2'-11" 3'-2" 3'-10" 4'-4" 4'-5" 5'-0" 5'-7" in this publication. Use the Any ' BC CALCe software to check 14" ' Span 16 1'-0" 1'-1" 1'-10"12'-8" 3'-5 3'-10' 4'-3" 5'-1" 5'-9" 5'-11" 6'-8" 7'-6" other hole sizes or holes under Joist ° [ft] ! ! .. other design conditions. It may 20 1,-0" i. 1'-3" 2'-4" i 3'-4" 4'-4" 4'-10" 5'-4" 6'-4" 7'-3" 7'-4" 8'-5" j 9'-5" be possible to exceed the limita- i tions of this table by analyzing a specific application with the 24 1'-0" 1'4" 2'-9" 4-0" 5'-2" 5'-10" 6'-5" 7'-8" 8'-8" 8'-10" 10'-1" 11'-3"'' BC CALC®software. Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8% 9 10 11 12 13 Rectangular Hole Side[in] - - - - - - 2 3 5 5 6 8 9 10 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-8" 2'-0" 2'-1" 2'-5" 2'-10" 3'-2" 3'-7" 12 1,-0" 1'-1" 1'-2" 1'-2" 1'-4" 1'-8" 1'-11" 2'-6" 3'-0" 3'-1" 3'-8" 4'-3" 4'-10" 5-5" 16y Span 16 1'-0" 1'-1" 1'-2" 1-2" 1'-10" 2'-2" 2'-7" 3'-4" 4'-0" 4'-2" 4'-11" 5'-8" 6'-5" 7'-2" Joist [ft] 20 1'-0" 1'-1" 1'-2" 1'-4" 2'-3" 2'-9" 3'-3" 4'-3" 5'-1" 5-2" 6'-2" 7'-1" 8'-1" 9'-0" 24 1'-0" 1,-1" 1'-2" 1'-7" 2'-9" 3'-4" 3'-11" 5-1" 6'-1" 6'-3" 7-4" 8'-6" 9'-8" 10'-10" Boise(..ascaue I) IP•ALL..._'IS i"ins'ailatinn 3u de•D8:'91';1.; AJS®190 Joist Depth AJS 140 n Joist Depth ,_____E_____ 16" 14" 11W 9W Joist Series 16" 1 14 11W 9W Joist Series A W W W W W N N N A W W W co W N N N A W W W W W N N NIA W W W W W N N N Roof Truss }s.W W W W W N N N'A W W W W W N N N A co W W co co N N NIA W co co co W N N N Roof Truss O m m A N O m m A O OD m A N 0 m m A iO m m A N O m m AIO m m A N O m m A Spanlft] O W m A N o m m AO m m A N 0 m m A O Oo . A N O W m A;O W m A N 0 m m A Span[ft] O O O 0 0 0 0 0 0 O O 0 0 0 0 0 0 O O.0 0 0 0 0 0 0 0 0 0 0 O o O O O O Q, 0 0 0 0 0 0 0 0 0-0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 0 0 0 0 0 0 0 0 O', O O O O O O O O O_O 0 0 0 O O O O o O O 0 0 0 o 0 0 0 N _.-+ O O 0 0 0 0 Eg 0 0 0 0 0 0 O o O O 0 o O O O O O O O 0 0 0 O O O O O X X--•-' O O O O O (O f (. io N Al { �'.�G�00000',�� 00000-� -• -� -+�O OO O XXXX',N N -• -• A �<��OO OO o-, 0 0000 o X-•-` --` 00000 XXXX X x x-+ -• d ''7� V) Cc) (� N 0 0 0 0 0 0 0 0 O O 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 o N N -0 0 0 0 Q, O O O o 0 0 O 0 0i0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 o X X-+ 0 0 0 0 4i2. CD--N o m 0 \V Fi**0 0 0 O O O G O O o o O O_, -• 0 0 0 0 0 0 X X X N N N-• �0 N N t g 0 0 0 0 0 0 0 Iem 0 0 0 0 0 0 0 0-,-+ -. O O O O 0 0 X X X X X X-• -` O ap ,7 tttnnn O 1,,,,L50. p D --****`z**oma --- ggoxxxxN- , *xxxxxxxxN ^ '� n -,����FtFt�ox- . ggg0xxxxxx- - oxxxxxxxxx ^>- c, w w w w(n(n 0 (n (n r!1 A�. v (n(�(n Fit Ft Ft V) cn (n In �j._._,v **O OC O O O O O N N O O O O<0 0 0-+ -a -+ O O O O O O X X X N N-• -• -O 8 0 0 00 O C O 0 0 0 O 0 0 0 0 0 0 0 0 0-• -, -• O o 0 0 0 O X X X X X X-+-,O Q, C±'.. ^O cn o c i O O D -+ -A -+ C 0 0 XXN --•-• -, -• 0 0 X X X X X X X N N N U cg g< G O O O O -+ - 0 0 0 0 x X x x-. - .S 0 0 XXXX X X X X X O ,-J,,, C) ((- (((nnn (n N ♦D x- - - �X X X X -�� X.X x X x x X N X X XX X X X X.X a X X -+Ft kX X X X XIX.X X X X X X X X X X X X X X X XX a 111111 AJS®25 Joist Depth AJS 150 150 Joist Depth ,. r-- [in] �7 _ [in] O 16" 14' 11%" 9%" Joist Series 16" 14" ! 11W 9%" Joist Series 0^, ~ a) A W W W W W N.N N A COW W W W N,N)N A W co W W co N N N A co W co oD W N N N Roof Truss A W W.W W COW N N.N A c...1 to CO W W N N N A W W co ca W N N N A CO CO CO CA to N N N1 Roof Truss O Co m A N 0 CO m A 0 m m A N 0 Co m A 0 Co m A N o Co 0) A 0 Oo m Ano 0 0)m A S.an[ft O.m m A N 0 Co mA O CO m A N O Oo.m.A 0 CO 0 A.N 0 CO m A O CO m A N O m m A span[11 Q O O O O O O 0 o 0 0 0 0 0 0 0 0 0 0 O 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 Q', 0 0 0 0 0 0 0 0'.O O O O O O O O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 O O O O O O Q, l 000000000000000000000000000000000 0 0 0 0 0 0 0 0 CD 0 0 0 0 0 O.0 0 0 i 0 O.O 0.0 0 0 0 0 -" -. 0 0 0 0 0 fD cn CD O O O O O O 0 0 0 0 0 0 0 0 O O O O N 0 0 Co O O X X X X X N N A �, *N V)*O O 0 0 0 g O O 0 0 0 -, -+ -A O O O O O X X X X N N� -A A T1 �F� O (n O L _S _.O-�!:14 --� —O 0 0 0 0 0 0 0 0 0 O O 0 O 0 O 0 0 0 0 0 0 0 0 0 0 0 0 N no-A -a 0 0 0 0 Q, ti 0 0 0 0 0 0 O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N_. -" _. -. 0 0 0 0 Q, N i O .� O (1) O D N C CC0 A O O O O O O O O O O O O 0 0 0 0 0 0 -+ -A O O O O O O X X X X N N -+ -• O O ca A G G O 0 0 0 0 0 0 0 0 0 0 0 O O -+ -� -+ O O O O O O X Y. X N N-� -• -+ 0 apt "" 41; N n. 2 V)(n iv (, V� < 4 O -,-*0 0 0 0 0 0 N-• -• - O O Ca 0 X X.X N N N -, -. O X.X x x X X X X X ,Np'� d -`.******V)OI-. - - g V g g Odx X X N -+ -+ o X X x Xx X X X N A'`' O- (/J�.�� .-.3_:N VVV)))) II -A -A O O O.O O CD X X N.N O �` Cl) 4 O c)Ca 0 0 0 0 0 0 0 CD CD 0 0 0 0 O O -+ -A O O O O CD CD X X X X N N-A -+O �, O o 0 0 0 0 0 0 .O O O Cr O O'.0 01, iJ V1 U1(n U7(n V)O O O VVVVVVj))))))J -" (� O o O X N N -A -, -,0 OIX X X X XX X N 4. w O O O O 0 0 0 0 -• -• -• O o 0 0 0 o x x i N-, -. -. O O X X X X X X X X N U1 S CS N-�-+ O.O XX N NaN N-�.-� O O X X X X X X X N NIX X X XX X X XX A X-` -A-+ -• .CG SIX X X X -a •-A X X3XeXfX-` -'IX.X X X X X X X A No =. A w N ' o ��� AJS 20 l JoisDepth fin] o m D yj o d n a -1 X 9 n cD X N . . 16" 14" 11W 9%" Joist Series CD m nm m c .- 5_'? nn ¢ m-oa A co co co (J co N N N A Co co co CO co N N N A W W W co W N N N A W Co co G)co N N N Roof Truss O:3 fn a(3 a O]D 0 U, N N - C Z O m m A N 0 co 0 A 0 Co Cr, A N 0 Co m A 0 CO m A N O co m A 0 Co m A N 0 Co m A S.an[f, n c (->c Nr, �� 3Nd5- -.N O(p NQ N N N (D 0 000000000000000000 o O 000 o o 00000000000 Q, n 7 CT 0- -(D (D ?(0 -,(D 3 CT Q CT xi � 7.7.- ,---) N N(D O co O -. N m 0 0 o O O o 0 ono 0 0 0 0 o O O o 0 0 0 0 0 o o o o N > > 0 0 0 o o SD f-_,'-', 0- d D Z, O,p -3 0 A3 Co N O 3 'C N O,(D (p 6)O co 3 n)N'5' co (D CD O n -,3 _ (D 3 3 3 Ol -1 ****O o 0 0 0 0 0 0 0 0 -A » -•*O o O O X X X N N N-+ -+ N N ® N N (,, `-Q.A D 0 (D (D (D N A o `n 3(p 3 3 O Cn-0(1 in m N u'0 0 V/ O O (O N co 3'O = 0-N D 0 N. N 0 0 0 0 0 o 0 o 0 0 0 0 0 0 0 0 o 0 o 0 0 0 0 0 0 0 o N- - - -.0 0 0 o co ^ --i n - 0 a) co <O 3 N 3 .Z7 fn N C C /��y s 5 5 ,,..�V, O_ 0 m O G 3 N.O�J^O 0 (n u, 01 j W ``\O O O O O O 0 0 0 0 0 0 -A -+ O O O O O O X X X N N N-, -• O (O d A r_ N ca _. O 0 D](D 3 H r (n(n V) N O N N 0.-- Q.0 N 30 co 0 7nN C7 p O p c. m �v,v,u,U,U,��O '' O Xxx XN� -+ ��XXXXx XXN d'� 2 d, ` `S= Q < 5- co co o 9 co ( CDD Q **0 0 0 0 0 0 0*O O o 0 0 0 0 0 -, --.-a 0 0 0 O O o X X N N N-. -+-+O a, ,0 20 7j 0 I, ,< p, O_ N _ Ch 0 <cn<C << 3� N O n O S co 3 V 0 O «« «O O O - 5$$0 0 0 X N N O O X X X X X X N N N (O • rn(D CD a m O N O N (� n w w N w w w (/�5(/� " cn N c0 N O y' n. (D (D A X-' -� ��� XXXXXXXXXXXN XXXXXXXXXA �' , 1.,, Reinforced Load Bearing Cantilever Detail `'—`/_ PLYWOOD/OSB REINFORCEMENT i. (If Required per Table on page 9) 23/2^min.plywood/OSB or ♦ % •23/32'Min.x 48"long plywood/OSB rimboard closure.Nail with 111 • blocking JoistAJSg rated sheathing must match the full 8d nail Into each flange. required for Idepth of the AJS"Joist. Nail to the _ �/1 /requicantileverf Roof Span •—2'-6^ AJS®Joist with 8d nails at 6"o.c. \ and nail with 4-8d nails into backer Structural Panel block.When reinforcing both sides, reinforcement � 41.1%-iii. stagger nailsot l mit splitting. Install '`,� with horizontal face grain. 40:,` . 2'-O •These requirements assume a 100 PLF wall load and apply to AJS5 NI � �\0 Joists.Additional support may be 'I• The tables and details on pages 9 and 10 indicate the required for other loadings.See 2 0^ �� '`o �r type of reinforcements,if any,that are required for load- BC CALC®software. / �, q \ / W ` Backer block bearing cantilevers up to a maximum length of 2'-0". • Contact Boise Cascade EWP v Cantilevers longer than 2'-0"cannot be reinforced. Engineering for reinforcement 2'-0" •✓ However,longer cantilevers with lower loads requirements on AJSC'Joist depths may be allowable without reinforcement.Analyze greater than 16". 410) Uplift on back span shall be specific applications with the BC CALC4i software. considered in all cantilever designs Brick Ledge Load Bearing Cantilever erp Brick Ledge With Blocking Panels j i•. Brick Ledge Without Blocking Panels bearing wall. 12"min.length of 23/32" lifel7oad plywood/OSB reinforce I • BOISE CASCADE® meet nailed to top and % Provide full Rimboard. bottom flanges. depth blocking lippo,d,/ed.°. Brick ,� between joists. w-IL/„ � ��� 5” 0 Li 141 111 ma 44 it i� IPØ 31/2"mi Edge of hole shall be a r 11 2x10 sill plate for 2x6 wall, min.of 3"from end of O.; 2x8 sill plate for 2x4 wall. blocking panelf 3 . .3.' Load bearing wall. Notes: Notes: 1.Use 23/32"min plywood/OSB rated (8d)nails at 3"on center except 9%" 1.Use 23/32'min plywood/OSB rated (8d)nails at 3"on center except 9%" sheathing.Install full depth of joist joists,install nails at 2%"on center. sheathing.Install full depth of joist joists,install nails at 2%"on center. with face grain parallel to joist. 2.Provide full depth blocking with face grain parallel to joist. 2.See page 5 for joist and rimboard Plywood reinforcement to bear fully between joists. Plywood reinforcement to bear fully connection details. on wall plate.Nail plywood to top 3.Edge of hole shall be at a minimum on wall plate.Nail plywood to top and bottom joist flanges with 2%" of 3"from end of blocking panel. and bottom joist flanges with 2A:" Roof Roof Live Load(psf) Joist Truss 20 psf I 30 psf 40 psf I 50 psf Brick Ledge Depth Span Joist Spacing o.c. Reinforcement Table (inches) (ft) 12" 16" 19.2" 12" 16" 19.2" 12" 16" 19.2" 12" 16" 19.2" 24' 0 0 0 0 0 1 0 1 1 0 1 1 Table Design Assumptions 26' 0 0 0 0 0 1 0 1 1 0 1 2 28' o o 0 0 0 1 0 j 1 1 0 1 2 Roof Loading: 15 psf dead load plus 9Y2' 30' 0 0 0 0 0 1 0 1 1 1 1 2 a 100 PLF wall self-weight, in addition 32' 0 0 1 0 1 1 0 1 2 1 2 2 to roof live load shown. Maximum 2'-6" 34' 0 0 X 0 X X 0 1 X 1 2 X 36' 0 X X 0 X X 1 x x 1 x x overhangs assumed on roof trusses. 24' o 0 0 0 o a o 0 0 0 0 1 Floor Loading:40 psf live load plus 26' 0 0 0 0 " 0 0 0 0 0 0 0 1 28' o 0 o 0 o 0 0 0 1 0 1 1 10 psf dead load, backspans not to 11'/8" 30' o o 0 0 o o o a 1 0 1 1 exceed maximum floor spans shown on 32' o o 0 0 o 0 0 0 1 0 1 1 page 3. 34' 0 0 0 0 1 1 0 1 1 0 1 1 36' o o 0 0 1 1 0 1 1 0 1 x KEY TO TABLE: 24' o 0 0 0 0 0 0 0 0 0 o 0 0 = No Reinforcement Required 26' o 0 0 0 0 0 0 0 0 0 0 0 1 = Reinforcement Required One Side of Joist 28' 0 0 0 0 o 0 0 0 0 0 0 1 14" 30' o 0 0 0 0 0 0 0 0 0 0 1 2 = Reinforcement Required Both Sides of Joist 32' 0 0 o 0 0 o 0 0 0 0 0 1 x = Use Deeper Joists or Closer Spacing 34' 0 0 0 0 0 0 0 0 1 0 0 1 36' 0 0 0 0 " 0 0 0 0 1 0 1 X Non-Load Bearing Wall Cantilever Details AJS®Joists are intended only for applications that Fasten the 2x8 minimum to the AJS®Joist by nailing through the backer block provide permanent protection from the weather. and joist web with 2 rows of 10d nails at 6"on center.Clinch all nails. Wood backer block AJS'Joist blocking ® See page 6 ofALUOisr 2x Closure Wood Structural Specifier Guide 2x8 minimum AJS®Joist Panel Closure \ I ` /blocking ii1 t I _.. ,„..._,.,..„... •" j 1 Section View , Drywall Ceiling or Minimum 1� Times Back Span Maximum I Wood Structural i- .; • Panel Soffit Cantilever Length ' 1/3 Back Span` Back Span Maximum Not to exceed 4'-0" 31/2"min.—.• . i bearing 1/s Back Span • These details apply to cantilevers with uniform loads only. Not to exceed 4'-0" • It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC°software. Large Rectangular Holes in AJS® Joists Hole size table based on maximum uniform load of 40 psf live load and 15 psf dead load, at maximum spacing of 24" on-center. Single Span Joist i Multiple Span Joist Maximum Hole Size See Max Hole Size on Chart forloistDe Depth Joist Simple I Multiple hole hole g hole P j See Max Hole Size on %Joist Span -Minimum 2x diameter/ Depth Span Span 'h Joist Chart for Joist Depth 1=hJoist i / width of largest hole .a+y,�, / s . ..' 9'/d' 6„x 12" 6"x 7" span Spay �,. aO ♦24. _ 11%" 8"x13" 8"x8" •• Simple Span Joist 6'-0'Min 9"x 16" 8"x 13" --Multiple Span Joist 12'.0 Min 1 Multiple Span Joist 12'4'Min—-I 14" Notes: 10"x 14" 9"x 11" -"s- Additional holes maybe cut in the webprovided theymeet Larger holes may be possible for either Single or 1r'x 1s" 10"x 1a" joists; use BC CALC®sizing le lti span the specifications as shown in the hole distance chart shown 16" Multiple software above or as allowed using BC CALCa sizing software. 12"x 15" 11"x 12" for specific analysis. AJS® Joists — Connection Details ..., .. Connection on Steel Beam Connection with Hanger Hanger Connections to AJS Headers It on Steel Beam ID 0 • Backer blocks shall be at least 12"long per hanger. Attachment of nailer per ki • Nails shall be clinched when possible. design professional of record. • Verify capacity and fastening requirements Attachment of of hangers and connectors. nailer per design professional of rriBBalockcekrrecord. ',,,,,,,), � a°tom ,/'� gap � Steel �\��r C� „ beam. (f�I` P `'�,i Y Ina ai t`opti "To Mount" "Face Mount" IL!. p Backer block shall Backer block shall Backer block be tight to bottom be tight to bottom ,� optional. of top flange with of top flange with plO /a"to 2"gap at top I/4"to 2"gap at top Steel beam. of bottom flange. of bottom flange. Boise Cascade Etivi •ALLJOIST,Installation Guide•08.12912013 , BOISE CASCADE° Rimboard BOISE CASCADE° Rimboard Product Profiles 7 i' i; H: (i. [i I, ii 11 91/2" I ',,1 1: i. 3 : :ii 117/8" H . 14 16" 3 3 li i:3 t- - i 1", 11/8" 1" 15/i6' 13/4" BOISE CASCADE® BOISE CASCADE® VERSA-LAM® VERSA-LAM® RIMBOARD OSB RIMBOARD* 1.4 1800* 2.0 3100* *18—24 inch deep rimboard are special order products, contact local supplier or Boise Cascade representative for product availability. 0 Perpendicular op Parallel 0 See chart for vertical load capacity. See chart for vertical load capacity. W dia through bolts (ASTM A307 Grades A&B, SAE 1429 Grades I or 2, t f 'f ` or higher)with washers y //,\ i' and nuts or'h"dia lag 41k. '�II , , screws(full penetration) Exterior �// ♦ wood sheathing 350 lb capacity for ♦ 1.'/s"&thicker rim, �1/ �/� II I� 300 capacity for�i'' iv a � 1"rim,per fastener‘:...„111... /� \\; I UTreatedonl ledger.. • �I / �n / #e' Use fastener: • IC' 4„/ .� that are approved to. •`\/ 'I /D� // use d t C n enpOndlt._ • • D/�i wood ttea tment.® I, • .' (, 'I / BOISE CASCADE Rimboard MIA'''\`. 'I Design of moisture control (t Min. 8d nails at 6”o.c.per IRC. by others(only structural components shown above) Connection per design professional of Min. 8d nails at 6"o.c.per IRC. For information regarding connection of exterior decks to record's specification for shear transfer. Connection per design professional of interior floor systems per the 2009!RC.section 502.2.2.3, record's specification for shear transfer. contact Boise Cascade EWP Engineering. BOISE CASCADE° Rimboard Properties Vertical Load Capacity Allowable Design Values Specific Product Uniform Iplf] Point[Ibl Gravity 18"& 22"& 18"& 22"& for `Modulus Compression 16" 20" 24" 16" 20" 24" Maximum Floor Diaphragm Lateral Flexural of Horizontal'Perpendicular Depth Depth Depth Depth Depth Depth Lateral Capacity Nail Stress Elasticity Shear to Grain &Less &Less &Less &Less &Less &Less [lb/ft] Design [Ibfn°] ( [Ib/ini [Ib/ini] [Ib/ins] 1"BOISE CASCADE° RIMBOARD'z'&° 3300 1650 1650 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 1"BOISE CASCADE RIMBOARD OSB in 1W BOISE CASCADE° 4400 3000 : 3000 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 RIMBOARD OSB lp p Permitted per building code for I 15/15' a nominal 2'thick framing blocked VERSA-LAW 1.4 1800"i 6000 5450 — 4450 4450 — and unblocked diaphragms 0.5 1800 i 1,400,0001 225 525 (4"nail spacing&greater) ! I Permitted per building code for 13/4" all nominal 2'thick framingblocked VERSA-LAM*2.0 3100 i'I 5700 4300 — 4300 3900 and unblocked diaphrgms 0.5 2800 12,000 000 285 750 (4'nail spacing&greater) I Closest Allowable Nail Spacing-Narrow Face[in] Notes 10d,12d 1 1. Per ICC ESR-1040. Product 8d Sd 10d&12d 16d Common& 16d 2. See Performance Rated Rim Boards, Box ) Common Box Box 164 Sinker i Common APA EWS#W345K for further product 1"BOISE CASCADE* 3 3 information. RIMBOARD 3 - - - 1"or 1W BOISE CASCADE° 3. Not all products and depths may be RIMBOARD BOISE OSB a' 3 3 See note 2 for nailing information available,check with Boise Cascade representative for product availability. 15/1s'VERSA-LAM®1.41800"I 3 3 3 3 4 6 13/4"VERSA-LAM®2.0 3100(1) 2 3 3 3 4 6 Boise Cascade EVP•ALL.IOISTr installation Guide•08:1912013 AJS° Design Properties End Reaction[lbs] Intermediate Reaction[lbs] AJS® Moment Shear . 1'/z'Bearing 3W Bearing 3W Bearing 5W Bearing Joist Depth Weight M El x 106 K x 106 V Series [inches] [plf] [ft-lbs] [lb-int] [lbs] [ICS] No WS(1) WS(2) No WS(1): WS(2) No WS(1) WS(2) No WSt" WS(2) 9% 2.2 2450 182 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 AJS® 11% 2.5 3175 310 6.6 1490 '' 955 1335 1215 1595 2390 2800 2390 2800 140 14 2.8 3825 457 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 16 3.1 4435 623 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 9% 2.2 2820 194 5.2 _ 1160 950 1240 1175 1480 2350 2450 2350 2450 AJS® 11% 2.5 3650 331 6.6 1490 955 1335 1215 1595 2390 ', 2800 2390 2800 150 14 2.8 4390 487 7.8 17901 960 1420 1250 1700 2430 ' 3130 2430 3130 16 3.1 5090 664 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 9% 2.5 3395 232 5.2 1160 950 1240 1175 1480 23502450 2350 . 2450 AJS® 11% 2.8 4400 394 6.6 1490 955 1335 1215 1595 2390 . 2800 2390 ` 2800 20 14 3.0 5295 578 7.8 1790 960 1420 1250 1700 2430 ! 3130 2430 3130 16 3.3 6140 786 9.0 2065 970 1500 1285 1800 2465 3435 2465 ' 3435 9% 2.5 3895 244 5.2 1160 ' 950 1240 1175 1480 2350 ": 2450 2350 2450 AJS® 11% 2.8 5045 414 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 190 14 3.0 6070608 7.8 1790 960 1420 1250 1700 2430 3130 2430 ' 3130 16 3.3 7040_ 827 ' 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 9'/z 3.1 5370 322 5.3 1160 , 950 1240 "`: 1175 1480 2600 2850 2600 2850 AJS® 11% 3.4 6960 545 6.7 1490 955 1335 1215 1595 2690 3190 2690 3190 25 14 3.7 8380 798 7.9 1790 960 1420 1250 1700 2770 3500 2770 3500 16 3.9 9720 1082 9.1 2065 970 1500 1285 1800 2850 3800 2850 3800 NOTES (1) No web stiffeners required. = 5w14 + W'2 (2) Web stiffeners required. 384 El K (3) Not applicable,web stiffeners required. • Moment,shear and reaction values based upon a load duration of 100% A = deflection [in] and may be adjusted for other load durations. w = uniform load [lb/in] • Design values listed are applicable for Allowable Stress Design(ASD). = clear span [in] • No additional repetitive member increase allowed. El = bending stiffness[lb-int] BUILDING CODE EVALUATION REPORT K = shear deformation coefficient[Ib] - ICC ESR 1144(IBC, IRC) VERSA-LAM® Design Values Allowable Moment Allowable Allowable Moment I Width 1 Depth Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade [in] [in] [Ib/ft] [Ib] [ft-lb] [in"] Grade [in] [in] [Ib/ft] [lb] [ft-lb] [ire] ® ,Lo 3'/z 1.5 998 776 5.4 5% 8.0 5237 6830 63.3 cc o CO 1% 5'/z 2.4 1568 1821 20.8 5% 8.4 5486 7457 72.8 Ill>�n • 7'/. 3.2 2066 3069 47.6 7% 11.0 7232 12566 166.7 3% 1.8 1164 1058 6.3 9''/ 14.1 9227 19908 346.3 5% 2.8 1829 2486 24.3 7% 3.7 2411 4189 55.6 9% 14.5 9476 20937 375.1 9% 4.7 3076 6636 115.45+/ 11% 17.1 11222 28814 622.9 9'/ 4.8 3159 6979 125.0 11% 18.1 11845 31913 732.6 1% 11% 5.7 3741 9605 207.6 0 14 21.3 13965 43552 1200.5 ............ o 111/4 6.0 3948 10638 244.2 M 16 24.4 15960 56046 1792.0 0 14 7.1 4655 14517 400.2 c7-) N 18 27.4 17955 70011 2551.5 o 16 8.1 5320 18682 597.3 2 20 30.4 19950 85428 3500.0 N 24 12.2 7980 40183 2016.0 18 9.1 5985 23337 850.5 J 24 36. 5 23940 120549 6048.0 Q Q up 9% 16.6 12303 26544 461.7 5% 5.6 3658 4971 48.5 co7% 7.4 4821 8377 111.1 j 9'% 17.1 12635 27916 500.1 w 9% 9.4 6151 13272 230.8 11% 20.2 14963 38419 830.6 9.6 6318 13958 250.1 11% 21.4 15794 42550 976.8 11% 11.4 ' 7481 19210 415.3 3+/, 7 14 25.2 18620 58069 j 1600.7 11% 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 16 16.2 10640 37364 1194.7 18 32.4 23940 93348 3402.0 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 13300 I 56952 2333.3 24 43.2 31920 160732 8064.0 oise Casc.de EVJ •A LjoISr Installation Gude•08/29/2013 .... .. . . . . ..„._.. ....„, „AL. _Mt . , ; A -. A A ''' Design Properties 14 " . --- - - -,, . : . . . . . i . Equivalent .• 1 Tension i Compression Specific Gravity Modulus of I 1 Horizontal ! Parallel to 1 Compression Perpendicular to for Fastener _ Elasticity--i 1 Bending 1 Shear i Grain 1 Parallel to Grain Grain Desigh E(x 106 psi)(11 i Fb(psi)2'3 1 i F,(psi)24) 1 F,(psi)(20) i F211(psi)(21 Fc_L(psi)(1)(6) (SG) Design Property Grade I • l. i . i . • : . I VERSA-LAW Beams 1 2.0 3100 2.0 I 3100 i 285 I 2150 ' I 3000 750 0.5 . 1 . . . 1. . . . . . . . • . . i .• • • . .. • • . • • . ! VERSA-LAW Studs I 1.7 2650 1.7 1 2650 I 285 1 1650 i 3000 750 0.5 • . • . . . . .• . ..• • • . . . . . • • . , . • • . • • . . i i .• . : . . • VERSA-LAM°Columns 1 1.8 2750 1.8 I 2750 1 285 I 1825 1 3000 750 0.5 . • . • . . . . . . • • . . . .• 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor,(4/L)"where L= 2. This value is based upon a load duration of 100%and may be adjusted for other load durations, member length[ft]. Use L=4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor,(12/0°where d=member 6. Stress applied parallel to the gluelines. depth[in]. ' Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Multiple Member Connectors Side-Loaded Applications Designing Connections for Maximum Uniform Side Load[pit] Nailed Y"Dia.Through Sokol %"Dia.Through Bohm Multiple VERSA-LAM® Members Number 2 rows 16d 3 rows 16d 2 rows @ 2 rows @ 2 rows 2 rows @ 2 rows @ 2 rows ofSinkers Sinkers 24o.c12"o.c. @ 6" .c. 24" 12" . Men using multiple ply VERSA-LAM°beams to create a wider @ @ " . oo.c. o.c@ 6"o.c. Members 12"oc. 12"o.c. staggered staggered staggered staggered staggered staggered member,the connection of the plies is as critical as determining the 1%"VERSA-LAW(Depths of 18"and less) beam size. When side loaded beams are not connected properly, 2 1 470 I 705 I 505 1 1010 I 2020 i 560 1 1120 I 2245 the inside plies do not support their share of the load and thus the i 3(2) 350 . 525 I 375 ! 755 1515 1 420 I 840 I 1685 , load-carrying capacity of the full member decreases significantly. The 4(3) use bolt schedule ! 335 1 670 1345 I 370 1 745 1 1495 following is an example of how to size and connect a multiple-ply 3%"VERSA-LAW VERSA-LAM°floor beam. 2(3) I use bolt schedule I 855 ! 1715 1 N/A 1 1125 I 2250 i N/A Given: Beam shown below is supporting residential floor load 1%"VERSA-LAM°(Depths of 24") (40 psf live load,10 psf dead load)and is spanning 16)-0", Nailed Yi"Dia.Through Bohm 3/4"Dia.Through Bohm Beam depth is limited to 14. Number of 3 rows 16d 4 rows 16d 3 rows( 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows Hangers not shown Members Sinkers @ Sinkers @ 24"o.c.8" 18"o.c.6" 12"o.c.4" 24"o.c.8" 18"o.c.6" 12"o.c.4" 1200. 12"o.c. staggered staggered staggered staggered staggered staggered b,-,,,,,. _.,.,. --- .,.„,, for clarity ' '. -•• ''''''',.. 2 705 1 940 I 755 I 1010 I 1515 1 840 1 1120 1 1685 3(2) 525 I 705 I 565 I 755 I 1135 630 I 840 I 1260 4(31 i use bolt schedule I 505 I 670 I 1010 1 560 1 745 I 1120 1. Design values apply to common bolts that conform to ANSI/ 1/2"bolts and 21/2"for%"bolts. Bolt holes shall be the same ASME standard B18.21-1981(ASTM A307 Grades A8B, diameter as the bolt. •,-.,. L''''',.....„..... -,..., SAE J429 Grades 1 or 2,or higher).A washer not less than a Z The nail schedules shown apply to both sides of a 3-member 18' standard cut washer shall be between the wood and the bolt beam head and between the wood and the nut The distance from 3.T wide beams must be top-loaded or loaded from both sides the edge of the beam to the bolt holes must be at least 2'for (lesser side shall be no less than 25%of opposite side). Find: A multiple 1%"ply VERSA-LAM°that is adequate to support the design loads and the member's proper connection schedule. Top-Loaded A• •lications 1. Calculate the tributary width that beam is supporting: For top-loaded beams and beams with side loads with less than those shown: 14'/2+18'/2=16' Maximum Uniform Load Plies Depth Nailing From One Side 2. Use PLF tables on pages 30-32 of ASG or BC CALC°to size beam. Depths 11%"&less 2 rows 16d box/sinker nails @ 12"o.c. 400 pff A Triple VERSA-LAM'2.0 3100 13/4"x 14"is found to (2)1%"plies Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 600 p8 adequately support the design loads Depth=24" 4 rows 16d box/sinker nails @ 12"o.c.- 800 pff 3. Calculate the maximum plf load from one side Depths 11%'&less 2 rows 16d box/sinker nails @ 12"o.c. 300 pff (the right side in this case). (3)1%"plies 0i Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 450 pff Max.Side Load=(18'/2)x(40+10 psf)=450 Of Depth =24" 4 rows 16d box/sinker nails @ 12"o.c. 600 pff 4. Go to the Multiple Member Connection Table,Side-Loaded Depths 18"&less 2 rows 1/2"bolts @ 24°oc.,staggered 335 plf Applications,13/4"VERSA-LAM°,3 members (4)1%"plies Depth =24" 3 rows 1/2"bolts @ 24"o.c.,staggered every 8" 505 pff 5. The proper connection schedule must have a capacity greater than Depths 18"&less 2 rows 1/2"bolts @ 24"o.c.,staggered 855 pff the max.side load: (2)3W plies Depth 20"-24" 3 rows 1/2"bolts @ 24"oc.,staggered every 8" 1285 pff Nailed:3 rows 16d sinkers @ 12"o.c: 1. Beams wider than 7'must be designed by the engineer of record. specific connections with VERSA-LAM". 525 plf is greater than 450 Of OK 2.Al values in these tables may be increased by 15%for snow-load 5.Connection values are based upon the 2005 NDS. Bolts:%"diameter 2 rows @ 12"staggered: roofs and by 25%for non-snow load roofs where the building 6.FastenUaster TrussLak,Simpson Strong•Tie SDS,and 755 pff is greater than 450 plf OK code allows. USP WS screws may also be used to connect multiple 3.Use allowable load tables or BC CALC.software to size beams. member VERSA.LAW beams,contact Boise Cascade EWP 4.An equivalent specific gravity of 0.5 may be used when designing Engineering for further information. Boise Cascade EWP•ALLLIOIST-installation Guide•06119/2013 VERSA-LAM® Beam Details/Allowable Nailing/Holes VERSA-LAM® Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide Strap per code If top plate is moisture barrier and I) W air ''''''''' .."111441.. not continuous over header. Verify hanger lateral restraint space \ capacity with at bearing. II / q � .. hanger , required manufacturer ..l iii between VERSA-LAM® 111 I ��-- concrete f column and wood. •� ION Column connector 114111111111 per design ,� professional leTtT■ ¢lt IIYi Trimmers :to of record Slope seat cut Bevel cut , Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush with inside of wall'/ Strap per code if i . Sloped seat cut '' Hanger 4/ top plate is not bilholi%41 Not to exceed P continuous inside face . IIPM / of bearing. II / D l�?OT bevel cut VERSA-LAM'' ��� III beyond inside face of walls/ � without approval from ���[y II Blocking not Boise Cascade EWP Engineering Moisture barrier between t• shown for clarity. or BC CALCa software analysis. 4:2) concrete and wood 6 VERSA-LAM''Installation Notes • Minimum of'A"air space between beam and wall pocket or adequate barrier must be • VERSA-LAM®beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. • Adequate bearing shall be provided. If not shown on plans,please refer to load tables in • Continuous lateral support of top of beam shall be provided(side or top bearing framing). your region's Specifier Guide. Closest Allowable Nail Spacing Nailing Parallel to Glue Lines VERSA-LAM® & VERSA-RIM® Products (Narrow Face) Nailing ill Nailing Parallel to Glue Lines(Narrow FacePerpendicular )'' to Glue Lines (Wide Face) Nail Size VERSA-LAW 1.4 1800 Rimboard VERSA-LAM® VERSA-LAM® 15/16" 13,4" 3%"&Wider All Products O.C. End O.C. End O.C. End O.C. End [inches] [inches] [inches] [inches] [inches] [inches] [inches] [inches] • 8d Box 3 1% i 2 1 2 'A 2 % s/ 8d Common 3 2 I 3 2 I 2 1 2 1 10d&12d Box 3 2 i 3 2 2 1 2 1 Nailing Perpendicular to .__ .. Glue Lines (Wide Face) 16d Box ....... 3 2 3 ._... _ 2 2 1 2 1 10d&12d Common 4 3 i 4 3 i 2 2 2 2 Nailing Notes 16d Sinker 4 3 4 3 2 2 2 2 1) For 1%"thickness and greater,2 rows of nails(such as for a metal strap)are 16d Common 6 4 I 6 3 I 2 2 2 2 allowed(use W minimum offset between • Offset and stagger nail rows from floor sheathing and wall sole plate. rows and stagger nails). • Simpson Strong-Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM®/'VERSA-RIM®. Use nails as specified by Simpson Strong-Tie. Allowable Holes in VERSA-LAM® Beams Notes See Note 3 1.Square and rectangular holes are not permitted. 2.Round holes may be drilled or cut with a hole saw f =/3 Depth anywhere within the shaded area of the beam. 3.The horizontal distance between adjacent holes must be 0 /3 Depth ji at least two times the size of the larger hole. •1/3 Depth 4.Do not drill more than three access holes in any four foot gM long section of beam. .-i -�— 5.The maximum round hole diameter permitted is: �`� 1/3 Span 3 Span -V`— End Bearing Intermediate Bearing Beam Depth Max Hole Diameter 6.These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are 51/2" 3/4" govemed by the provisions of the National Design Specification®for 71/4" 1" Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where 9'/4"and greater 2" required. 8.This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes,contact Boise Cascade EWP Engineering. Eloise Cascade EWP•ALLJOIST"-Installation Guide•08/29/2013 a a Handling and Storage of Engineered Wood Products Site Storage Site Handling Protect AJS®Joists and VERSA-LAM® from the weather. t* 7.—.1/ ' y 3. 3 _ . 1 iii, j — Unload from truck carefully using DO NOT lift AJS® Joists by top flange. appropriate equipment. rs «y ,t Joist VERSA-LAM VERSA-LAM z ....f2., A • - - Keep at least 3% off the ground, more in wetter r areas.Align stickers one above another and space a maximum of 15 feet apart. Do not drop AJS®Joists from height. Avoid lifting AJS®Joists horizontally. This damage can be prevented , Leave AJS®Joists banded together until ready Fork radius causes fa"thick spacer on by making sure that all joists are t two oists to nse face of forks reduces to install. above fork, lift to%: (��: thick sitting on the flat portion of the spacer virtually forks.This can be accomplished eliminates lift) by making sure that the forks are rn es not fully extended into the unit I illfill iIIII n es n A spacer may be required on the front face of the forks in order to assure that the joists sit on HhlIllIllhl 11111 � the flat portion of the forks and do not come in contact with the fYIY i�1ii1Y radius area of the forks.This pro- ..,,,, ,,", ",, cedure will equalize the pressure IIIIII Flange crushing or break- on the flanges of all joists. age of outer AJS®Joist may occur at fork radius. AJS®Fork Radius Crushing BCIs''Joists,VERSA-LAM'and ALLJOIST5'must be stored,installed and used in accordance with the h� Boise Cascade EWP Installation Guide,building codes,and to the extent not inconsistent with the Boise Cascade EWP Installation Guide,usual and customary building practices and standards. VERSA-LAMS, If in doubt ask! For the .37 ALLJOIST',and BCI'Joists must be wrapped,covered,and stored off of the ground on stickers at all closest Boise Cascade i times prior to installation. VERSA-LAW,ALLJOIST 5 and BCI 'Joists are intended only for applications EWP distributor/support that assure no exposure to weather or the elements and an environment that is free from moisture from center,call any source,or any pest.organism or substance which degrades or damages wood or glue bonds. Failure 1-800-232-0788 to correctly store,use or install VERSA-LAMB,ALLJOIST®,and BCI®Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. .,. BOISE CASCADE,TREE-IN-A-CIRCLE,BCI,BC CALC,BC COLUMN,BC FRAMER,BC RIM BOARD,BOISE GLULAM,SIMPLE FRAMING SYSTEM, VERSA-LAM,VERSA-RIM,VERSA-STRAND,and VERSA-STUD are trademarks of Boise Cascade Company or its affiliates. The information in this document pertains to use in the For information about UNITED STATES ONLY,Allowable Stress Design. Refer to Boise Cascade Engineered Wood Products. the ALLJOIST Specifier Guide Canada for use in Canada. including sales terms and conditions, Limit States Design. warranties and disclaimers, Your Dealer is: visit our website at www.BCewp.com 0 Boise Cascade Engineered Wood Products Great products are only the beginning Copyright©Boise Cascade Wood Products, L.L.C. 2013 If no dealer is listed, call 1-800-232-0788 AIG US 08/29/2013