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HomeMy WebLinkAboutTruss Installation A EN A4 ROOF TRUSSES A FLORIDA CORPORATION Important Notes / Please,Review Prior to Truss Installation: 1) Trusses are to be handled,installed and braced in accordance with the following standards: ANSI/TIP 1-2007;WTCA 1-1995—"Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses",and 'SCSI 1-03 Guide to Good Practice For Handling, Installing,&Bracing of Metal Plate Connected Wood Trusses"published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design,connection,material,and labor by others. 3) Truss designs are for an individual component,not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer,any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts,and bearing requirements. Truss manufacturer is not responsible for specifying beams,other than those provided by truss manufacturer. 5) Unless specified,roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces,adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts,electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor:) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. S) Unless specified,valley framing design,connection,material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10)Trusses are not designed to carry the chimney,cupola,steeple,or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1)The specific engineered truss drawings are subject to other terms,conditions,and details on the truss placement plan and/or individual truss design drawings. 12)Trusses are designed to carry ONLY the specified loads on the engineered drawings.Point loads for materials,erection personnel,equipment,whether temporary or permanent,are-not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St.Lucie Blvd.,Fort Pierce,FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com Name: U S P Address: STRUCTURAL Customer., CONNECTORS' k*Company Conta&. Number Hangers P I A s P cis• 10SPAI&O, ig q k� "ZIR in,1 S, aWHOP' dd6l:F T1 JUS24 1881, 655 750 820 510 4-10d(Header) FL82L39, 2-10d (Joist) DS10.01, RR 25779 LU524 670 765 825 490 4-1 (Header) I 1 2-lad(joist) T2 JU526 1881, B50 975 1060 13.15 4-lod(Header) FL82L42, 4-10d (Joist) 051p.01, RR 25779 LU526 865 990 1070 j165 4-10d(Header) 4-10d(J015t) TS MSH422 183:4 - 22-10d (Face- Face Max Mailing) FL822.36, 6-10d (Face-Top Max Nailing) 08- 6-10d (Joist-Face Max Nailing) 0303.06, 6-10d (Joist-Top M ax Nailing) RR 25836, 4-10d (Top -Top Max Nailing) 77IA422 224S 2245 2245 6-16d(Canlad Member-Face Mount) 6-lod(Carried Member-Top Flange) 22-16d(Face-Face Mount) 2-16d(Face-Top Flange) 4-16d(rap-rap Flange) THA1422 1835 1835 1835 2-10dxl-112cr2-lodxl-112(Carried hforliber) 20-lad ar2-lod(face) US P Structural Connectors T4 TH D26 1781, 2485 2855 3060 2170 - - 18-16d (Face) FL13285.35 12-10d x 1-1/2(Joist) , 06- 092L05, RR 25843 HT•U26 2940 3340 3600 1555 IZ-IOd x 1-112(Carded Member) 20-10d x 1-112(Carried Member-Max Nailing) 20-16d(Carrying Member) 20-16d(Currying Member-Max Nailing) T5 THD26-2 1781, 2540 2920 3175 2285 - 18- 16d (Face) FL13285.35 12-10d (Joist) 06- 0921.05, RR 25843, 13116-R HHUS26 2 2785 3155 3405 1550 - 14-I6d(Face) 6-I6d(Jolst) HtU26-2 2940 3340 3600 2I75 - - 20-Idd(Canted Member-Max Nailing) 20-16d(Carrying Member-Max Nailing) T6 THD28 1781. 3865 3965 3965 2330 - 28-16d (Face) FL13285.35 16- 7.Od x 1-1/2(Joist) . 06- , 0921.05, RR 25843 HTU28 3820 4340 4660 2140 - 26-10d x 1-112(Carded Member-Max Nailing) 26-16d(CamjlR,q Member-Max Nalft) T7 THD28-2 17U 3950 4540 4935 2595 - - - 28- 16d (Face) FL13285.35 16-10d (Joist) , 06- 0921.05, RR 25843, .13116-R HHUS282 42I0 4770 5140 2000 - 22-16d(Face) 8-I6d(Joist) HT'U28-2 3820 4340 4680 3485 - - 26-IOd(Carried Member-Max Nailing) 26-I6d(Carrying Member-Max Nailing) T8 THD46 1781. 2540 2920 3175 2285 - - 18- 16d (Face) FL13285.35 12-10d (Joist) 06- 0921A5, RR 25843, 13116-R LISP Structural Connectors ' T HHUS46 2790 1316o 3410 11550 - 14-16d(Face) 6-I6d(Joist) T9 THDO 1781, 3950 4540 4935 2595 28-16d (Face) FL13285.35 16-10d (Joist) 06- 0921.05, RR 25843, 13116-R HHUS48 42I0 4770 5140 2000 - - 21-16d(Face) 8-16d(Joist) T10 TH DH26-2 1881, 3915 4505 4795 2235 - 20-16d (Face) F1.821.75, 8-16d(Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 - 4355 4875 5230 2155 - 20-16d(Face) 8-16d(Joist) T11 TM DH26-3 1881. 3915 4505 4795 2235 20-16d(Face) FL821.75, 8-16d (Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 - 20-16d(Face) 8-16d(Joist) T12 THDH28-2 18814 6535 7515 8025 2665 - 36-16d (Face) FL821.77, 10-I6d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36-16d(Face) 12-16d(Joist) T13 THDH28-3 188:4 6770 7785 8025 2665 - - - 36-16d (Face) FL821.77, 12.16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 - 36.16d(Face) 12-I6d(Joist) USP Structural Connectors n USp Name., Address: STRUCTURAL Customer. CONNECTORS* Number. A Mifek7C0mFwj Contact: Fastener Comparison Table ._c-•J.c=•-,.- �_ �'x•�-' _•__�".c.'� �-.^=ter-"" "r�?<.va�..-.. ��z'-..-._s�.�s,_•_.. y=-.� � J'XrYi:A'3-'�-'.� �T'.': `r?-_.'_ _ +x'=�:-'-'""„ -s:S:. _;Lc='r •s urn z.s:s7= e ' on er..;.>..-i�2.,xz �.� i �"�'`..p .._..c+ -r;_'"3-- •ir' _ '_a' -. ^ Cf�ec�ar-'°Schedai L� -'rt.;=?5``_.���?.��=t:F •.��••�".?�s.�.vr'+,.•-•-..s:=.=s-.,::rx.�.:�-h.K^c_ v;3i c:-. •_:u���::a�--._._...---.=. .. -. ..'r _ -�•.a._ _�..:st:v - �:.�i+"' 'u��w^•.L'�"-_'c.�'a-rJ'-..+"s.�u—�,�:,'P .3•J:"'�'-.�a`�-vim���:�-c_v<=m'S^:ram.'a"r..tir�,`,"xs'={M��:-s�.�::�-.i_",•''+' i�.: 6ro�`r "babe;. EISP• x'�— ^"£` — n is Re even :N ^_ Re u►rndFasteners -_ sk �.��=`�'RegwredFasteewA ��.�..�k;_,���.-Q.� T1 JUS24 4-lod(Header) tUS24 4-10d(Header) 2-lad(Joist) 2-10d{Joist) T10 THDH26-2 20-16d(Face) HGUS26-2 20-16d(Face) S-16d(Joist) 8-16d(Joist) T11 THDH26-3 20-16d(Face) HGUS26-3 20-16d(Face) 8-16d(Joist) 8-16d(Joist) T12 THDH28-2 36-16d(Face) UGUS28-2 36-16d(Face) 10-16d(Joist) 12-16d(JoisQ T13 THDH28-3 36-16d(Face) UGUS28--3 36-16d(Face) 12-16d(Joist) 12-16d(Joist) T2 JUS26 4-10d(Header) LUS26 4-IOd(Header) 4-10d(Joist) 4-10d(Joist) T3 MSH422 22-lod(Face-Face Max Mailing) THA422 6-16d(Carried Member-Face Mount) 6-10d (Face-Top Max Nailing) 6-10d(Carried Member-Top Flange) 6-10d(Joist-Face Max Nailing) 22-16d(Face-Face Mount) 6-lod(Joist-Top Max Nailing) 2-16d(Face-Top Flange) 4-10d (Cop-Top Max Nailing) 4-I6d(Top-Top Flange) T4 THD26 18-16d(Face) HTU26 11-Iod x 1-12(Carried Member) 12-10d x 1-1j2(Joist) 20-10d x 1-1.2(Carried Member- Max Nailing) 20-16d(Carrying Member) 20-16d(Carrying Member-Max Nailing) TS THD26-2 18-16d(Fa ce) HHUS26-2 14-I6d(Face) 12-10d(Joist) 6-16d(Joist) T6 THD28 28-16d(Face) HTU28 26-wd x 1-12(Carried Member- 16-lod x 1-1/2(Joist) Max flailing) 26-16d(Carrying Member-Max Nailing) 77 TH D28-2 28-16d(Face) HHUS28-2 22-16d(Face) 1.6-10d(Joist) 8-I6d{Joist) T8 THD46 18-16d(Face) HHUS46 14-16d(Face) 12-lad(Joist) 6-16d(Joist) TS THD48 28-16d(Face) HHUS48 22-16d(Face) 16-lod(Joist) 8-16d(Joist) USP Structural Connectors j e Name: Address: IPSTRUCTURAL Customer: Number. ACONNECT© conttact: A Ptek COMPa°Y a� jUS24 _f � (Qty. ) -3 (Qty 1) JU82 3 �,D1W28-2 (QtY� y"DtJ28 -T ray{ v ••< ����t.••, � ..��'v--5ny5�, r..•• zriW1 . w (Qty. �) `,"D26-2 (Qty.- 33 � py. �) THD26 y �' Lem E . flange }fir a Mange �.: �: •-�� =�_ea _ : 0 Fight, flang e (QtY' �) (Qty- -rHD46 (Q y Tj4D28-2 THD28 U5P Sttucturai Canaector-5 t Address: STRUCTURAL Customer: CONNECTORS` Number A MiTek'Company CarrtacE Left , i Syr Right flange THD48 (Qty.' �) USP Structural Connedors 1 to PIMEr KVS Jankflpw 1 nss t t Jr3 R�rznce oetionall Al RQDFhF•lJ5SE9,Fi]nT PF.ACS R.34946 R=73505 Jua22 2t112 Pt tL•7�s Jan 222t172 Mirk kririuslris,Ins FrtO�79 7355�22072 Pie t _ IOZY[14 aOb)'sE5wWhWyPs 4-1:1640EN7QSuN9l14dFo_- 1 T.dvD IU2IeyF 2A iS iy3 2a15 5AA 445.1 -1� 00fi toenails ScrJa=173 TYPICAL HIPJACK CONNECTION 7'STBK MAX 55 PSF MAX ROOF LOAD mum 170 MPH EXC H=2. 6 MAX NAI,�h 4 24 tO 2, 72 9xs taattEO NAI11=111 3 N 12 e CP A w ej taae ED Tr r 11 =o all comeerjack VA �vdh 21Bid toe rmils T.GC ryp. f_J it a 14 1s 76 c e 7 1 ru1t� rMIfM 1S:c:n NAtI.® 3>~:— 1�- tS+ILID HAD NAILU 2_"strap 6-1Ods1S' each end r- g-1_g 4-8-1 6b•6 PlateOffsets X :0.0.8 0•i- LOADING(psi) SPACING 2 0.0 CS) AEFL in (lac) .lid_fl L/d PLATES GRiP TCLL 30.0 Plates Increase 125 TC 0.71 Vert(LL) -0.03 6 7 >999 350 MT20 244/190 TCDL 15A Lumber Increase 1.25 BC 049 Vert(TQ -0.09 67 >999 240 BCLL 0.0• Rep Sir ess Inc NO WB 0.50 Hom(iL) 0.01 6 nia nia BCDL 10.0 Co&FRC201&TP12M7 (Matdx-M) Weight'•'Ib 1i-D o LUMBER BRACING TOP CHORD 2x4 SYP M 38 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc purlins. HOT CHORD 201 SP No.2 SOT CHORD Structural vmod sheathing directly applied or 84.4 oc bracing. YdEBS 2x4 SP No.3 Wrek recormnends Dial Stablizers and mquired cross bracing be Installed during truss erection,in accordance rAth Stabilizer Installation auide. REACTIONS pb;slze) 4-183r7,AechanbaL 2-6 0810-1 0-1 5 (min.0-1-0).6-352rMechanical Max Horz2-308(LC 4) Max UpBtt4--156(LC 4).2--382(LC 4),6--159(LC 8) Max Grav4-219(LC 2).2-73a(LC 4 5-412(LC 2) FORCES pb)-Max.CompiMam Ten.-AN forces 250(Ib)or less except when shown. TOP CHORD 211.+-933r645,11-12--85MG7.3•12--84Si303 SOTCHORD 214--MI/848,14-15--i39f848,7-15--439(&48,7-16--439/B48,5 16--439J848 WEBS 3-6=916475 NOTES 1)Wlnd:ASCE 7-10;170n ph(3-second gust)Vasd-132mph;TCDL-5.aasf;BCDLe5.0ps1;h-2ift;CaL It;Exp C;End.,GCpl..0.18; MWFRS(envelope);cantilever left and right exposed;Dumber DOL-1.33 plate grip DOL-1.33 2)This truss is not designed to support a ceiling and is not Intended for t1se v6here aesth elks are it considera5on- 3)Plates checked for a plus or news 0 degree rotation about its center- ')This truss has been designed fora 10.0 psf bottom chord Five load nonconcurrent with any other live loads. 5)'This truss hs been designed for a Five Ioad of 20.0psf on The bottom chord in ail areas where a rectangl a 3-6-0 tali by 2-0.0 wide W6 It behveen the bottom chord and any other members. `N,kj llllillll�f�i' 800 N 34869 L(! STATE OF f/sI4NAt�-1 1109 COASTAL BAY BOYNTON BC,FL 33435 10/2D112 ' c TYPICAL ALTERNATE BRACING DETAIL FOR EXTERIOR FLAT GIRDER TRUSS 12 4 12d PITCH TRUSS -24 ' o.c, 4 12d MAX 30" (21--'5") UPLIFT CONNECTION SEE R OAF TI �J SS 2x6 •#2 SP BOTH FACES �.�� �Jti''i,�cENs�•'��t�'r% •. � .G4Q' .�. N 34869�,���•n EXTERIOR FL � w G1RQER 0 SIMPSON H 5 STATE OFty / ONAL.����`• 1109 COASTAL BAY BOYNTON BC,FL 3343S 10/29/22 .y 1=EBRUARY 14,2D12 STANDARD PIGGYBACK TRUSS ST-PIGGY PERP. CONNECTION DETAIL(PERPENDICULAR) 0l� ® A✓fi 1 ek Industries,Mestmf2Id.MO Page 1 of 1 MAX MEAN ROOF HEIGHT=30 FEET BUILDING CATEGORY 11 � WIND EXPOSURE B or C n WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05100 MPH(MWFRS) LJ WIND DESIGN PER ASCE 7-10125 MPH(MWFRS) NliTek Industries,Inc. DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES . TRANSFERING.DRAG LOADS(SHEAR TRUSSES ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED. THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUMAT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDINGTHIS LIMITATION AND/OR IN OTHER DIRECTIONS. PIGGY-BACKTRUSS (CROSS-SECTION VIEW) ATTACH PIGGYBACKTRUSS Refer to actual truss design drawing for To BASE TRUSS WITH additional piggyback truss irtformatmn. (2)-16d(0-131"X35")NAILS TOENAILED. NEARSIDE FAR SIDE NOTES FOR TRUSS: :t 1. THIS DETAIL IS VALID FOR ONE-PLY PIGGYBACK TRUSS ONLY. • 2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR-LARCH LUMBER: 3. THE SPAGNG OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; 4. THE PIGGYBACKTRUSSES SHOULD BE PERPENDICULARTO BASE TRUSSES. 5. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. `t� �CJ•�.K /if/ -LVLFLATTOP CHORD `� �J OF BASE TRUSS * + 9;� 9 � BASE TRUSS(SIDE VIEW) _�7 : _ Refer to actual truss design drawing . for additional base truss Information. STATE OF NOTES FORTOE44AIL: % s.!20ii1[�P. 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED113 THE LENGTH OF THE ''f t�111111110 l NAIL FROM THE MEMBER END AS SHOWN. 1109 COASTAL BAY 2.THE END DISTANCE,EDGE DISTANCE.AND SPACING OF BOYNTON BC,FL 33435 NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING 10/13/12 OF THE WOOD. FEBRUARY A 2012 Standard Gable End Detail SHEET 2 ' Dim MiTek Indushlzs,Chest&& ,-f MO Page 2 of 2 ALTERNATE 4"D.C.TO THE BOTTOM CHORD TrUSSCS�2 HOP.IZONTAL BRACE 2YS DIAGONAL BRACE SPACED e8-O.C. (SEE SECTION A A) ATTACHED COMMON RE N AND ND TTTACHSD MI i ek industries,Inc. Roof Sheathing-1 TOBL 6ING WITH(5)-10d COMMONS. Max. ITS THE RESPO,YSIBIL11YOF THEBLDG DESIGNER OR NAIL DIAGONAL BRACETO EPROJECT ENGINEERJARCHTECTTODEEGN T HE RLIN WTH TIN016d NAILS CEILING DIAPHRAGMAND TSATTACHMENTTOTHE USSESTO RESIST ALL OUT OF PLANE LOADS THAT \ MAYRESULTFROM THE BRACINGOFTHEGABLEENDS \ ZXAPURL04 FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TOBLOCMG WITYAJO led NAILS(MIN) Diag.Brace , \ \ PROVIDE2x-'BLOMING BETWEEN THETRUSSES at 113 p0intS \ SUPPORTING THE BRACE AND THETWOTRUSSES \ ii needed \ /I ON EITHER SIDE AS NOTED.TOENAIL BLOCKING TO TRUSSES Wti1i(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TOBLOCMNG WITH p-10d COMMON WIRENAILS. End Wall =ti .�. -•- CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL ME HOD 1:A'i T ACH A MATCHING GABLE TRUSS TOTHE INSIDE GABLETRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE METHOD 2:ATTACH2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER OAf 7HESTRUCTURAL GABLE PER THE FOLLOWING VF,i CAL NAILING SCHEDULE.SCABS ARETO BE OF THE SAME SIZE.GRADE AND SPECIES ASTHE TRUSS VERTICALS NAILING SCHEDULE: •FOR WIND SPEEDS 120 MPH(ASCE7-88,02,O5),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(131-X 3-)NAILS SPACED 6-O.C. •FOR W IND SPEEDS GREATER 120 MPH(ASCE 7.98,02,05).150 MPH(AWE 7.10)NA0-ALL MEMBERS WITH TWO ROWS OF Tod(131-X 3-)NAILS SPACED 6-O.C.(2X 4 STUDS MINIMUM) • MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VAUDANDARETOBEFASTENEDTOTHE SCABS OR 04LAYEDSTUD J VERTICAL STUDS OF THE STANDARD GABLE TRUSS RUSS ON THE INTERIOR SIDE OFTHE STRUCTURE.AN ADEQUATE R p�� STRUCTURAL BE PRESENTTO PROVIDE FULLL OR ATEERAL E(kFloRr� G MUST GABLE TRUSS OTTOM I CHORD TO RESIST ALL OUT OF PLANEJ�.dA S[E"ING"OW N IN THIS DETAIL IS FOR THE VERTICAST(lp� Y:-=.,•C,c��i�i ` 3 'OGENSLe' N 34669 NOTE.,THIS DEML ISM BE USED ONLY FOR r ._ ; STRUCTURAL GABLES WITH INLAYED STUOS.TRUSSES W iTHOUT W LAYED STUDS ARE NOT ADDRESSED '^� = �n 1� - �- _ STATE OF G AABLETTRRUSs ' `���� s�-'' .. -• �.�`�. 11-09 COASTAL BAY BOYNTON BC,FL 33435 " i FEBRUARY 14f 2012T STANDARD PIGGYBACK ST;PIGGY PLATE TRUSS CONNECTION DETAIL MTek Industries,Chzsterfeld,Ma Page 1 Of 1 �/ as a Mr T ek Industries,Inc. This detail is applicable for the following wind conditions: ASCE 7-98,ASCE 7-02,ASCE 7-05,ASCE 7-10 Wind Standards under all enclosure and exposure conditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for upri ts. NOTE: This Detail is valid for one ply trusses spaced 24"o c.or less. PIGGYBACKTRUSS defer to actual truss design drawing for additional piggyback truss information. Attach piggyback truss to the bass truss with 3"xa"TEE-LOCK Mut i-Use connection plates spaced 48"o.c. Piatesshall be pressed into the piggyback truss at 48"o.c.staggered from each face and nailed to the base truss with four(4)-6d(1.5"x0.099") riails in each plate to achieve a maximum uplift capacity of 37-7 lbs. at each 3"xB'TEE-LOCK Multi-Use connection plate. (Minimum o;2 plates) Attach each purlin to the top chord of the base truss. (Purlins and connection by others) {�\ BASE TRUSS I \ design win Refer to actual suss gR drawing for additional base truss information. SPACE PURLINS ACCORDNG TO THE MAXIMUM SPACING ONTHE TOP CHORD OFTHE BASE TRUSS(SPACING NOT TO EXCEED 24"O.C.Q. A PURLINTO BE LOCATED AT EACH BASE TRUSS JOINT. Ls. LLIIIrr/,��' EN *"--. • N 34869 - - _ I —7a LLi: �a. STATE OF \?�� •-�LOR1D�-��j 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 a FEBRUARY 14.2012 TRUSSED VALLEY SET DETAIL ST VALLEY SYP o© ® MTek Industries,Chesterfrzfd.MO Wage i of 1 GENERAL SPECIFICATIONS r�co �--� 1.NAIL SIZE=3.5"X 0A3i"=16d 2.INSTALL VALLEYTRUSSES(24"O.C.MAXIMUM AND SECURE PER DETAIL A MTek Industries,Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDTIAL DESIGN DRAWINGS GABLE END-CG,1h41ON TRUSS `t-BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING OR LEEND.CM-WlRDER7SUSS EOUILIVANTTOT14E RAKE DIMENSION OF THE VAUEY7RUSSSPACING. S.NAILING DONE PER NDS-DI 6.VALLEY STUD SPACING NOT TO EXCEED 4B"O.C. 7.ALL LUMBER SPECIES TO BE SYP. 71 GI t! 4 if r 13ASETRUSSES VALLEYTRUSS7YPICAL �I 1 I ' VALLEY TRUSS TYPICAL GABLE Eta.COMMON TRUSS P t! OR(BIRDER TRUSS SEE DETAIL A BELAW(iYP-) SECURE VALLEY TRUSS W/ONE ROW OF16d NAILS S"O.C. WIND DESIGN PER ASCE 7-96.ASCE 7-02.ASCE 7-05 12D MPH WIND DESIGN PER ASCE 7-1G 150 MPH A MAX MEAN ROOF HEIGHT a 30 FEET ATTACH 2x4 CONTINUOUS NO.2 SYP ROOF PITCH=MINIMUM 3i12 MAXIMUM 10i12 TO THE ROOF WMVO lad(0-131`X 3.5')NAILS CATEGORY It BUILDING INTO EACH BASE TRUSS. EXPOSURE C OR B WIND DURATION OF LOAD INCREASE:1I30!I I I�! MAX TOP CHORD TOTAL LOAD-FiIhY��� MAX SPACING-29 O.C.(BAS�5G�1Q�E'b', MINIMUM REDUCED DEAD L�t3AD IF F ON THE TRUSSES ` ��GEUVSF-•• � " N 34859 Lu STATE OF DETAIL A /{ NA•• ��` (MAXIMUM 1"SHEATHING) �11,1 11VO N.T.S. 1109 COASTAL BAY BOYNTON BC,FL 33435 y —F OCTOBER 1,zQos LATERAL TOE-NAIL DETAIL I ST TOENAIL SP _NOTES tdTek(ndustries,Chesterfieid.MO Page 1 ON 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2.THE END DI STANCE EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOI D UNUSUAL SPLITTING OF THE WOOD. MiTelc Industries,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OFTHETWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001(lb/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SW SPFS .131 M.9 80.6 69.9 69A 59.7 O .135 93.5 ass 74.2 72.6 53.4 VIEWS SHOWN ARE FOR .162 108.8 99.6 B64 84B 73.8 ILLUSTRATION PURPOSES ONLY c*i ED z 128 74.2 67.9 58.9 57.5 5113 .131 75-9 �39.5 ] 619 59.0 51.1 510E VIEW Zti 148 H14 745 64.6 E2 52 y W L~.4) (mil ylaN ci 3 NAILS NEAR SIDE NEAR SIDE VALUES SHOWN AF:—;=CAPAC17Y PER TOE-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED NEAR SIDE NEAR SIDE EXAMPLE NEAR SIDE (3)-16d NAILS(.167 dram.x 3.51 WITH SPF SPECIES BOTTOM CHORD Forload duration increase of1.15-. 3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5lb Maximum Capacity ANGLE MAY ANGLE MAY ' VARY FROM ANGLE MAY VARY FROM 30'TO 60' VARY FROfvl 30°TO 60' 30°TO 601 45.00' 45.000 45.00° ��111I11fItt!! �uS,sic L�rA'�if F xr ' N 34869 ' 3.0J3.9J12 :�: STATE OF 1109 CO-ASTAL BAY BOYNTON BC,FL 33435 I' Y OCTOBER 1, 2006 UPLIFT TOE-MAIL DETAIL ST-TOENAIL UPLIFT O Mirex Indusaies,ch.:serfiEla,MO • Page 1 of 1 NOTES 1.TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MENISER END AS SHOWN. 2.THE END DISTANCE.EDGE DISTANCE.AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THEWOOD. 3.ALLOWABLE VALUE SHALL BE THE LESSER.VALUE OF THE BOTTOM CHORD SPECIES MCrek Indus6ies,Inc. OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW SIDE VIEW 000• TOP PLATE OF W NEAR SIDE 1 NEARSIDE L L13 VIBhS SHOWN ARE FOR FAR,SIDE ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2001(Ibinail) DiAM. SYP DF HF SPF SPF S o .131 59.5 46.1 316 29.0 20.3 z .135 6D.3 47.5 I 326 303 2B3 ;n .162 I 72.3 57.0 39.1 36.B 25.1 Ni z .128 53.1 41 28.7 27.0 1BA o .131 543 42 B 293 27.7 18.8 N .148 61 483 332 31.3 21.3 10/19/12 m C) .120 45.9 3 ?48 23A 15.9 ,,�lltltfi///f! o .128 49.0 38.6 26.5 25.0 17.0 `t*,, DVS S. o .131 50.1 39.6 27.1 25.6 17.4 �J1='�10EN,-" .148 55.6 44.6 30A 28.9 19.5 N 34869 VALUES SHOV1,4 ARE CAPAGTY PERTOE-NAIL. - AFPUCABLE DURATION OF LOAD INCREASES MAYBE APPLIED. -__ULLI z: LC EXAMPLEzz (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPEC ES TOP PLATE �� STATE OF .. gl� ForWnd DOL of 1.33: PLORIDNt? 3(nails)X36.8(1b/nail)X 1.33 IDOL forwind)=146.81b Maximum Allowable Upritt Reaction Due To Wnd 3 Ina ls)X 36.8(lb(naO)X 1.60(DOL for wind)=176.61b Maximum Allowable Uplift Reaction Due To Wind !ll�O l`1 L1�``` 1109 COASTAL BAY If the uplift reaction specified ontheTrussDesign BOYNTON BC,FL 33435 Drawing is more than 146.8 lbs(176.6 ibs)another mechanical uplift connection must be used. USE(3)TOENAILS ON 2x4 BEARING WALL "'USE(4)TOENAILS ON 2x8 BEARING WALL