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HomeMy WebLinkAboutTruss*BUILDER"S WARNING' OR I 64 *WARNING* ALL BEARING POINTS MUST BE INS PRIOR TO INSTALLING ANYTRUSSESIFAILURE O DO SO MAY RESULT IN DAMAGED TRUSSES AND WILL VOID ALL WAPANTIES. ALLED T I A LACEMENT PLAN FOR E COMPONENTS AS DEFINED BY WFCA 1 -1995. EEpASST"COAST"TARUSS. BEEN ANALYZED BY FOLLOW INSTRUCOR ERECTION TIONSONTTHEBCSWLATION OF ISMEMARY SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS BRACING: 1) FOR THE ERECTION BRACING FOLLOW INSTRUCTIONS DIN THE PERMANENT BRAGNGYOREETS THE STRUCTURE IS HE OTHERS. 3)IINSTALWE BRACNGASSTATEDONSEALED NGINEERING TRUSS DRAWINGS. E I HEET FOR THE STRUCTURAL DATA, NUMBER OF GIRDER AND PLEB AND THE CONNECTION NFENT MUSI RMATION. OUR DESIGN AORREP REPAIRS ATRUSSESIN',T0 ALTERATIONSAND/F ADVANCE. C NOT EACC P DESIGN DEPARTMENT APPROVES THEM IN ADVANCE OLL HANGERS ARE THERWISE NOTED. INSTALL HANGERSACCOIMPSON STRONG -TIE ESS RDING THE CURRENT SBAPSONSTRONG•RBCATALOG I- P o1 SIG11101G, BUILDER AGREES ALL CONDITIONS AS SHOWN ON THIS LAYOUT ) EXI:3TING: VERIFY ALL CONDITIONS, PITCH, HEEL & DIMENSIONS 6 r- L�-� t. FM �T REVIEWED Al2 ' 431161 lAPPR9VEBJ FOR COMPLIANCE WCM T �. r. i wo a Tu oRA w .. 1 8 S/4" I r 6N all , EAST COAST TRUSS 5285 Sr. LUCIE BLVD, FI. PIERCE, FL 34I OFFICE: GM 466-2480 TAX: MZ466-5 :USTOMER:Drawdy, Becca DB NAME:Drawdy Res. DDRESS:11298 Muller Rd. ITY/CNTYFt. Pierce/St. Luck ne .1i nocwe OB # IODEL Addition ARAGE QFT165 ATE 04/20/15 (LATEST= /} ACCORDANCE R'TTH THE FI33RIDA ADIVIINLSI'RA E CODE 61G15S31.003 (3) (c), EAST' COAST TRUSS Is the I "Truss D,,ign En dxee," 1 Trnuee are designed At accordance with the ,4 Florida Budding Code 1 PPROVAL•NOTE: approving this placement plan(sj isignatured anywhere on this sheet, the , stomer or his represemitive acknowledges that this plecemem plan oomplie , h the structural intent of the protect. ... , fhe customer also acknowledges that this approval authorizes EAST 1 COAST TRUSS to manufaairm E ee trusses and deliver them to it, project ndicsted on this drawing. This customer also aclawwiepges that he/sheaccepts financial esponsibilily for airy repair, engineering, and labor raWlmd dUe to arrm 31har then those of FAST COAST TRUSS.: - Signed' Date: t 1 CODE = FBC.20101TP12007 ASCE 7-1 DESIGN CRITERIA r MWFRS 1 OCCUPANCY CATEGORY =11, I EXPOSURE= B' e MWF SPEED =150 ; BUILDING TYPE = ENCLOSED MEAN HEIGHT =-18.00 GRAVITY LOADS FLOOR: DUR FACTOR= 1.0 I SF=TCLL - TCDL- BCLL-BCDL 40,0910.0,0.035.0 ROOF: DUR FACTOR= 1.25 PSF=TCLL - TCDL - BC1-L- BCDL _ 1 20.0115.0,10.0*,5.0 LOADS PER FBC & FRC •NON -CONCURRENT BC LL 10psf ALL GIRDER/COLUMN LOADS MUST BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. )TUG BACK BRACING, 10'W O.0 RCS EL M .FLOOR TRUSSES SPANNING 20' W OR MOR MUST BE SET WITH A. SPREADER BAR TI tPREADER BAR SHOULD BE AT LEAST 112 213 IN LENGTH AS THE SPAN OF THE TRU BEING SET. REFER TO BCI-01 FOR COMPLETE. ERECTION AND SAFETY PROCEDURES. tz REVISIONS n. Q Ion L V if plot 18x24) .Designed k1y.GR MiTek® RE: 28645 - 28645-Drawdy, Site Information: Customer Info: Drawdy, Becca F Lot/Block: Address: 11298 Muller Rd. City: Ft. Pierce Name Address and License # of Name: Address: City: General Truss Engineering Criteria Loading Conditions): Design Code: FBC2010/TP12007 Wind Code: ASCE 7-10 [All HeighlI Roof Load: 40.0 psf This package includes 24 individual, With my seal affixed to this sheet, I t Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Res. Name: Drawdy Res. Model: Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Engineer of Record, If there is one, for the building. License #: State: Design Loads (Individual Truss Design Drawings Show Special Design Program: MiTek 20/20 7.5 Wind Speed: 160 mph Floor Load: N/A psf Truss Design Drawings and 0 Additional Drawings. certify that I am the Truss Design Engineer and this index sheet e Florida Board of Professional En ineers.Rules. conforms to 61G15-31.003, section 5 of the g No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T7005977 —CJ1 4/20/015 18 T7005994 V8 4/20/015 12 I T7005978 I —CJ3 14/20/0115 119 I T7005995 I V12 14/20/015 I 13 IT7005979 I —CJ5 14/20/015 120 I T7005996 I V16 14/20/015 I 14 I T7005980 I —EJ3 14/20/015 121 I T7005997 I V20 14/20/015 I 15 I T7005981 I —EJ7 14/20/015 122 I T7005998 I V24 14/20/015 16 I T7005982 I ~EJ7A 14/20/015 123 I T7005999 I V28 14/20/015 17 I T7005983 I —EJ7G 14/20/015 124 I T7006000 I V32 14/20/015 I 18 I T7005984 I --HJ3 14/20/015 I I I I I I I I I I 19 I T7005985 I —HJ7 14/20/015 110 I T7005986 I A01 G 14/20/015 111 I T7005987 I A02G 14/20/015 112 I T7005988 I B01 14/20/015 113 I T7005989 I B02 14/20/015 114 I T7005990 I B03G 14/20/015 115 I T7005991 I MV2 14/20/015 116 I T7005992 I MV4 14/201015 117 I T7005993 I V4 14/20/0i15 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name:. Velez, Joaquin My license renewal date for the state of F orida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. .•�`' QU I N V ** . P . F' �. 68182 o-a : 1ZZ '0:• STATE OF :�4/ MPY FL Cert. 6634 April 20,2015 Velez, Joaquin 1 of 1 Truss Truss Type Qty Ply 28645-Drawdy; ee`cca-Drawdy Res. I T7005977 28645 -CJ1 Jack -Open: 8 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MITek Industdes, Inc. Mon Appr 20 15:06:29 2015 Pagel ID:6ufl[ElvIrSMX4SuJRHxe3zOpAb-1zMopgd9gPOw9KfD BEz7Zc3wgHxls11SAGaPpzOoh8 1-6-0 1-0-0 ' co d Scale = 1:8.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.00 9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) 0.00 9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 I REACTIONS. (Ib/size) 2=216/0-8-0, 4=-22/Mechanical, 3=-5%Mechanical Max Horz2=61(LC 8) Max Uplift2=-102(LC 8), 4=-22(LC 1), 3=-5(LC 1) Max Grav2=216(LC 1), 4=20(LC 8), 3=1 O(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-0-0 cc purlins. Rigid ceiling directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) .This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3'-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 4, 3 except Qt=lb) 2=102. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING • Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02116/2015 BEFORE USE. Design valid for use only with Milek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. �� QV ► N �-. pE Al P;. i N 68182 '4 FL Cert. 6634 6904 Parke East Blvd. Tampa, FL 33610 15 l Job Truss Truss Type city Ply 28645-Draway, eecca-Drawdy Res. noo5s7e 28645 -CJ3 Jack -Open) 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 /asu s um i I zuu+ Mi i uk mauaues, 4- "Our. nyr <� ,�.��.<� <�, �•ya ID:6uflIElvIrSMX4SuJRHxe3zOpAb-1 zMopgd9gPOw9KfD_BEz7Zc3wgGMlsl1 SA6ePp _Ooh8 -1-g-0 3.0-0 i 1-g.p 3-D-0 Scale = 1:13.5 6.00 12 d I � 2 1x4 II d° 4 d° 6° o° 24 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010ITP12007 CSI. TC 0.31 BC 0.07 WB 0.00 (Matrix-M) DEFL, in (loc) I/deft Ud Vert(LL) -0.00 4-9 >999 240 Vert(TL) -0.00 4-9 >999 180 Horz(TL) 0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS ' 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=70/Mechanical, 2=259/0-8-0, 4=15/Mechanical Max Horz2=97(LC B) Max Uplift3=-25(LC 8), 2=-76(LC 8) Max Grav3=72(LC 13), 2=259(LC 1), 4=34(LC.5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- . 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl„ GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 i 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf,bottom chord live load nonconcurrent with any other live loads. ,�%J1111111111j1 V 1 N 1/I V F�� 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will o•a•• • • • E N �•'� fit between the bottom chord and any other members. ,� ' .•'�G g''.• •� F �� 6) Refer to girder(s) for truss to truss connections. oo 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. • N 68182 a 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ` * a T 1, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 02t1612015 BEFORE USE. to Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Mr Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the i�iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job' cuss TrussType- Qly Ply=i-DrawdyRes.T7005979 28645 -CJ5 Jack-Ope 4tional) Mast coast i russ, ron rinrcn, rc. urnvo $I LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 5.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 ID:6ufllElvlrSMX4SuJRHxe3zOpAb'VAwA1AenRjBnmUEPYvmCfm9C7Ea61J_Bggm xGz0oh7 .1-6.0 5.0-0 1-&0 5-0-0 3 6.00 12 2 1x4 II O~ 4 2x3 = SPACING- 2-0-0 CS'. DEFL. In (loc) I/deft Ud Plates Increase 1.25 TC 0.41 Vert(LL) -0.02 4-9 >999 240 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.04 4-9 >999 180 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a Code FBC2010/TP12007 (Matrix-S) Scale = 1:18.9 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. M,Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (lb/size) 3=128/Mechanical, 2=351/0-8-0, 4=26/Mechanical Max Horz2=133(LC 8) Max Uplift3=-48(LC 8), 2=80(1_13 8) Max Grav3=131(LC 13), 2=351(LC 1), 4=58(1_UI 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-319/31 BOT CHORD 2-4=94/489 NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=9,Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 April 20,2015 WARNING - Verify design parameters and READ NOTES ON THIS AINo INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02y1612015 BEFORE USE. Usti IV —Tzc— Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component rke I Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314, , FIL BUJ JDb Truss Truss Type Oty Ply 28s45-Drawtly,'necca-Drawdy Res. T7005980 28645 ^EJ3 Jack -Open, 3 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 ..maw o.,,., ,, ��,.,.,,, o,.,,,..,..I. ., ,, '...,.... _'_. ID:6ufllElvlrSMX4SuJRHxe3z0pAb-VAwA1AIenRj8nm.UEPYvm fm9EfEcb1J BggsBxGz0oh7 -1.6_p 3-0-0_ 1-8.0 3-0-0 ' Scale = 1:13.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.00 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 4-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3=70/Mechanical, 2=259/0-8-0, 4=151Mechanical Max Horz2=97(LC 8) Max Uplift3=-25(LC 8), 2=-76(LC 8) Max Grav3=72(LC 13), 2=259(LC 1), 4=34(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or Iass except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3,Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. . checked3) Plates degree rotation about it [ s center.0Q� 4) This tru shas been dl0 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `� Q. •.. • • • �� �� E N •'•,? �i fit between the bottom chord and any other members. e`er ,� •'•\C, s 6) Refer to girder(s) for truss to truss connections. ••: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 8) "Semi including heels" Member end fixity model was used in the analysis and design of this truss. + i • ' • N 68182 ;; -rigid pitchbreaks ''>'S� � T O F :• � kI .•,� 00.# FL Cert. 6634 Anril 2020. E WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02/16/2015 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, per tOF Applicability of design parameters and proper incorporation of component is responsibllity of building designer -not truss designer. Bracing shown Yi t is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 15 ob Truss cuss Type city Ply 28645-Draway, ce`cca-Drawdy Res, T7005981 28645 -EJ7 Jack -Open 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 1.0bU a Jul 11 ZU14 MI I ex Inuuann5, a- ,nm npr <v w,vv.a, <� �� raao , I D:6uflIElvlrSMX4SuJRHxe3zOpAb-zMUYEVePCOGeOepb6cHRC_hGlesUmmEKvUblUiz0oh6 1-6-0 1 1 7-0-0 3x4 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.06 4-9 >999 240 TCDL 15.0 Lumber Increase 1.25 1 BC 0.48 Vert(TL) -0.13 4-9 >625 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 5.0 Code FBC2010/iP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=183/Mechanical, 2=447/0-8-0, 4=35/Mechanical Max Horz2=169(LC 8) Max Uplift3=-70(LC 8), 2=-ti6(LC 8) Max Grav3=187(LC 13), 2=447(LC 1),'4=81(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-814/86 BOT CHORD 2-4=-259/1223 Scale = 1:23.3 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. M,Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3, 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/d' gypsum sheetrock be applied directly to the bottom chord. i WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. OV1612015 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. Applicability of design parameters and proper incorporation of component 1s responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. %���111QU1 N IIVF'��ii i �O� � C, � N `SCE; • �� ��i e N 68182 44J •N 1111111111 FL Cert. 6634� MOM t .&,, AiDdl 2.0,20 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty, Ply 28645-Draway,'Becca-Drawdy, Res. T7005982 28645 -EJ7A Jack -Open 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.0-0 7-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.84 TCDL 15.0 Lumber Increase 1.25 BC 0.53 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2010ITP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=334/0-8-0, 2=185/Mechanical, 3=37/Mechanical Max Horz1=126(LC 8) Max Uplift1=-26(LC 8), 2=-71(LC 8) Max Grav1=334(LC 1), 2=189(LC 13), 3=82(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-981/230 BOT CHORD 1-3=-439/1452 r.bsu s dui l l zurn mn ex mausuies, mc. mun n au '9 u �;Z N , ID:6ufllElvlrSMX4SuJRHxe3zOpAb-zMUYEVePCOGeOepb6cH C h5erimmEKvjbIUiz0oh6 Scale=1:22.7 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.06 3-6 >999 240 MT20 2441190 Vert(TL) -0.14 3-6 >597 180 Horz(TL) 0.01 1 n/a n/a Weight: 22 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 02/16/2015 BEFORE USE. Design valid for use any with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 b Truss Truss Type Qty Ply 28645-Drawdy, aecca-Drawdy Res. T7005983 28645 -EJ7G Monopitch Girder 2 1 Job Reference (optional) East coast Truss, Fort Pierce, t-L.'34`J46 i - — I . � i" • " '"• ID:6uFlIElvIrSMX4SuJRHxe3zOpAb-wlbJfBgfkeWMdxy_D1JAH WldWv EbUdNo4r bzOoh4 i 3-7-8 7-0-0 -- 3.7-8 3-48 44 = 3.7-8 7.0-0 4x4 = Scale = 1:22.4 Plate Offsets (X Y) [1.0 2 0 Edgy — LOADING (psi) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.02 5-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.05 5-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 40 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-6 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=995/0-8-0, 4=773/Mechanical Max Horz1=156(LC 18) Max Upliftl=-192(LC 8), 4=-159(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or Bess except when shown. TOP CHORD 1-2=-1196/235 BOT CHORD 1-8=-224/1037, 5-8=-224/1037, 5-9=-224/1037, 4-9=-224/1037 WEBS 2-5=151/795, 2-4=-1167/270 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and.right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,,gillllill1111111 , 2) Plates checked for a plus or minus 0 degree rotation about Its center. ,� QU I N V� I�� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� �P , ��. �* 4)' 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 ,� ' ,•'��, E Ns'•.. fit between the bottom chord and any other members. F �i 5) Refer to girder(s) for truss to truss connections. N 6 81 82 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=lb) 1=192, 4=159. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Use Simpson Strong -Tie HUS26 (14-1Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent at 1.0-12 from the left end to connect truss(es) to front face of bottom chord, 1 j� T F 14/ 9) Use Simpson Strong -Tie U24 (4-10d Girder, 2-10dxl 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 3-0-12 from the left end to 5-0-12 to connect truss(es) to front face of bottom chord. ��� •.'C 0 Q �� `�� 10) Fill all nail holes where hanger is in contact with lumber. �� •. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AL LOADCASE(S) Standard ,I 'ifII����,, 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 1-4=-10 FL Cert. 6634 April 20,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,0I.7473 rev. OV1612015 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. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the i�iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 o Truss Truss Type Qty Res. T7005983 28645 -EJ7G Monopitch Girder 2 ��Ply�28645-Dra�vdi,-E�ec�-Drawdy nce (optional) Last Goasl i russ, ton merce, FL. "34tla6 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-478(F) 8=-377(F) 9=-365(F) ID:6uflIElvirSMX4SuJRHxa3 6 Ab-wlbJf6gfkeWMdxy_D1J4H WidRXwEOAo'4F zOoh4 WARNING • Verlry design parematers and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for on individual building component, Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 69D4 Parke EasYI3 Tampa, FL 33610 ob Truss Truss Type Qty dy. o6Caa-Drawdy Res. ngossea FJnce 28645 -HJ3 Diagonal Hip Girder 2 �Ply 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 1 f.bsu s Jm n zuia Mu eK maU51ne5, mc. non ^ " io:vo.00; �:, r' I D:6ufllElvirSMX4SuJRHxe3zOpAb-wlbJfBgfkewMdxy_D 1 JvHPniLRdDEgkdNo4rYbz0oh4 r -2.1-7-0.4-14 4-2-3 1 9 0-414 4-2-3 Scale=1:13.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.01 6-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) 0.02 6-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 21 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purllns, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=107/Mechanical, 2=248/0-10-15 Max Horz2=83(LC 5) Max Uplift6=-27(LC 5), 2=111(LC 8) Max Grav6=114(LC 28), 2=253(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or;less except when shown. TOP CHORD 2-14=-364/539 BOT CHORD 2-15=-583/392 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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.Opsf on he 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 2=111. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 lb down and 104 lb up at 1-3-15, and 42 lb down and 104 lb up at 1.3-15 on top chord, and 15 lb down and 36 lb up at 1-3-15, and 15 lb down and 36 lb up at 1-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 (plf) Vert: 1-3=-70, 34=-70, 5-11=-10 Concentrated Loads (lb) Vert: 14=88(F=44, 6=44) 15=43(F=22, B=22) WARNING • Verily design paremefem and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE M11.7473 rev. 02/16/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of.the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. FL Cert. 6634 April 20,2015 6904 Parke East Blvd. Tampa, FL 33610 .�ob Truss Truss Type Qty Ply 28645-Drawdy; eecca-Drawdy Res. T7005985 28645 -H47 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 1.04u s dui 11 zu 4 M1 i en mousmes, inc. wiun n r cv �.�o.a� �� :, �. ID:6ufllElvlrSMX4SuJRHxe3zOpAb-OxghsXhHVxeDF5XAn q'6, Jt5rx2i4gnbSq 51zOoh3 • .4_ 5- •g 9- 0- 1-8.9 -414 5-1-9 4-&7 2x4 II 4 5 3x4 = Scale = 1:24.5 5 1-9 -- -- - 4-8-7 - Plate Offsets (X Y)=[9:0-2-2.0-0-8j j11:0-2-0.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.02 8-15 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.04 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2010fTP12007 (Matrix-M) Weight: 51 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=419/0-10-15, 7=519/Mechanical Max Horz2=174(LC 21) Max Uplift2=-141(LC 8), 7=-144(LC 7) Max Grav2=419(LC 28), 7=519(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or! ass except when shown. TOP CHORD 2-16=-574/436, 16-17=-546/134, 3-17=-510/123, 4-7=270/118 BOT CHORD 2-19=-459/574, 19-20=-172/477, 8-20=-172/477, 8-21 =-1 72/477, 7-2 1 =-1 72/477 WEBS 3-7=-478/136 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124rhph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=141, 7=144. 7) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 lb down and 104 lb up at 1-3-15, 42 lb down and 104 lb up at 1-3-15, 73 lb down and 74 lb up at 4-1-14, 73 lb down and 74 lb up at 4-1-14, 110 lb down and 97 lb up at 6-11-13, and 110 lb down and 97 lb up at 6-11-13, and 173Ilb down and 109 lb up at 9-10-1 on top chord, and 15 lb down and 36 lb up at 1-3-15, 15 lb down and 36 lb up at 1-3-15, 8 lb down and 8 lb up at 4-1-14, 8 lb down and 8 lb up at 4-1-14, 16 lb down and 1 lb up at 6-11-13, and 16 lb down and 1 lb up at 6-11-13, and 39 lb down at 9-10-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 Continued on ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7479 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ,,`,�IiI a rlrrll��i SO •ENS N 68182 • xZ T OF . 41 ICI l/lllllll FL Cert. 6634 April 20,2015 Tampa, FL 33610 a Y � o Truss I russ I ype Qty Ply 28645-Drawuy,-vauca-Drawdy Res. T7005985 28645 -HJ7 Ilagonal Hip Girder 2 1 Job Reference (optional) ❑esr run rrcwu, r, ovavo ' ID:6uflEivlrSMX4SuJRHxe3. , zOp Ab..-..Ox9hXhHVxeD.F.5..X_.A.nl gBgcJt5rxZz4gnbSq 51z0oh3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-5=-70, 6-13=10 Concentrated Loads (lb) Vert: 5=-84(B) 6=-21(B) 16=88(F=44, B=44) 17=58(�=29, B=29) 18=-57(F=-29, B=-29) 19=43(F=22, B=22) 20=-2(F=-1, B=-1) 21=25(F=-12, B=-12) I 1, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. OV1612015 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Ki erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component ILvSofety Inlormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, O r- ob Truss Truss Type Qty Ply 28645-DrawtW ts`ecca-Drswdy Res. T7005986 28645 A01G Hip Girder 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Mon APr 20 15:06:35 2015 Pagel I D:6ufl I E Ivi rSMX4S uJ RHxe3zOpAb-s7j34tiwGFm4lF6M LS LN Mg s3bFC5 iVdwgSZydTzOoh2 4.1-12 7-9-0 , 12-8-6 17-2-0 21.9.10 26.7-0 30.2-4 i 34-4.0 i r 4-1.12 4-9-8 4-7-10 4-7-10-1-12 4x8 = 1x4 I 3x8 = 3x4 = 1x4 I 48 = 6.00 12 3 4 24 5 625 7 8 N O 1 Scale = 1:59.0 3x4 1-3x4 2 9 19 18 117 16 15 14 13 12 11 4x4 — 2x4 3x4 = dxe = 2x4 I 3xB = 3x4 = 2x4 II 4x4 = 3x8 = 4x6 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.20 15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.49 15 >834 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.13 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 420 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-11 cc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=2861/0-8-0, 10=2861/0-8-0 Max Horz 1=97(LC 7) Max Upliftl=-440(LC 8), 10=-440(LC 8) Max Grav 1 =2875(LC 13). 10=2875(LC 14) 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5751/906, 2-3=-5098/832, 3-4=5958/986, 4-24=5958/986, 5-24=-5958/986, 5-25=-5958/986, 6-25=-59581986, 6-7=-5958/986, 7-8=-5958/986, 8-9=-5098/832, 9-10=-5750/906 BOT CHORD 1-19=-754/5184, 18-19=-754/5184, 17-18=-623/4570,.16-17=-62314570, 15-16=-918/6442, 14-15=-918/6442,13-14=-623/4536,12-13=-623/4536,11-12=-754/5112, 10-11=-754/5112 WEBS 2-19=-33/388, 2-18=736/154, 3-18=119/886, 3-16=-281/1885, 4-16=344/89, 5-16=-681/98, 5-15=42/513, 5-14=-681/98, 7-14=-344/89, 8-14=-281/1885, 8-12=-1 19/886, 9-12=-736/154, 9-11=-33/388 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 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 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) except Qt=lb) 1=440, 10=440. 1 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 0211612015 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. Applicability of design parameters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Criteria, DSB-8? and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 April 20,2015 69 44 Parke East 13 Tampa, FL 33610 4ob Truss Truss Type Qty Ply 28645-Draway, eecc-Drawdy Ras. T7005986 28645 AOIG Hip Girder 1 �f L Job Reference (optional) cast �uast i russ, on tierce, rL. sgnno LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-8=-70, 8-10=-70, 1 -1 0=-97(B=-87) �— ,.,_,,,.r, ,...__.__`_._ . ID:6uflIElvIrSMX4SuJRHxe3zOpAb-KKHRHDiY1 ZuxUPhZu9scvl PELfXKRys3315V9vz0ahI N WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211e/2015 BEFORE USE. Design valid for use only with MITek connectors. This design Is based any upon parameters shown, and is loran Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of fhe erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7911 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 C ) Job Truss Truss Type Qty Ply 28645-DravTay, necca-Drawdy Res. T7005987 28645 A02G HIP GIRDER 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.630 s Jul 112014 M7ek Industries, Inc. Mon Apr 2015:06:38 2015 Page 1 ID:6uflIElvlrSMX4SuJRHxe3zOpAb-GiPCivkoZA8fkjrx0av4_SUSCSBmvpzM W3ocEoz0oh4 3 11 4 7 0.0 12 3 4 17-2-0 22-0-12 27-4-0 30.4-12 34-4-0 3-11-4 „3.,12 5-3-4 4-10.12 4-10-12 5-3-4 3.0.12 3-11.4 Scale = 1:59.7 4xS = 1x4 II 3x8 = 3x4 = 1x4 4x8 — 6.00 12 g 24 25 4 26 5 627 7 28 29 8 — I 3x4 3x4 2 9 17 16 30 31 15 14 3x4 - 1x4 II 3x4 = 5x10 = 1x4 II I 3-11-4 7-0-0 12-3.4 17-2-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress incr NO BCDL 5.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 13 32 33 12 5x10 = 3x4 = lba 11 1x4 11 3x4 = CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.85 Vert(LL) -0.29 14 >999 240 MT20 244/190 BC 0.95 Vert(TL) -0.72 14 >574 180 WB 0.51 Horz(TL) 0.20 10 n/a n/a (Matrix-M) Weight: 358 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=3058/0-8-0, 10=3058/0-8-0 Max Horz 1=-95(LC 23) Max Upliftl=-663(LC 8), 10=-663(LC 8) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5964/1324, 2-3=-6001/1381, 3-24=-7530/1692, 24-25=-7530/1692, 4-25=-7530/1692, 4-26=-7571/1706, 5-26=-7571/1706, 5-6=-7571/1706, 6-27=-7571/1706, 7-27=-7571/1706, 7-28=-7530/1692, 28-29=-7530/1692, B-29=-7530/1692, 8-9=-6001/1381, 9-10=-5964/1324 BOT CHORD 1-17=-1122/5237, 16-17=-1122/5237, 16-30=,-1135/5379, 30-31=-1135/5379, 15-31=-1135/5379, 14-15=-160517810, 13-14=-160517810, 13-32=-1135/5379, 32-33=-1135/5379, 12-33=-1135/5379, 11-12=-1122/5237, 10-11=-1122/5237 WEBS 2-16=-240/294, 3-16=-133/614, 3-15=-527/2690, 4-15=-5451176, 5-15=-352/107, 5-13=-352/107, 7-13=-545/176, 8-13=-527/2690, 8-12=-133/614, 9-12=-242/294 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. 1 Bottom chords connected as follows: 2x4 - 1 row at 0-5-0 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=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding, 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=663, 10=663. 10) "Semi -rigid pitchbreaks including heels" Member end fixity;, model was used in the analysis and design of this truss. �I I ,% ...... i N 68182 T OF i i Imo,,,% FL Cert. 663747�:] April 20,2015 Continued on page 2 In WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. O2/16/2015 BEFORE USE. Design valid for use only with Mffek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa,.FL 33610 ob Truss Truss I ype ty Ply 28645-Draw6y; oecca-Drawdy Res. � no05se7 28645 A02G HIP GIRDER 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s JUI 11 ZU14 M I I eK Inoustnes, Inc. Mon„ rza -Iv:vo:ao cv,J Mu c ID:6uflIEIvIrSMX4SuJRHxe3zOpAb-GiPCivkoZABfkjrx0av4_ USCS8mvpzMV 3ocEoz0oh7 &OTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lbdown and 101 lbup at 7-0-0, 138 lbdown and 101 lb up at 9-0-12, 139 lb down and 102 lb up at 11-0-12, 139 lb down and 102 lb up at 23-3-4, and 138 lb down and 101 lb up at 25-3-4, and 138 lb down and 101 lb up at 27-4-0 on top chord, and 530 lb down and 165 lb up at 7-0-0, 51 lb down at 9-0-;12, 52 lb down at 11-0-12, 763 lb down and 169 lb up at 12-3-4, 763 lb down and 169 lb up at 22-0-12, 52 lb down at 23-3-4, and 51 lb down at 25-3-4, and 530 lb down and 165 lb up at 27-3-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=70, 3-8=-70, 8-10=-70, 18-21=-10 Concentrated Loads (lb) Vert: 3=-113(B) 8=-113(B) 16=-530(B) 15=-763(B) 13=-763(B) 12=-530(B) 24=-113(6) 25=-115(B) 28=-115(B) 29=-113(B) 30=-25(6) 31=-27(B) 32=-27(B) 33=-25(B) A WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02/16/2015 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. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the gl.• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general 'guidance regarding lilt fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. safety Information available from Truss Plate Institute, 781 N, Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 i Job Truss Truss Type Qty Ply 28645-Drawoy, Teoca-Drawdy Res. T7005988 28645 B01 Flat 1 1 Job Reference (optional) Cast Goasl I rosy, ron vierce, rL. s4V40 r s , vn,c n......y, cam,+.��.+�.��+ •yam ID:6ufllElvlrSMX4SuJRHxe3zOpAb-kvzavFIQJUGVLsQ8alQJXgDm4shveMhWljXAm EzOoh_ 4-10.0 9-BA 4-10.0 4-10-0 Scale=1:20.2 1 3x4 = 2x4 11 3 3 7 8 5 4 U8 = 6 2x4 II 2x4 II LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010rrP12007 CSI. TC 0.26 BC 0.12 WB 0.16 (Matrix-S) DEFL. in Vert(LL) -0.01 Vert(TL) -0.03 Horz(TL) -0.00 (loc) I/deft Ud 4-5 >999 240 4-5 >999 180 4 n/a n/a PLATES GRIP MT20 2441190 Weight: 54 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uile. REACTIONS. (lb/size) 6=375/Mechanical, 4=375/Mechanical Max Horz6=108(LC 7) Max Uplift6=-87(LC 4), 4=87(1_C 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-348/96, 1-7=-407/100, 2-7=-407/100, 2-8=-407/100, 3-8=-407/100, 3-4=-348/97 WEBS 1-5=-111/428, 2-5=-369/113, 3-5=-112/428 NOTES• 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,��� Q W N V 0 fit between the bottom chord and any other members. �� Op••...... ���+ 6) Refer to girder(s) for truss to truss connections. ,�� ' t✓ E N $ •' �j 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. V F•••• �� 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. •• N 88182 T F .•,0 10 P :=1�. i • •E� �% FL Cert. 6634 5 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 02/16/2015 BEFORE USE. Y Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �•%®r Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding M''Tet�1�' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ob Truss Truss Type Qty 28645-Drawa'; ne ycca-Drawdy Ras. T7005989 28645 B02 Common 1 jPly 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 4x4 = 7.530 s Jul 112014 MITek Industries, Inc. Mon Apr 20 15:06:39 2utb I•age 1 ID:6ufllElvlrSMX4SuJRHxe3zOpAb-kvzavFIQJUGVLsQ8alQJXgOoEsgCeOLWIjXAm EzOoh_ 9-8-0 4-10-0 Scale = 1:19.2 I09 1 2x4 = + 4-10.0 1 _ 9-8-0 a 10 0 4.10.0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.06 Horz(TL) 0.01 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 34 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=387/Mechanical, 3=387/Mechanical Max Horz1=-60(LC 6) Max Uplift1=-59(LC 8), 3=-59(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or Jess except when shown. TOP CHORD 1-2=-499/101, 2-3=-496/101 BOT CHORD 1-4=-140/663, 3-4=-140/630 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ril ph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦jt' 1 1 11111 1/l11. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q�1 Q� IN fit between the bottom chord and any other members. 6) Refer to for truss to truss �o OP• • • • • • • • • �� �� G E N g �•.• �� girder(s) connections. 1, 3. ,�� ' .• •' V F 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) B) This truss design requires that a minimum of 7/16" structurallwood sheathing be applied directly to the top chord and 1/4 gypsum 0 N 68182 •� sheetrock be applied directly to the bottom chord. * ' *. + ­0 T OFo .' 0:• . FL Cert. 6634 April 20,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211e/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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding U U fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 1 Ob" Truss Truss Type Qty Ply 28645-Drawdy, eecca-Drawdy, Res. T7005990 28645 B03G Hip Girder!1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.o�u s Jul 11 zu�q mi i ek muusmes, mc. neon rpr w �.�o.»� �� �. _ , ID:6uflIElvIfSMX4SUJRHxe3ZOpAb-05Xy7al24nOMz `1<77.FvkyGG9oNref N jHhzOogz 3-G-0 6-8-0 _ _i 9.8.0 3-0-0 3-8-0 3.0-0 Scale = 1:18.4 48 4x4 = "» I M I I 3x4 = 2x4 = 3-0-0 6.8-0 9-8-0 3-0-0 3-8-0 3-0-0 - LOADING (psf) SPACING- 2-0-0 CS]. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.21 - Vert(TL) -0.03 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix-M) Weight: 39 lb FT = 0% 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uida. REACTIONS. (lb/size) 1=488/Mechanical, 4=488/Mechanical Max Horz 1=38(LC 7) Max Upliftl=-102(LC 8), 4=-103(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-796/187, 2-13=-6881181, 3-13=-688/181, 3-4=-796/186 BOT CHORD 1-6=-125/676, 6-14=-127/687, 5-14=-127/687� 4-5=-125/676 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DQL=1.60 3) Provide adequate drainage to prevent water ponding. ,,��1� ►II �� 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p. •E 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 �o ,r,� 'O , �� CN fit between the bottom chord and any other members.00 7) Refer to glyder(s) for truss to truss connections. N' 68182 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s) except at=lb) 1=102, .� 4=103. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 56 lb up at 3-0-0, and 68 lb down and 56 Ili up at 4-10-0, and 68 lb down and 56 lb up at 6-8-0 on top chord, and 98 lb down and 44 lb up at 3-0-0, and design/selection .• T ♦ 10 lb down and 2 lb up at 4-10-0, and 98 lb down and 44 lb up at 6-7-4 on bottom chord. The of such connection 10 \�(/ device(s) is the responsibility of others. front back .0 Q 11) In the LOAD CASE(S) section, loads applied to the face of1the truss are noted as (F) or (B). ,.•• OAD A Ilncrease=1.25 1 (balanced): Lumber Increase=1.25, Plate Roof Live Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-4=-70, 7-10=-10 r April 20,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411.7477 rev. OV1612015 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. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the M ��e�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 1 Job Truss Truss Type Oty Ply 28645-Draway, decca•Drawdy Res. T7005990 28645 B03G Hip Girder 1 1 Job Reference (optional) Casi Uoasi 1 russ, ron vierce, t-L. "J4s41J LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 2=-q(B) 3=-0(B) 6=-98(B) 5=-98(B) 13=-0(B) 14=-5(8) "" 5 Jul I I zu 1% m" tlR InUUSllltlS, 1114. pl cU Iv.vv.yv cv I v ro ID:6ufllEivlrSMX4SuJRHxe3zOpAb-05Xy7al24nOMz07ia/ XPVti;66' oNref N jHhzOogz WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. w Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the Welk'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss russ Type Qly P y 28645-Drawdy, Becca-Drawdy Res. T7005991 P'lo Valley II 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 2x4 i 2-0-0 7.530 s Jul 112014 MTek Industries, Inc. Mon Apr 2D 15:06:41 tut 5 Page i I D:6ufl I E IvirS MX4SuJ RHxe3zOpAb-hH4KKwmgr5W DbAa W hjSnc56AggOw6ljoC 10Gp7zOo gy Scale = 1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 I TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=55/2-0-0, 2=48/2-0-0, 3=7/2-0-0 Max Horz 1=25(LC 8) Max Uplift1=-2(LC 8). 2=-19(LC 8) Max Grav1=55(LC 1), 2=49(LC 13), 3=21(LC 3)1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about it's center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r a liveof 0 psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 5) This trusssbeenload designed fitn thebottom chord and members. ,�,v IN 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity bearing .......... E N,•• ee of surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. ``� , .•'�:i ` �. Cc•••, ei 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. N 68182 • * r p T QF r fit/ e�P'lip III fill FL Cert. 6634 _&), dl 2,0.2015 L WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the ri RiTeerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing; consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 oTruss TrussType City Ply tly,Becca-DrawdyRes. ' T7005992 FJobReference 28645 MV4 Valley 2 1 (optional) east uoasi i was, ron Tierce, M, saeno 2x4 4-0-0 I.V.]u a Jul I I tV IY rvil cn nluual Ioa, I w. rvi�l nyl ry ,.i..,v..., w,.. , o ID:6ufllElvlrSMX4SuJRHxe3zOpAb-hH4KKwmgr5WDbAaWhjSnc565DgMu6IjoC10 p7z0ogy 2x4 II 2 3 Scale = 1:13.0 I � LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' BCDL 5.0 Rep Stress Incr YES Code FBC2010/TPl2007 WB 0.00 (Matrix) Horz(TL) -0.00 3 n/a n/a Weight: 14lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1=129/4-0-0, 3=129/4-0-0 Max Harz 1=74(LC 5) Max Uplift1=-17(LC 8), 3=-23(LC 8) Max Grav1=129(LC 1), 3=135(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- I 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9,Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II.7473 rev. 02/16/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing; consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ,..to jj I I I I I I III,., aVIN VF ���• P,• ••N. l i N 68182 DSO T 4 IIIIIII 6904 Parke East Blvd. Tampa, FL 33610 MR lob Truss Truss Type Qty Ply 28645-Draway, e'ecca-Drawdy Res. T7005983 28645 V4 Valley 1 1 ' Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 2x4 4 7.530 s Jul 112014 MTek Industdes,.lnc. Mon Apr 20 15:06:472015 Page 1 ID:6ufllElvlrSMX4SuJRHxe3zOpAb-VRSbb rRRxHNJ5lg2zZBrMMBJ5QnW7ChbzTbinzOogs 4.0-0 2-0.0 3x4 = 2x4 Scale =1:7.8 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010ITP12007 CSI. TC 0.06 BC 0.12 WB 0.00 (Matrix) DEFL. in (loc) I/deft Lid Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS, (lb/size) 1=111/4-0-0, 3=111/4-0-0 Max Horz 1=-17(LC 6) Max Upliftl=-17(LC 8), 3=-17(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j jjj I 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 ,t ,-,� Qv I N V fit between the bottom chord and any other members. 7) Provide connection others) of truss to bearing capable of withstanding 100 lb uplift atjoint(s) 1, 3. `,e �P •. • • • •<� �i� G E N S •• mechanical (by plate "Semi design this truss. ,� ' .•'� •• V �•••. 8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and of + :• N 68182 T F . �• 4/ FL ,2015 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shovm Ft is for lateral support of Individual web members only, Additional temporary bracing to insure stability during construction is the responsibillity of the p erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingfabrication, quality control, storage, delivery, erection and bracingl consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 ParksBlvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply728W64R5-DrwFdy78ecca-Drawdy Res.T7005994 28645 Ve Valley 1 rence (optional) East Goast 1 russ, FOn Pierce, FL. 34946 7.531) S JUI 11 ZU14 mim Inaustnes, Inc. Mon A r ZU 17,u5:4/ Zu75 rage 7 ID:6uflIEIvIrSMX4SuJRHxa3z0pAb-VRSbb_rRRxHNJ51g2zZBr M7z5PHWtYhbzTbinz0ags r 4-0-0 8-D-0 4-0-0 4-0-0 Scale=1:15.5 4x4 = 2 4 2x4 i 1x4 II 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=126/8-0-0, 3=126/8-0-0, 4=290/8-0-0 Max Horz1=-42(LC 6) Max Upliftl=-25(LC 8), 3=-25(LC 8), 4=-33(LC 8) Max Gravl=127(LC 17), 3=127(LC 18), 4=290(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind:.ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 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) 1, 3, 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Jj WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev. OV1612015 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. QUIN ., .......... .... •4 �'► •v E S�:•• ,wit N 66182 '0 : �: X Z ?� T O F . Z � //11111111`' 6904 Parke East Blvd. Tampa, FL 33610 2015 � � 1 ob Truss Truss Type Qly Ply 28645-DrawGy, Becca-Drawdy Res. T7005995 28645 V12 Valley 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Mon Apr 20 16:06:42 2015 Page 1 ID:6uFll ElvirSMX4SuJRHxe3zOpAb-9TeiYGnJcPe4CK9jFQzO81eAv4dSrkkyRhmgMzzOogx 6-0-0 12-0-0 6-0.0 6-0.0 Scale = 1:21.9 44 = 3x4 i 1x4 4 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 1 TC 0.74 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.39 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCQL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 39 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=200/12-0-0, 3=200/12-0-0, 4=461/12-0-0 Max Harz 1=-67(LC 6) Max Upliftl=-40(LC 8), 3=-40(LC 8). 4=-52(LC 8) Max Gravl=203(LC 17), 3=203(LC 18). 4=461(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-363/77 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=O.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about Its center, 4) Gable requires continuous bottom chord bearing. 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 joints) 1, 3, 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING • Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02/16/2015 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing;' consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 761 N. Lee Street, Suite 312, Alexandria, VA 22314. °°p 1� 1 11111 N r �i �0P G E N i N 68182 r�•� T OF :•1ji '.gyp'• iffy SS; •... �. • �C? ��• 1#fA\_ °°°° I FL Cert. 6634 1 6904 Parke East Blvd. Tampa, FL 33610 4job ITruss ITruss Type I Qty I Ply 28645-Drawdy, eecca-[-[ T7005996 28645 1V16 East Coast Truss, Fort Pierce, FL. 34946 7-10-8 1 1 Job Reference (optic) 7.530 s Jul 112014 MiTek ID:6ufllElvlrSMX4SuJ RHxe3zOpAb-9Tei 1- 5-0-0 3 7-10-8 Scale = 1:27.6 4x4 = 3 3x4 i 9 8 7 6 3x4 1x4 II 1x4 II 3x4 = 1x4 II LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0' BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.35 BC 0.14 WB 0.07 (Matrix) DEFL. in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 (loc) Ildefl Ud n/a 999 n/a 999 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 58 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing De installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-0-0, (lb) - Max Horz 1=-92(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5', 9, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=265(LC 1), 9=357(LC 13), 6=357(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-309/116, 4-6=-309/116 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. tttttI1Iri, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O i N V,§, f1e� 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 ♦,♦�OP.�, . • • • •. i �� fit between the bottom chord and any other members. ♦ ' ,•'�Q E N 5+ •• �� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 9, 6. :♦ �. F•�•, �� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 68182 • �ft ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 02/16/2015 BEFORE USE. ea so i Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the MI1�pek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing; consult AN51/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sir bet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 7-10-8 r 4-3-0 7-10.8 4x4 = 4x4 = Scale = 1:32.9 3x4 i 10 9 8 7 3x4 1x4 II 1x4 II 5x5 = 1x4 II i 7-10-8 12-1-8 _ 20.0.0 _ 7-10-8 4-3-0 7-10-8 Plate Offsets (X Y)f8.0 2 8 0 3 O1 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.41 TCDL 15.0 Lumber Increase 1.25 BC 0.15 BCLL 0.0 Rep Stress Incr YES WB 0.08 BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 6 n/a n/a Weight: 75 lb FT = 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. (lb) - Max Horz 1=91(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 1, 6, 10, 7, 9, 8 Max Grav All reactions 250 lb or less atjoint(s) 1, 6 except 10=344(LC 13), 7=344(LC 14), 9=305(LC 17), 8=306(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) orlless except when shown. WEBS 2-10=-297/114, 5-7=-297/114, 3-9=-267/41,, 4-8=-267/41 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 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.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 10, 7, 9, 8. 9) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use only with M7ek connectors. This design Is bas6d only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. tttt111111//IIII ♦♦♦♦oPjav l N Vic( i N 68182 ti 1 p0 :• T O F 44/ f�i,��31p N A� � ��♦♦ FL Cert. 6634 6904 Parke East Blvd, Tampa, FL 33610 ,2015 V 1• • o Truss Tfuss ype` Qty P y 28645•Draway, eecca•Drawdy Res. LL T7005998 (�8645 V24 GABLE 1 1 II � Job Reference (optional) ca51 cuasr t russ, run rierue, row- ..,...._ ._.__.._ _-.- . -a- . I D:6ufIlElvIrSMX4SuJRHxe3zOpAbSsmTzypZ80voSe15Mr0U Ejke6tOgJewFu?FxaSzOogv r 7-10-8 18-1-8 240-0 _, r 7-10-B e-3-o 7-1o•e Scale = 1:39.4 04 =I 1x4 II 04 = 3 13 4 14 5 3x4 i 12 11 10 9 8 3x4 1x4 II 1X4 I 5x5 = 1x4 II 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) n/a rile 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC201 OrTP12007 (Matrix) Weight: 92 lb FT = 0% 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 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 24-0-0. (lb) - Max Horz 1=91(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 10, 11, 12, 9, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=372(LC 17), 11=273(LC 1), 12=349(LC 13), 9=273(LC 1), 8=349(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-10=-331/82, 2-12=-301/115, 6-8=-301/115 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 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.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 10, 11, 12, 9, 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,, Qv 1 N �,` • .. N 68182 r T OF r Q '• FL CerL 6634 April 20,2015 &WARNING - Verily desfgn paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612016 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the {� iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 4 Job Truss Trussaype Qty Ply 28645-Drawdy, 6ecca-Drawdy Res. T7005999 28645 V28 GABLE 1 1 Job Reference (optional) casr coast i ru-, r— rmrc., r�. aqa ID:6ufIIElvIrSMXZu`JRHxie3zOpAb-Z2KrAipBvKlf3nlHwYXjmxGkAHj124Q07f yuz0ogu i 3-2-0 7-10-8 20-1.8 24-10-0 28.0.0 2 3--0 4-8-8 12-3.0 4-8-8 3-2.0 4x4 = 3 1x4 II 15 4 16 44 = Scale = 1:40.2 q A i 3x4 � 14 13 �, 12 11 10 9 8 3x4 � 1x4 II 1x4 I 3x4 = 1x4 II 3x4 = 1x4 II 1x4 II 320 2180 r __-- 320 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 j BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 7 n/a n/a BCpL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 102 lb FT = 0% 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation -guide. REACTIONS. All bearings 28-0-0. (lb) - Max Horz 1=94(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 1, 11, 13, 9 except 14=-100(LC 8), 8=-100(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 11=556(LC 17), 13=391(LC 1), 9=391(LC 1), 14=365(LC 13), 8=365(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) orliess except when shown. WEBS 4-11=-494/125, 3-13=-334/68, 5-9=-334/68, 2-14=-327/125, 6-8=-327/125 NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage event water " 4) Plates checked for plus or m minus 0 degree rotation about Its center. 5) Gable requires continuous bottom chord bearing. ��``Qv I N ,,- 0� S% • V��� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O�• •. �� ' •• C, EN 8 ' • �, •••• • been designed for live load 20.Opsf the bottom in where a rectangle 3-6-0 tall by 2-0-0 wide will ; V F �� 7) This truss has a of on chord all areas fit between the bottom chord and any other members. • :• N 68182s) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint1, 11, 13, 9 except = * � � � � Qt=lb) 14=100, 8=100. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, r .. s T F FL Cert. 6634 April20,2015 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ta k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply=JobReference dy, Becca-Drawdy Res. T7006000 28645 V32 GABLE 1 (optional) has% L;Oast fNss, Fort Pierce, FL. 34946 7.b3U S JUI 11 ZU14 Mil eK mousines, Inc. Man Apr Lu l0:ub:4o zul a Ya e l ID:6ufllElvlrSMX4SuJRHxe3zOpAb-1FuDNegpgd9WhxSUUG2yJ8p_Hh49nYaYMJk VKzOogt 7-10.8 24-1-8 32-0-0 7.10-8 16-3-0 7-10-8 Scale = 1:53.0 4e 1x4 II 1x4 II 3x4 = 1x4 II 4x8 = 6.00 12 3 4 5 620 21 7 8 9 10 1x4 II 1x4 II 2 11 1 12 3x4 19 18 17 16 15 14 13 3x4 1x4 I 1x4 II 5x5 = 1x4 II 5x5 = 1x4 II 1x4 II LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 12 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 PLATES GRIP MT20 2441190 Weight: 125 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 32-0-0. (lb) - Max Harz 1=97(LC 7) Max Uplift Ali uplift 100 lb or less atjoint(s) 1, 12, 16, 17, 18, 19, 15, 14,13 Max Grav All reactions 250lb orless atjoint(s) 1, 12 except 16=314(LC 1), 17=337(LC 18), 18=301(LC 17), 19=355(LC 13), 15=337(LC 17), 14=301(LC 18), 13=354(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-16=-274/72, 5-17=-297/83, 4-18=-263/44, 2-19=-306/114, 8-15=-297/83, 9-14=-263/44, 11-13=-306/114 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) Gable requires continuous bottom chord bearing. 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.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 12, 16, 17, 18, 19, 15, 14, 13. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is th'e responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing; consult ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. °°°Qv I N' N 68182 to + 4f 6904 Parke East Blvd. Tampa, FL 33610 5 I Symbols PLATE LOCATION AND ORIENTATION 3/a Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1�1 G Ulm For 4 x 2 orientation, locate plates 0-'Al' from outside edge of truss. This symbol indicates the required direction of slots in. connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by -symbol -shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. - BEARING Indicates location where bearings ,Ono (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing 8, Bracing of Metal Plate r, Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 BOTTOM CHORDS 8 7 3 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 General Safety Nos, Failure to Follow Could Cause Propert Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I p bracing should be considered. O 3. Never exceed the design loading shown and never In IIIIIIII = U stack materials on inadequately braced trusses. a_ O 4. Provide copies of this truss design to the building � designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to -or better than that _ specified. - -- - 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. © 2012 MTek® All Rights Reserved mm M1 0 MiTek e MTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIAPI 1 Quarity Criteria.