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HomeMy WebLinkAboutTruss® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 25641 - ###25641 - Mel-Ry Eames Res. MiTek USA, Inc. Site Information:69% Parke East Blvd. Customer Info: Mel-Ry Project Name: Eames Res Model: na Tampa, FL 33610-4115 Lot/Block: na Subdivision: Nettles Island Address: 992 Nettles Blvd City: Jensen Beach State: St. Lucie County/FI Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual truss Design Drawings Show Specia, Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.4 Wind Code: ASCE 7-10 Wind S eed: 170 m h Floor Load: N/A sf P P P Roof Load: 45.0 psf This includes 38 individual, dated Truss Design Drawings and 0 Additional D in package With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer a d this index sheet conforms to 61G16-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. 1SeaI# Truss Name Date I No. Seal# ITruss Name Date 1 IT4993700 —CA 8/22/013 118 T4993717 —EJB5 8/22/013 12 IT4903701 I-CJ3A 18/22/013119 IT4993718 I"HRA 18/22/0131 3 IT4903702 I —CJ3A2 8/ 20 T4993719 —HJA1 22 013 4 IT4993703 --CJ5A J 8/22/013 21 T4993720 1AIG 8/22/013 5 IT4993704 I ^-GJ5A2 8/22/013 22 T4993721 1A2 8/22/013 6 IT4993705 I—CJIB2 8/22/013 23 T4993722 A3 8/22/013 7 IT4993706 —CJB6 812 13 24 IT4993723 I A4 8/22/01 8 IT4993707 I —CJ67 8/22/013 25 T4993724 IA5 8/22/013 9 IT4993708 I --CJB8 8/22/013 126 IT4993725 IA6 8/22/013 10 IT4993709 —EJ1 8122/ 13 127 IT4993726 A7 8/22/ 1 Ill IT4993710 —EJ2 8! 2/013 28 T4993727 IA8 18/22/013 112 I T4993711 I --EJ7A 18/22/013 129 I T4993728 I A9 18/22/013 1 13 IT4993712 —EJAG 8/22/013 130 T4993729 1A10 8/22/013 14 IT4993713 I —EJB1G 8/22/ 13 131 T4993730 1A11 8/22/013 15 IT4993714 —EJB2G IMM13132 IT4993731.. IA12 18rM013 16 IT4993715 -EJB3 18/22/013 133 1 T4993732 I Al3G 8 17 IT499371A —EJ84 8/22/013 134 IT4993733 iBIG 8/22/013 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 Florida is February 28, 2015. 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. j1t1 a 111111 00-- jjt.t {/-' �' No 68-1 r ', STATE OF Ft Cert. 6634 August 22,2013 Velez, Joaquin 1 of 2 �J RE: 25641 - ###25641 - Mel-Ry Eames Res. Site Information: Customer Info: Mel-Ry Project Name: Eames Res Model: na Lot/Block: na Subdivision: Nettles Island Address: 992 Nettles Blvd City: Jensen Beach State: St. Lucie County/FI No. Seal# ITruss Name Date 35 IT4993734 I B2G 8/22/013 �36 IT4993735 I B3G 8/22/013 37 IT4993736 I B4 1 8/22/013 1 �38 IT4993737 J B5 1 8/22/013 1 2 of 2 Job Truss Truss Type Qty Ply ##925841 - Me]-Ry Eames Res. T4993700 25641 -CJ1 Jack -Open 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 Mrrek Industries, Inc. Thu Aug 22 09:35:11 2013 Page 1 ID:IV PgQdbcryi9STbH_2U?c7ylxH4-7agB FcoSTB POvePUGYSq WN3S EtfpjdF?Le3U7jylLj 1.0-o 1-0•0 4.00 12 Scale = 1:6.2 2 1 n' d � N d d W — 3 0.11.4 lrao OffsetsPlate LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.01 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 3 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. 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=75/Mechanical, 2=18/Mechanical Max Horz1=24(LC 8) Max Upliftl=-35(LC 8). 2=-13(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; End., 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) 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 fit een Chord andmbers. irV1����,,, 5) Refer to g �der(s) for truss connections. ,',100I N 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. ,,� OP. ......... 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. GE N •• �i� ,� , ,•'� 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `� •' �. F•'•, LOAD CASE(S) Standard * N 68182 .• T OF :0••. 1 V\ P� '� rrriin�t�►��� FL Cert. 6634 August WBRNRdG - Veri ftf design paramefefs and RE4 A'07ES OAF THIS ARD INCLUDED M7EICREFEREATCE PAGEhill-7473 AEFORE 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 responsibllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTeW 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 of able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 314.. Tampa, FL 33610-4115 IfSouthern:PinetSPIlumber isspetified,-thede ion values are those effetiive06101f2013byALSC )13 Jack -Open I I 1 125641 . East Coast Truss, Fun Pierce, FL. 34946 1 I Me4Ry Eames Res. \ 1 3 im Id IC4 2x4 = Q° o° Q" 2.00 12 o° 5 7x6 X-9 e o 3-0-0 a&D 1-3-0 21-3 a T4993701 Scale = 1:9.6 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCDL 15.0 Lumber Increase 1.25 TC 0.21 BC 0.07 Vert(LL) -0.00 Vert(TL) -0.00 5 >999 240 • 5 >999 MT20 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 180 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. 'EBS 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 (lb/size) 3=5/Mechanical 5=24710-8-0 (min 0 1 8 4-13 Installation guide. 14ax Horz5=72(LC 8) ) - /Mechamcal Uplift3=19(LC 5), 5=234(LC 8) -qv3=23(LC 6), 5=247(LC 1), 4=25(LC 3) 'rMaxx.. Ten. - All forces 250 (lb) or less except when shown. ,second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; ctional); cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.60 \cotation about its center. \ M chord live load nonconcurrent with any other live loads. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1111, N i N 68182 -0 : 3 T OF : 4 'ss • �N ALE•``♦• � nin�►rrrrr FL Cert. 6634 August 22, e capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) •qs used in the analysis and design of this truss. not pa rt of this component design) is always required. 'AWED NTEICREPPA13 sTGE PAGE Iffl-7473 BEFORE USE. ■ ,,ters shown, and Is for an individual building component. ' 6blity of building designer- not truss designer. Bracing shown HVaek' to Insure stability during construction is the responsibility of the Mew the building designer. For general guidance regarding Will Quality Oil OS8.69 and SCSI Building Component 6904 Parke East Blvd. rxa ndria, VA12314.. Tampa, FL 3361 G-4115 ,a..Uenr: ��/�Al2t.,.atcr 013 i Job Truss Truss Type Qty Ply 002,1641 - Mel-Ry Eames Res. T4993702 25641 -CJ3A2 Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:11 2013 Page 1 ID: NPgQdbcryi9STbH_2U7c7yixH4-7agBFcoSTBPOvePUGYSgWN3Putc7jdm?Lc3U7jylLj 2-1-1 0-101 0- 2 Scale = 1:9.6 3 4 4.00 12 2 b � N d I� dI 7 Id Q° 6 Q° 5x6 = Q° 2.00 12 Qo 3x4 2-1-1 2-11-4 Plate Offsets17Q-1-12.0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.01 7-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.01 7-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC201011-P12007 (Matrix-M) Weight: 10lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2x4 SP No.3 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 guide. REACTIONS (lb/size) 1=130/0-8-0 (min. 0-1-8), 3=125/Mechanical, 6=12/Mechanical Max Horz 1=74(LC 8) Max Upliftl=-55(LC 8), 3=-96(LC 8) Max Gravl=130(LC 1), 3=125(LC 1), 6=23(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=oft; Cat. 11; Exp D; 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) 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 11111." ,`tit111 fit between the bottom chord and any other members. � QUI N V ' 4P 6) Refer to girder(s) for truss to truss connections. ,� P.��,.•••.. � �j 6) Bearing atjoint(s) 1 considers to value using ANSI/TPI 1 angle to formula. Building designer should verify capacity E N parallel grain grain 4* ,� �• �C' of bearing surface. ♦♦ = F • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. ♦ �. N 68182 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. + * 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. •+ LOAD CASE(S) Standard ^d r � T OF • �� ' IIr� n 1►r1��� FL Cert. 6634 August 22, A ➢7ARN94G - Verify design parameters and READ NOTES ON 2WIS AND INCLt DED WTEKREFERENCE PAGE 1617473 BEFORE USE. Design valid for use onlywith MiTek connectors. This design is based any upon parametersshown, and Is for an individual building component. �F Applicability of design parameters and proper incorporation of component is responsibility of buflding designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction B the responsibilllty of the Mewerector. 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 ANSIITPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1fSouthernPine�SPlumber isspecified,the desirn .values ere thuseeffective, VA D13 Job TruSS Truss Type Qty, Ply ###25641 - Mel-Ry Eames Res. T4993703 25641 -CJSA Jack -Open t 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:12 2013 Page 1 ID: NPgQdbcryi9STbH_2U7c7yLxH4-bnEZTyp4DUXFXq�gFz33b.Z5GyVS2GBaGp1 99yIL 5-0to 1.8.0 3-3-4 O-D 2 Scale = 1:13.3 3 4 4.00 12 N 2 5 1 , 2x4 �• 2.00 12 Q, 7 7x6 1-0-0 4-11-4 0 Plate Offsets (X)oi 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC201OrrP12007 (Matrix-M) Weight: 16 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 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 guide. REACTIONS (lb/size) 7=318/0-8-0 (min. 0-1-8), 3=94/Mechanical, 6=35/Mechanical Max Horz7=123(LC 8) Max Uplift7=-255(LC 8), 3=-91(LC 8) Max Grav7=318(LC 1), 3=94(LC 13), 6=71(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=304/267 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; 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) 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 ,`,�+t►11111 where a rectangle 3-6-0 tall by 2-0-0 wide will � Qv j N OF I -le fit between the bottom chord and any other members. S OP. •.. `,••.• �i� '\ 5) Refer to girder(s) for truss to truss connections. ,% , .•Ci E S 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) ` F 7=255. 4 N 68f82 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •' * 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. +' ; LOAD CASE(S) Standard CC •• T IF 0* • ,o P ; �� ,� S, .•• gyp., ,�� 1/1111111i�� FL Cert. 6634 August 22, WARNING - Ver(fy des;Wri Parameters and READ MOMS ONWIS &ND 1%CLUDED IQ15 EICREFERENCE PIGS IGI 7473 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. Applicabirity, 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 MOWerector. 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 AN51/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Solely Inlormatlon vai able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, F133810-4115 JfSouiha nPine75p lumberisspecified,.thedesio v3lueserethoseefiettave46 13112013byAL5C )13 Job TNSS Truss Type Qty Ply #q#25641 - Mel-Ry Eames Res. T4993704 25641 -CJSA2 Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 M7ek Industries, Inc. Thu Aug 22 09:35:12 2013 Page 1 ID:IVPgQdbcryi9STbH_2U?c7ylxH4-bnEZTyp4DUXFXo_ggFz33bcUBGtfS3s8aGp1 g9yIL' 0 4-1-1 0-10.3 0- 2 Scale = 1:12.9 3 4 1x4 2 4.00 12 I I, 1 7 V 6 Sx5 — Qo Qe 2.00 12 3x4 4-1-1 4-11-4 5 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.07 7-10 >863 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.09 7-10 >633 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 16lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD 2x4 SP No.3 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 guide. REACTIONS (lb/size) 1=222/0-8-0 (min. 0-1-8), 3=213/Mechanical, 6=12/Mechanical Max Harz 1=123(LC 8) Max Upliftl=-98(LC 8), 3=152(LC 8) Max Gravl=222(LC 1), 3=213(LC 1), 6=23(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=355/212 BOT CHORD 1-7=-291/372 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; 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. Thisss has been designed for 10.0 psf bottom chord l ve load nt with any ve loads. 1 jV This rin �av truss has been designed fora live load of 20: psf on the bottom chord 4) all areas where allrectangle 3-6-0 tall by 2-0-0 wide will ,�I N F� fit between the bottom chord and any other members.P.•• •... e� �� 5) Refer to girder(s) for truss to truss connections. Ci E N 3 •• `� �ji ��� ,O •• 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ♦ F•••, i of bearing surface.10 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) Z N 68182 * ' •• 3=152. ► 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. -p ; j T Q F i LOAD CASE(S) Standard •' ��� Q: 10 S O N AL � . %% FL Cert. 6634 August 22, 013 WARNMG • Venfy des/yn jp ramefzrs asld READ NOTES ON IRIS AND INCLUDED A IFAREPERENCB PAGE MI.7473 BEFORE USE. Design valid for use only with Mirek 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 responsibJGty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mew 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 vol able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Jf Southern.Fine�SF� lumber isspeciiied, the design values are those effective 06 01/2013 byALSC - Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply #025641 - Mel-Ry Eames Res. T4993705 25641 -CJB2 Jack -Open 2 1 Job Reference (optional) East Coast Truss, Fart Pierce, FL. 34946 7.430 s Jul 25 2013 Mrrek Industries, Inc. Thu Aug 22 09:35:13 2013 Page 1 ID: NPgQdbciyi9STbH_2U?c7y[xH4.4zoyg]pi_of68xZtNzUlco8iNgLuBVllowZbCbylL 3- 1-8-0 1-B-4 0-1- Scale = 1:10.5 3 4 4.00 12 2 N 5 1 � IbIb 2x4 = 0' Q• Q 2.00 12 7 7x6 1-0.0 1-8-0 3-5.4 Plate Offsets (X)ON 1700-3-0.0-5-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010iTPI2007 (Matrix-M) Weight: 12 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 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 uide. REACTIONS (lb/size) 7=256/0-8-0 (min. 0-1-8), 3=35/Mechanical, 6=21/Mechanical Max Horz7=86(LC 8) Max Uplift7=-230(LC 8), 3=-37(LC 8) Max Grav7=256(LC 1), 3=45(LC 13), 6=41(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat, ll; Exp D; 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) This hss 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 fit between the bottom chord and any other members. �� Qv j N U /e F� 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding ,� P• •.. i, 100 lb uplift at joint(s) 3 except Qt=lb) C N S '• �� �j� 7=230. ♦ems. ,� ••'� ♦ F•••• 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 68182 A) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,♦. LOAD CASE(S) Standard = T OF • �/' 000 N q, '�:�C� 1. FL Cert. 66.34 August 22, WAPJ fh7G - Verify design paranwter3 and REBD 1d0TES ONT HIS AM INCLUDED b f=REFERE.4iCE PAGE tffiI.7473 BEFORE USE, ■■■■ Design valid for use only with M7ek 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 balding 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 ��T@k• 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 QuaOty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information valable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. Tampa, FL 33810-4115 1f5authernPine�Splumber isspecified, the designvalues are thoseeffective 46 01/2O13byALSC 013 Job Truss Truss Type Qty Ply ###25641 - Mel-Ry Eames Res. T4993706 25641 -CJB6 JACK -OPEN 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:13 2013 Page 1 ID:NPgQdbcryi9STbH_2U?c7ylxH4-4zoyglpi_of68xZtNzUlcoBkYgHSBWIIowZbCby1 i i -2-3-1 1-8-15 2-3-1 1-8-15 Scale = 1:11.4 3 4.00 12 3x4 2 1 2x4 = 7 5 3x4 = �p�-p._� 2x4 �ff� 4 -0.6-3 1- 1-8-15 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -6.02 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 15 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-8-15 oc 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 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical. (lb)- MaxHorz6=101(LC5) Max Uplift All uplift 100 lb or less at joints) 3, 4 except 6=-147(LC 8), 7=122(LC 8) Max Grav All reactions 250 lb or less at joint(s) 6, 3, 4, 7 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=350/299 BOT CHORD 1-7=339/412 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; 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. i ,,,�{11111 , 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. +,� Qv 1 N V[��� I>f 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 ,,0 .......`�j fit between the bottom chord and any other members. so ,• %G E N S .'• ♦� 5) Refer to girder(s) for truss to truss connections. ♦ F••-, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) N 68182 6=147, 7=122. "Semi 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. cc Z •' •� LOAD CASE(S) Standard i 3 T O F : 00 40 N AL E �.•�`• �ttiinn►l'' FL Cert. 6634 August 22, 013 WARIV4a - Vert, ffj deslyn paramefers -qd READ MOMS ON Tfi7S 9 ND INCLUDED MTEKREPEREMB PAGE 1&1.7473 BEFORE USE. • Design varid 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 R A'Tel.• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MVO 9 K fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 89D4 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1f So uthem.Pine�SPlumber is specified, the design values are those -effective 46, .01f2013 byALSC Tampa, FL 33810.4115 Job Truss Truss Type Qty, Ply ##N25641 - Mel-Ry Eames Res. T4993707 25641 -CJB7 Jack -Open t 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:14 2013 Page 1 ID:IVPgQdbcryi9STbH_2U?c7ylxH4-Y9MKuegKl6nzm583xgOXBOhxW4f7wz R1al8k2ylLj 2-t ae 2-11 Scale = 1:11.3 4.0D 12 2 3 i , N 1 n' i 5 6 4 3x6 ll 2-10.8 Offsets-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.01 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 9lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc pudins, except BOT CHORD 2x4 SP No.3 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 uide. REACTIONS (lb/size) 6=117/0-6-8 (min. 0-1-8), 2=89/Mechanical, 5=36/Mechanical Max Horz6=94(LC 8) Max Uplift6=-39(LC 8), 2=88(LC 8), 6=8(LC 8) Max Grav6=117(LC 1), 2=89(LC 1), 5=58(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; 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) 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 ♦♦♦� Qv � N f� F fit between the bottom chord and any other members. ♦ ,cam ♦� 04. • • • • • • ' �` 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, 2, 5. ♦ �. �` 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i N( 68182 lo 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. * LOAD CASE(S) Standard i �� O,. ♦ ♦� ,��''sS � E� ;C� �♦ N AL rrnnnl�� FL Cert. 6634 August 22, i W8RNI7YG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI-7473 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 any. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Quany Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Jf Sauthe rn pine�SP .l umber i>specified, th a design.tralues ;re thaw eft ective 4541f 2043 by AL4i Tampa, FL 33810.4115 )13 Job Truss Truss Type Qty, Ply ###25641 - Mel-Ry Eames Res. T4993708 25641 ^CJB8 Jack -Open 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:14 2013 Page 1 ID:IVPgQdbcryi9STbH_2U7c7ylxH4-Y9MKuegKl6nzm5B3xgOX80hvA4eHwz_R1 al8k2ylLj 2-0.0 2-0-0 Scats = 1:7.9 2 4.00 12 's. r, 1 d n' � rt i r � u � 3 2x4 = Provide bearing connection(s) to resist horizontal reaction(s) shown. 1-10-8 ao LOADING (psi) 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) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.01 3 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: B lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=179/Mechanlcal, 3=0/Mechanical Max Horz2=-303(LC 8), 3=351(LC 8) Max Uplift2=-203(LC 8) Max Grav2=179(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=358/320 BOT CHORD 1-3=280/351 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ',,��11111 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 � Qv j jv I� `,� fit between the bottom chord and any other members. ,,� �Q.••,....., I� 5) Refer to girder(s) for truss to truss connections. �, E IV i S ♦� ' ,• .'• , 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ql=lb) 2=203. ♦ F•••• .� 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. o N 68182 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. + * LOAD CASE(S) Standard =_ cc T OF '. �O• N S. tttinn►%t FL Cert. 66.34 August 22, 013 WARRING - Ve, i design parmnd. and READ MOTES ON 7THS AND INMEMED =Eft REFERENCE PAGE 112117473 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 siabifity, during construction B the responsibility of the MiTek' 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. lfSnuthernPine�SR.lum6eris=pecified,•thede_io values are those eifectiveO6 01/2013byAL.SC Tampa, FL 33610-4115 Job T(USS Truss Type Qty Ply ##N25641 - Mel-Ry Eames Res. I25641 ^EJ1- Jack -Open I 3 1 1 ___ Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 15:12:03 2013 Page 1 ID:IVPgQdbcryi9STbH_2 U7c7ylxH4-FpXt2Oci WPOWh7jBoq RI CBBXGS_S Rtx15B BOXCyI Gnw 1-0-0 2x4 = Provide bearing connection(s) to resist horizontal reaction(s) shown. Scale = 1:6.0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.07 BC 0.04 WB 0.00 (Matrix-M) DEFL in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) 0.00 (loc) I/deft L/d 6 n/r 120 6 n1r 120 n/a n/a PLATES GRIP MT20 244/190 Weight: 3lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=0/Mechanical, 2=89/Mechanical Max Horz 3=139(LC 8), 2=115(LC 8) Max Uplift 2=-101(LC 8) Max Grav 2=89(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; 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) 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 fit between the bottom chord and any other members. t1�� `�.��{111111 N 5) Refer to girderfor truss to truss connections. %s) `%4v I VF �� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 2. "Semi ��Q•4 ' •• �� �o 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional bracing for truss this design) is ,®` ,� ,•', G E N S •• �. F•'•• permanent and stability system (not part of component always required. LOADCASE(S) Standard ve N 68182 T ���45 N AL E���`• �tlill{i{�� FL Cert. 6634 August 22,2013 WAPMM - 0e V9 design parameters and READ NOTES ON THIS AND INCLUDED MTE REFER&WE PAGE MII.7473 BEFORE USE, Design valid for use only with MTt. ek 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 trumclesigner. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllity, of the MiTek* 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 CrBerta, DSB-89 and BCSI Building Component Parke 8904 Parke East Blvd. - Safety Information Oval able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA g2314., if South arn.Pine t5P .lumber isSDecified, thede_izn value3 are those effective05I,01/20a3 byALSC Tempe, 33610assBlvd. Job Truss Truss Type Qty Ply *025641 - Mel-Ry Eames Res. T4993710 25641 -EJ2 Jack -Open 3 1 Jab Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 Mrrek Industries, Inc. Thu Aug 22 09:35:16 2013 Page 1 ID:IVPgQd bcryi9STbH_2U 7c7ylxH4-OMwiS_ry W PvgOFj FVOXmhDE7pU 7CfQ Eb GE2 hGUylLj 2-0-5 2-0-5 Scale = 1:7.9 4.00 12 2 M 1 v n N d c5 d = Ae 3 2x4 X �D Q° US I i 1-8-0 OffsetsPlate -3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP]2007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-5 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=21Mechanical, 3=-5/Mechanical, 1=180/0-8-0 (min. 0-1-8) Max Horz1=48(LC 8) Max Uplift2=-9(LC 5), 3=-6(LC 15), 1=-187(LC 8) Max Grav2=6(LC 6), 1=180(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1511; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; 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) This truss has been designed fora 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 j1111 111111'r, fit between the bottom chord and any other members. ,V ♦ 0 QU 1 N V 5) Refer to girder(s) for truss to truss connections. � OQ. �.+.... ��� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except at=lb) ,� , ,+'� G (� .'• S 1=187. ♦ V CC•'•, 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. �. 68182 �•: 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. * :• LOAD CASE(S) Standard T OF Z �NALE,�%% FL Cert. 6634 August 22, 1 =WARftrIPlG • Veri/g design parameters and Rf'.9D NOfiES OMTHIS AM INUUDED WrEK R&FEMNCE PAGE101-747 3 BJ FORB USE, ■■• Design valid for use only with Mffek 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 responsibillity of the WOWerector. 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/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 338103115 1f5uuthernPine�SP lumber isspecified,thedesio values are thoseeffestiveO6 01/2013byALSC )13 Job Truss Truss Type Qty Ply ###25641 - McFRy Eames Res. T4993711 25641 -EJ7A Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r 1-6-0 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:15 2013 Page 1 I D:IVPgQdbcryi9STbH_2U?c7ylxH4-OMwi5_ryW PvgOFj FVOXmh DE2gUyyfO CbGE2hGUyILj 7-ao 1-8-0 5-4-0 Scale = 1:16.2 3 4.00 12 m 4 2 1 d d d d 2x4 = 6• 2.00 12 A 6• 5 7x6 - 0 6-11-4 7-1 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.09 4-5 >713 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 22 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 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 uide. REACTIONS (Ib/size) 3=154/Mechanical, 5=421/0-8-0 (min. 0-1-8), 4=50/Mechanical Max Horz5=170(LC 8) Max Uplift3=-140(LC 8), 5=-302(LC 8) Max Grav3=154(LC 1), 5=421(LC 1), 4=94(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. BOT CHORD 1-5=-199/252 WEBS 2-5=448/437 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; End., 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) 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 fit between the bottom chord and any other members. where a rectangle 3-6-0 tall by 2-0-0 wide will ,,� Op.� • .. • • �j G E N 5) Refer to girder(s) for truss to truss connections. ,1 , •• ♦ •' �. F•••• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 3=140. . N( 68182 5=302. * :• 7) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. �• 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard T F (V 01 N FL Cert. 6634 August 22, WARMM - Verify design pararrrePers and READ NOTES ON THIS AND INCLUDED Z=M7KREFERENM PAGB DYI.7473 BEFORE USE. Design valid for use only with Mrek 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 responsibllity of the MiTek• 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 vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312. AlexandriaVA 2374. Tampa, FL 33810.4115 1f5outhernPine�SPIumberissperified,the desirn values ere those effective;05 01/2013byAL51C D13 Job Truss Truss Type Qty, Ply ###25641 - McFRy Eames Res. T4993772 25641 -EJAG Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:15 2013 Page 1 ID:IVPgQdbcryi9STbH_2U?c7ylxH4-OMwi5 ryWPvgOFjFVOXmhDEBAUOYfQEbGE2hGUyILj r all Scale = 1:9.6 2 3.46 12 t o d 2x4 3x6 ll r 1-1-7 1-6-1 i 3-6-0 i Plate slliO-3-9.0-0-101,1liO-1-3.1-5-111 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 B >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=54/Mechanical, 3=26/Mechanical, 1=229/0-9-4 (min. 0-1-8) Max Horz 1=73(LC 8) Max Uplift2=-50(LC 8), 3=-11(LC 8), 1=109(LC 8) Max Grav2=54(LC 1), 3=34(LC 3), 1=229(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; 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) 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 fit between the bottom chord and any other members. ,,j11111111111. `�� Qv I N V I-1s FZ 5) Refer to girder(s) for truss to truss connections. ,� P �. • ..I- 6) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 lb uplift at joint(s) 2, 3 except (jt=lb) G E N . S �� plate 1=109. ,�� ,O �•'` ♦ V 4�- �••, 7) "Semi -rigid pitchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. o N 68182 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. = * LOAD CASE(S) Standard cc Z T OF 0:; 0��.,� � rltn11111�� FL Cert. 66.34 August 22, WARNThG • Beaty design parameters and READ NOTES ON THIS AND INCLUDED M7MKREFERE%CE PAGL701.7473 BEFORE USE, Design valid for use only with Mnek 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 responsblity of bu0ding 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 responsibllty of the MiTek' 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/TPIT Quality Criteria, DSB-89 and BCSI Building Component 8904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314.. Tempe, FL 3 East Blvd. 1 f uthern:pine�SP� lumber isspecified, the designuslvesare tho- effective06, 01f2013byAL1iC )13 Job Truss City Ply - Mel-Ry Eames Res. 7RoofSpeyclal T4993713 7Jobrence 25641 -EJB1 G Girder 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 M7ek Industries, Inc. Thu Aug 22 09:35:16 2013 Page 1 ID:IVPgQdbaryi9STbH_2U7c7ylxH4-UYU4JKsbHj1 h?PIS352?DRmHvuLlOsEWunFpwylL i 1-10-0 3-11-10 6-7-2 1-10-4 2-1-6 2-7-8 1x4 II Seale = 1:14.5 4 5 3.46 12 3x4 % 3 � N 6 N 2 1 _ 3x6 d d 1x4 II Q° 2x4 = 1.73 12 A° 8 6x6 = 1-1-10 1-10-0 3-11-10 6-6-6 672 Plate LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.26 TC 0.19 Vert(LL) 0.01 7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 26 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 uide. REACTIONS (lb/size) 5=-251/Mechanical, 8=340/0-8-9 (min. 0-1-8), 6=426/Mechanical Max Horz8=138(LC 8) Max Uplift5=-251(LC 1), 8=-271(LC 8), 6=-283(LC 8) Max Grav5=170(LC 8), 8=340(LC 1), 6=426(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=251/211, 4-6=-376/270 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; 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) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 1111/1.,1, 11111111 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 `,� Qv I N fit between the bottom chord and any other members. ' ,t ' �� �i� 5) Refer to girder(s) for truss to truss connections. ,O ,•" Ci E N S • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) 5=251, ♦ •' �- F•'•, 8=271, 6=283. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ti N 68182 * •' 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 lb down and 71 lb up at 3-11-10j. • and 19 lb down and 71 lb up at 3-11-10 on top chord, and 1 lb down and 14 lb up at 3-11-10, and 1 lb down and 14 lb up at 3-11-10 A - bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �} :• T 0 F 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). d . (V •� do p.•��: LOAD CASE(S) Standard ��� • �.•'`• N ��! ss• ' • • �` 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ` Uniform Loads (pit) Vert: 1-5=70, 8-9=-20, 6-8=-20 �If1111111111 Concentrated Loads (Ib) Vert:3=70(F=35, B=35) 7=-1(F=-1, B=-1) FL Cert. 6634 August 22, I WBPJMG • Verify design parami&eis cad RE3D .NOTES ON MS AM INCLUDED WTEFCREFERE£ICB PAGE 11271-7473 BEFORE USE, ■■■' Design valid for use only with M7ek 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 MiTek• 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Informa8on vat able from Truss Plate Institute. 781 N. Lee S}reet. Suite 312, Alexandria, VA 2314.. Tampa, FL 33810-4115 ifSnis ern.PineISP�.lumberisspecified,thadesignvetuesarethoseeffective08,.01f2023byALSC )13 Job Truss Truss Type Qty Ply ##02s841 - Mel-Ry Eames Res. T4993714 25641 -EJB2G Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 is Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:36:16 2013 Page 1 ID:IVPgQdbcryi9STbH_2U?c7ylxH4-UYU4JKsbHj1 h?PIS352?DRmG7uKvOsOkVunFpwylL 3- 5-5-5 -3- 2.10 1-7-9 3x4 I I Scale = 1:17.5 5 14 3x4 3.86 12 4 3x4 3 n N 01 2 I d 1 9 8 6. 5x5 = 4x8 = US = 2x4 = 0.52 Lt2 10 1.93 2 1 6x6 = 1-0.5 1-8-5 3.8-15 5-5-5 7-2-13 7- 9 Plate Offsets (X.Y)7 0- -18*0-2-12.0-2-41,110,0-4-8.0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.02 9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.02 9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 33lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 6-7. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 10=377/0-8-0 (min. 0-1-8), 7=513/Mechanical, 5=-186/Mechanical Max Harz 10=173(LC 8) Max Uplift10=275(LC 8), 7=-320(LC 8), 5=186(1_C 1) Max Grav I O=377(LC 1), 7=513(LC 1), 5=77(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-10=-297/238, 5-7=254/138, 4-7=-262/186 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; End., 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1♦� I N P(v 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 ♦ c� ♦ fit between the bottom chord and any other members. Ci EW' • `C1 ��� `♦♦ '� ,•'� S 5) Refer to girder(s) for truss to truss connections. ♦ _•' V F•••, 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100lb uplift atjoint(s) except (jt=lb) 10=27.. ':7) 7=320, 5=186. *4"b82 "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated lead(s) 28 Ib down and 65 Ib up at 3-B-1`)on top chord, and 15 Ib up at 3-8-15, and 92 Ib down and 107 Ib up at 6-6-1 on bottom chord. The design/selection of suchconnection devices) is the responsibility of others. i11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.�12) 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: 1-14=-70, 10-11 =-20, 9-10=-20, 8-9=-20, 6-8=-20 FL Cert. 6634 August 22, 1 Continued on page 2 WBR%INGt - VarTy design parameffem avid READ NOTES ON MS AND INCLUDED WT EKREFERE-R10E PAOB b471.7473 BEFORE USE. Design valid for use only with Mirek 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 MiTek' 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information vai able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33810-4115 if Southern Pne7SP� lumber isspezified, thede_ignvalues are chase effective 06�01/2U13 bye LtsC )13 Job Truss Type Qty Ply - McFRy Eames Res. T--,u T4993715 FJObrence 25641 Jack -Open 1 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:17 2013 Page 1 I D:IV PqQ dbcryi9STbH_2U?c7ylxH4-yk2S WftD219YdZtecpZEmeJ MwHf67J9tjxxoLNylLj i 1-8-0 5-D-5 L3 1-8-0 3-4-5 1-2-15 Scale = 1:15.0 4 1x4 II 4.00 12 3 N 7 2 1 4x6 = d d d 2x4 = d A z.00 1z 0I f • -I 6 7x6 1-0.0 1-8-0 5-0-5 6-2-7 3 OffsetsOT Plate 0- - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deli L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.06 5 >852 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0,08 5 >699 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 22 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 5-7: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 4=153/Mechanicai, 6=382/0-8-0 (min. 0-1-8), 7=0/Mechanical Max Horz6=152(LC 8) Max Uplift4=-115(LC 8), 6=-288(LC 8) Max Grav4=153(LC 1), 6=382(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-423/342 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; End., 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) 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 ,,,��►11111 where a rectangle 3-6-0 tall by 2-0-0 wide will � av I N V[� I♦♦ fit between the bottom chord and an other members. y 5) Refer to for truss to truss connections. ,� gyp,...,,...., �� , E N S '• �♦, girder(s) ,� ' � G � 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=115, ♦ F•'•, 6=288. N 68:182 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * �' •� 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard -p ; ' T OF S 40 s '• ,, �� rrr�nn►���� FL Cert. 6634 August 22, W ARIMG - Verlfrg design p ramders and RIr4D ROTHS ON7HIS AND rNMUDED WTEKREFEFtENM PACs tf3tr-7473 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. �M Applicability of design parameters and proper incorporation of component Is responsibility of buldingdesigner- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblfity of the NaiTek• 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 CrRedo, DSB-89 and BCSI Building Component 8904 Parke East Blvd. Safety I IormaBon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33a 10.4115 JfSout�rern.PinetSPI.lumberissgecified,.thedesignvalue5aretha>eeffectilre06/i 2033byALiC 313 Job Truss Truss Type Qty Ply 9025641 - li Eames Res. T4993716 25641 -EJB4 Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MTek Industries, Inc. Thu Aug 22 09:35:17 2013 Page 1 ID:IV PgQdbcryi9STbH_2U?c7ylxH4-yk2S WftD219YdZtecpZEmeJ POHf37JdtjXXoLNyILj a-Lo 6-0-10 110 z-s•o 1-11-9 Scale=1:14.7 4 4.00 F12 1x4 II 3 Y N 2 5 of 6 �• 5x5 = d 2x4 = d• 6' 1.00 1t2 _. 2.00 12 77x6 1-0 0 4-1-0 , 6-0-10 1-0-0 0-6 0 2-5-0 1-11-9 Plate Offsets (X.)07 1640-2-8.0-1-121, [7*0-3-0.0-5-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lrd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.04 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.05 6 >948 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight: 20 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 6-0-0 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 uide. REACTIONS (lb/size) 4=112/Mechanical, 7=374/0-8-0 (min. 0-1-8), 5=531Mechanical Max Horz7=147(LC 8) Max Uplift4=-87(LC 8), 7=278(LC 8), 5=-19(LC 8) Max Grav4=112(LC 1), 7=374(LC 1), 5=60(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=295/240 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp D; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I I I I i ,%tilI 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 ��� Q0 1 N fit between the bottom chord and any other members. ,,� OP.�•.,. • • • `�� �j ' �i� 5) Refer to girder(s) for truss to truss connections. � , ,• G E (� S • F•••, 1b) ♦ V 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (at --lb)` 7=278. 7) "Semi -rigid pitcfibreaks including heels" Member end fixity model was used in the analysis and design of this truss. : N 68182 ,0 •• 8) Warning: Additional stability bracing for truss this design) is ► * permanent and system (not part of component always required. ; LOAD CASE(S) Standard -9 ; ?� T OF �/ • • %` FL Cert. 6634 August 22, I WAPJMVG - Verr design jp mefers and READ AWMS ONTMS AND INCLUDED ISTEIf REFERENCE PAGE Iffl 7473 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 MiTek• 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. Tampa, FL 3361 D-4115 lf5outhem:P ne�SP�.lumberisspecified,thedesia values are those efiective06101/2013byAL5C )13 ,,•�`'avi N 11111 ��. ) .•�� Sic•. c� N 68182 7. T OF 'III litt��� FL Cert. 6634 August 22,2013 LM WAPJ G • Verify desk parameters and RRA HOTMI ON MIS AND INCLUDED Z67EK REFERENTX pace AW-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design 4 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 B the responsibilfity of the MiTek' 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 8904 Parke East Blvd. Safety Inlormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314.. Tampa, FL 33870-0115 ffsauthernPine(SP).iumbecisspecified,thedese values are these effective0fi 01f'20136yA15C ,191t1111I1I IN V . OP .0. �F • N 68182 �:• T OF 441 40 •� e,:��. S C? , 1111110 FL Cert. 6634 August 22,2013 h WARAlM - Vesifiy des(" pamrneters and READ NOTES ON THIS AND INMUDED MTEFt REPEREME PAGB IN 74M 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 responsibility of the iy�Tek� 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 Qualify Criteria, DSB-89 and BCSI Building Component 89D4 Parke East Blvd. Safety Information gvailable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33810-0115 HSouthernPine SP.lumberissaecified,thedesicrlvalues are these effective0fi 01/2013bvALSC Job Truss Truss Type Qty. Ply ###25641 - Mel -Fly Eames Res. T4993717 25641 -EJBS Roof Special 1 1 Job Reference 'optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 Mrrek Industries, Inc. Thu Aug 22 09:35:18 2013 Page 1 ID: IVPgQdbcryi9STbH_2U7c7ylxH4-Qxbrj7trpKHPFjSgAW4TJssc7h11 sm_1 yBGMtpylLj r 1-8-0 1-8-0 Scale = 1:10.2 3 4.00 12 2 O N 4 v 1 2x4 0 2.00 12 5 7x6 = 1-0-0 1-8-0 34-e Plate Offsetsf5aO-4-0.0-0-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 11 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 34-8 oc purlins. BOT CHORD 2x4 SP No.3 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 uide. REACTIONS (lb/size) 3=27/Mechanical, 5=255/0-8-0 (min. 0-1-8), 4=16/Mechanical Max Harz 5=81(LC 8) Max Uplift3=-28(LC 5), 5=232(LC 8) Max Grav3=39(LC 13), 5=255(LC 1), 4=33(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; 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) 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 fit between the bottom chord and any other members. ,,i11111111111'' � GO � N V 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing capable of withstanding ,,� OQ. ......... 100 lb uplift at joint(s) 3 except (jt=lb) c E N S • •. plate ♦♦ , ,••\ F 5=232. ♦ V • 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. v �. • N 68182 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. * : LOAD CASE(S) Standard =_ c� OF •:� AZ 111�1n1r1��', FL Cert. 6634 August WARNING - Ver/,ty design parameters and READ MOTES ON7711S AND INCLUDED Ha rr ROPERENCE PAGB off-7478 ORB USE. ■■ Design valid for use only with MBek 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 A ��e�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll quality Crtleria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormol[on available from Truss Plate Institute, 781 N. Lee Sheet, Sufie 312, Alexandria, VA 2314. Tampa, FL 33810-4115 HSauthernPine (SPjlumber isSpecified, the de ia.vatuesarethoseeffective0601/2013byALSC )13 Job Truss Tnlss Type Qty Ply - Mel-Ry Eames Res. T4993718 TJobrenca 25641 -HJ7A Diagonal Hip Girder 1 (optional) East Coast Tmss, Fort Pierce, FL. 34946 7A30 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:18 2013 Page 1 ID:IV PgQdbcryi9STbH_2U?c7ylxH4-Qxbrj?trpKH P Fj SgAW4TJss WGhzBskpl yB GMtpylLj i 2-2-13 4-1-14 6-11-13 i 9-10-1 2-2-13 1-11-1 2-9-15 2-11 4 Scale = 1:19.0 2x4 II 5 6 2.83 12 3x4 4 dam, 3x4 3 8 2 1 10 5x6 = IZ-6 4x4 = b � 1x4 II 3x4 = C 1.41 12 11 7x6 = r 1114 i 2-2-13 i 4-1-14 6-11-13 i 9-9-5 9-1q-1 S s -0 - -0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.06 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.09 9-10 >990 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 41 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=-418/Mechanical, 8=850/Mechanical, 11=782/0-10-9 (min. 0-1-8) Max Horz 11=169(LC 5) Max Uplift6=-418(LC 1), 8=-531(LC 8), 11=-584(LC 8) Max Grav6=268(LC 8), 8=850(LC 1), 11=782(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=273/560, 2-3=-166/581, 3-4=-661/432, 5-8=-540/358 BOT CHORD 1 -11 =-51 6/298. 10-11=-528/103, 9-10=-534/123, 8-9=460/643 WEBS 2-11=-520/391, 4-8=-689/460, 3-9=-3531535 NOTES 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ,,%�►111 'I� plate grip DOL=1.60 �� V IN Vt� 2) Plates checked for a plus or minus 0 degree rotation about its enter. ��� `� 3) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. G E N S ••.�C1 �i� psf ,4� '0.•'� 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 ♦ = V F fit between the bottom chord and any other members. N 68182 •' 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) 6=418, : * ' 8=531,11=584. 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) 50 lb down and 20 lb up at 1-3-15, r T O F + 58 lb down and 128 lb up at 4-1-14, 33lb down and 75 lb up at 4-1-14, and 143 lb down and 184 lb up at 6-11-13, and 24 lb down and 123 lb up at 6-11-13 on top chord, and 209 lb down and 82 lb up at 1-3-15, 17 lb up at 4-1-14, 16 lb up at 4-1-14, and 17 lb up at i /C N P`•• ���, o 6-11-13, and 31 lb down and 9 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the ��I tSS • •, • , ` 1, responsibility of others.9) Warning: stability bracing this the truss (not 10) In he LOAD Additional CASE S) section loads to the face fron backdesign) is always required. 'III A; % applied of arre noted as(Fonent orr LOAD CASE(S) Standard FL Cert. 66.34 August 22,2 013 Continued on page 2 WARNING - Ver 2j design parameters mid READ NOTES ON MS AND INCLUDED L1;TEKREFERE.NCE RA GB M l-7473 BEFORE USA Design valid for use only with MiTek connectors. This design 4 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 MiTek* 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. Safey Information vai able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. if5authernPin e�SP.lumberisspecified,,thede-io v3luesare thaseeffettiveOfi O112013byALSC Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply ###25641 - Mel-Ry Eames Res. T4993719 25641 -HJA1 Diagonal Hip Girder 1 1 Job Reference o lional East Coast Truss, Fort Pierce, FL. 34948 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:19 2013 Page 1 ID: NPgQdbcryi9STbH_2U7c7ylxH4-u79DxLuTaePGssl OkDbir3O1f5KpbC6ABrOvQFylLj 2-6-11 3 7 2-6-11 2-10-8 0- 4 Scale=1:10.5 1.4 I� 2.00 12 12 3 4 US I I 2 11 1 U4 = 14 6 13 7 2x4 5 1-10-11 2-6.11 5-5-3 5- 7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.01 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.29 Vert(TL) 0.01 6-7 >999 180 BCLL 0.0 ' Rep Stress ]nor NO WB 0.14 Horz(TL) -0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-7 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 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) 4=270/Mechanical, 7=62911-4-0 (min. 0-1-8), 6=-413/Mechanical Max Horz7=72(LC 4) Max Uplift4=-245(LC 4). 7=-591(LC 4), 6=-422(LC 14) Max Grav4=270(LC 1), 7=629(LC 1), 6=360(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=435/416 BOT CHORD 1-7=-423/453 WEBS 2-7=372/355, 3-6=316/363 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Ili; Exp D; End., 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. ''88,1111111111. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. +' � . Ot01 N �� 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 ,� p. �,.. • •,., e� I� fit between the bottom chord and any other members. E N S '• `� �i� e,� 5) Refer to girder(s) for truss to truss connections. ♦ V F�'•, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 4=245, N( 68182 •; 7=591, 6=422. * 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) 80 lb down and 50 lb up at 2-2-0, and 53 lb down and 68 lb up at 4-6-9, and 53 lb down and 68 lb up at 4-6-9 on top chord, and 101 lb down and 62 lb up at 2-2-0, and 27 lb up at 4-6-9, and 27 lb up at 4-6-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of r F •' LU •. others. (V 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 0001 •• Pw`; ♦♦ 0 • 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1040 sS• • • 1 C'> \ ���� LOAD CASE(S)N A )StandardLive ' 1) Dead + Roof (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 5-8=-20 FL Cert. 6634 August 22,+13 Continued on page 2 WARMM - Verify design parameters and READ NOTES ON THIS END INCLUDED XTEK REFERENCE PAGE A91.7470 BEFORE USE. Design valid for use only with Mnek 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 responsbTty 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 MiTek• 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. tfSauthern;Pine SP�.lumber isspetified,the design values are thase effective06 O1J2O13byAL5C Tampa, FL 33610-4115 Job Truss Qty Ply - McFRy Eames Res.T4993720 7.,usse 170brence 25641 AIG 1 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:22 2013 Page i ID: NPgQdbcryi9STbH_2U7c7yIxH4-JirLZNwLtZngjKlbPM9PTi06KID_oPActpEZOaylLj r 1-8-0 4-0.0 7-0.0 i 10.6-15 14.1.4 i 15-6-D i 18-0-0 i 22-6-0 1-B•0 2-4.0 3.0-0 3.6-15 3-6-5 1-4-12 Scale = 1:36.6 5x10 MIBSHS = 4x4 = 3x8 = 3x6 = 4.00 12 4 23 5 6 24 7 3x8 % 2x4 3 8 N � n tY 2 N 1 9 d'a 14 13 12 11 10 ur d d d • 5x10 M18SHS = 1x4 II Us = 5xB M16SHS = • e 15 1x4 it 5x5 = 16 3x8 = 7x10 = 2.00 12 3x12 iT0 A-B-Oi 4-0.0 7-0.0 7-8r8 10-6-15 i 14-1-4 i 15-6-0 i16-0-8 i 22-6-0 1-8 070- -0 0-11670-5-8.0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.78 12-13 >320 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -1.19 12-13 >210 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.47 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 99 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 1-6-2 oc puriins. 4-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-10-5 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 *Except* be installed during truss erection, in accordance with Stabilizer 6-12: 2x6 SP No.2 Installation guide. REACTIONS (lb/size) 16=1503/0-8-0 (min. 0-1-8), 9=1696/0-8-0 (min. 0-1-8) Max Harz 16=76(LC 7) Max Uplift16=945(LC 8), 9=-979(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2107/1120, 2-3=2160/1176, 3-4=-4192/2366, 4-5=4074/2342, 5-6=6538/3836, 6-7=6475/3821, 7-8=-7528/4360, 8-9=-7398/4318 BOT CHORD 1-1 6=-1 149/2182. 15-16=-926/1827, 14-15=-982/1923, 13-14=-3117/5663, 12-13=-3117/5663,11-12=-3663/6538,10-11=-3716/6587,9-10=-4035/7009 WEBS 2-16=-1201/749,4-14=481/930,5-14=-1811/1029, 5-12=-810/1011,6-11=-450/39, 7-11=-679/1169, 7-10=-574/1093, 8-10=-357/436, 3-14=-1188/2150, 3-15=-523/353 NOTES 1) Unbalanced roof live loads have been considered for this design. r,� v' ` 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; ♦♦, Q Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60 ♦♦� QP,• • G E N ' • • <� '�i '; •V S�`�• plate grip DOL=1.60 �� ,♦♦ 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. N 68182 : •% 5) Plates checked for a plus or minus 0 degree rotation about its center. „ 7k 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. :• T 8) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity . '.� of bearing surface. ♦♦ 9) Provide truss to bearing of 100 Ib 16=945, �j Q P \ mechanical connection (by others) of plate capable withstanding uplift at joints) except Qt=lb) 1 • ♦♦ 9=979. �I S �• •., `�? ,. 10) "Semi including heels" Member fixity in the design this truss. �ll� s �` -rigid pitchbreaks end model was used analysis and of ♦♦♦O O N AL 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 313 lb down and 209 lb up at 14-1-4, and 860 lb down and 556 lb up at 15-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. CI i +e GGr� ^ FL C 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). V634 August 22, ( ld4+p q6A§# g;tindard W9RMMG - Verify design peranwtem and READ 1•x1TB8 ON THIS AND INCLUDED E4ITEKREFEREMCt3 PAGE M11-7473 BEFORE USE, ■F Design valid for use only with MRek 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 MV Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MOWerector. 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/11`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 338104115 If Sauthern:p"ine�SP .lumberisspecified, thede-ian u3tues are thane effective O6 :01/2013 by ALSO 13 Job Truss Truss Type Qty Ply ##N25841 - Mel -Fly Eames Res. T4983721 25641 A2 Hip 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7A30 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:23 2013 Page 1 I D:IVPgQdbcryi9STb H_2U7c7ylxH4-nuPinjx_etvh LUKoz3geOvZLLiXIXzpm6T_7ZOyIL1 i 1-8-0 6.4-013-6-0 i14-4-8 i 16-6-0 22-6-0 1-6-0 4-e-D z-s•o 4-6-0 0-10-9 z-1-a 6-0•0 Scale = 1:38.7 4x4 5x5 = 4.00 12 4 5 3x41x4 3% 6 mcc55 cei5 aN N� N1 10 8 1 5x8 = 9 = 13II 1x4x4 5x5 .7 cs 4x4 = 12 7x8 = 2.00 12 3x8 = 1-0-0 1-8.0 6-4-0 9-0-0 9-1 8 14-4-8 16.6-0 22-6-0 11 Plate 0 0-0- a -0-2-8 - -0-5-0 -3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.48 10-11 >521 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.80 9-10 >314 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.35 7 n/a n/a BCDL 10.0 Code FBC20101rP12007 (Matrix-M) Weight: 91 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc puriins. 4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 'Except` MiTek recommends that Stabilizers and required cross bracing 1-12,10-12: 2x4 SP No.1 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 Installation guide. REACTIONS (lb/size) 12=1070/0-8-0 (min. 0-1-8), 7=955/0-8-0 (min. 0-1-8) Max Horz 12=97(LC 7) Max Upliftl2=-680(LC 8), 7=-521(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2442/1235, 2-3=-2490/1301, 3-4=-2759/1484, 4-5=-2664/1467, 5-6=3341/1805, 6-7=3757/2018 BOT CHORD 1-1 2=-1 289/2541. 11-12=-1100/2266, 10-11 =-1 12012301, 9-10=-1323/2749, 8-9=-1840/3559,7-8=-1838/3553 WEBS 2-12=-11151745, 4-10=-208/482, 5-9=-446/910, 6-9=-409/312, 3-10=-147/483 NOTES 1) Unbalanced roof live loads have been considered for this design. 111 i dd/ 2) nd gust) I18; t1 I60 N VF Exp DAE cl., GCpi=O MWFRS (d Betio al) ntileverr left and gDht exposed; ennd ertical left and ght5 xpo ed; Lumber DOL `.Ns- ti,� GO �� plate grip DOL=1.60 ,�� Q`..• G E N JiJ 3) Provide adequate drainage to prevent water ponding. w� , ••• S4G1 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. N 68182 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 chard and any other members. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity •` + of bearing surface. �• T O F : 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=680 O ��: 7=521. �i '•� 4;•' �� 9) "Semi including heels" Member fixity in the design this truss. -rigid pitchbreaks end model was used analysis and of 1 • 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. JiJJ ss • • . • N AL \�% LOAD CASE(S) Standard , .0 dd11111► FL Cert. 6634 August 22, WARNMG - Verify desiga paramef.. artd READ NOTES OAF MS AND INCLUDED MTEK REPEREWE PAGE t41fI?473 BEFORE USE. Design valid for use only with MTek connectors. This design B 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 responsibllty of the MTek• erector. Additional permanent bracing of the overall structure is the responsibirity, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information val able from Truss Plate Institute, 781 N. Lee,Streef. Suite 312. Alexandra, VA 2314. Tampa, FL 336IG4115 I f Svuthern.Pine�SRlumber isspecified, the desranvatues are these effective R6,101/2013:byALSC )13 Job Truss Truss Type Qty Ply N##25641 - Mel-Ry Eames Res. T4993722 25641 A3 Hip 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MTek Industries. Inc. Thu Aug 22 09:35:23 2013 Page 1 ID:IVPgQdbcryi9STbH_2U?c7ylxH4-nuPjnjx_etvhLUKoz3geOvZLJiXIXz6m6T 7ZOylLj 11-e-a 1-e-o 64 11-0.0 11 1s-c-o 22-ao 1-e-o aB-o 4.8-0 a3- N 0.0-0 0-3-0 Scale = 1:38.7 4x6 = 4 4.00 12 3x4 % 3x4 3 5 2 9 B N 1 5x5 = 6 10 Sx5 = 7 N �ar cY 1x4 II 1x4 II dddd e e d ♦ f 1 04 = 11 2.00 12 7x8 = 3x8 = 11-3-0 e o 6-4-0 1-0.0 4 0 s -s-o .!,-go0.ao 4-8-0 4-8-0 0 - 1-I-e 418 6-o-0 OffsetsPlate -0- - 0 0- - 6 3- 0 0-0- 0.- �0- 0-0-B LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.53 9-10 >469 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.88 9-10 >285 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.37 6 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 92 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purfins. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-9,6-8: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11 =1 067/0-8-0 (min. 0-1 -8). 6=958/0-8-0 (min.0-1-8) Max Horz 11 =1 20(LC 7) Max Upliftl 1 =-678(LC 8), 6=-523(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2596/1320, 2-3=-2644/1385, 3-4=-2605/1388, 4-5=-2991/1572, 5-6=3820/2057 BOT CHORD 1-11=-1369/2691, 10-11=-1185/2422, 9-10=-1203/2452, 8-9=-1088/2426, 7-8=-188113624, 6-7=-1877/3616 WEBS 2-11=-111061725, 5-8=-866/583, 4-9=243/554, 4-8=-399/804 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 i III,, plate grip DOL=1.60 ,,>>1111111 I N VFW ,,�� P& 3) Plates checked for plus or minus 0 degree rotation about its center. O 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G E N /vi `• �� �j� e`! ,�,•'� 5) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦ F•'•, i fit between the bottom chord and any other members. N 68182 6) Bearing at joint(s) 6 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity �Z •• * of bearing surface. ' •VO 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=67 i 6=523. -� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ) 4 T•9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.O'.LOAD ,� •� CASE(S) Standard ��., N r� �,. FL Cert. 6634 August 22, 1 ®WBRATNG - Verify design parameters acid RE&D NOTES ON 2711E AND INCLUDED MTEK RP,FERENCE PAGE 161-7473 BEFORE USE. ■■ Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an Individual building component.' ApplicabTty 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 responsibilrity, of the {MTek• erector. Additional permanent bracing of the overall strre uctuIs the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 8904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA pp2314. Tampa, FL 33610-4115 1f5authernPinegSP lumber isspecified,.thedesignvalues are those effective06,/0112013hyALSC )13 Job Truss Truss Type Qty Ply ri##25641 - Mel-Ry Eames Res. T4993723 25641 A4 Scissor 5 1 Jab Reference (optional) East Coast Tmss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MI7ek Industries, Inc. Thu Aug 22 09:35:24 2013 Page 1 ID:NPgQdbMi9STbH_2U?c7ylxH4-F4z6 3ycPAlYzev_XnBtY76W86tTGOvvK7jg5TylLj 6-4-0 16-6-0 i 22-6-0 1-6-0 4.8.0 4-11-0 5-3-0 6-0.0 Scale = 1:38.0 4x4 = 4 4.00 12 3x4 % 3x4 3 5 cS 2 m US = 6 b 7 NT1 g N cY tx4 l l 1x4 I I Iah d • • d 4x4 = 10 2.00 12 7x8 = 3x8 = 1-0.0 1-8-0 6-4-0 i 11-9-0 i 16.7-10 22-6-0 Plate Offsets (X.Y)7 -0 -6 d •D- -0- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.53 8-9 >469 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.89 8-9 >281 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.36 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 90 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-8: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 10=1068/0-8-0 (min. 0-1-8), 5=957/0-8-0 (min. 0-1-8) Max Horz 10=121(LC 6) Max Uplift10=-679(LC 8), 6=-522(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2296/1123, 2-3=-2642/1380, 3-4=-2528/1345, 4-5=-2858/1496, 5-6=3804/2044 BOT CHORD 1 -1 0=-1 207/2398, 9-10=-117912420, 8-9=119512448, 7-8=-1870/3611, 6-7=-1865/3600 WEBS 2-10=-1149/735,4-8=-593/1271,5-8=-975/646 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; 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 ,��1� r 111111'r 3) Plates checked for a plus or minus 0 degree rotation about its center. ,,��� QV IN V ,,I�, F� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `4 4. S 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 EN'•,;;,_1 ,�� ,�,•'� C ••• fit between the bottom chord and any other members. ♦ V F 6) Bearing at joint(s) 6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity N 68182 •' of bearing surface. +. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=679* * ' 6=522. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -p 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �} :• T O F LOAD CASE(S) Standard 'r.0 • • T Q ; ;��� FL Cert. 6634 August 22, 013 WAR1Y -G -Verify desfgrs parameters curd RE4D MOTES ON THIS AND TATLEMED 157EKREFEEEArCE RAGE MII-7473 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 MiTek• 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. tt5outhernPine{SP�.lumber isspecified,the desim value,3 are those effective05j01f2Q23byAL5C Tampa, FL 33610-4115 Job Truss TfUSS Type Qty Ply ###25641 - Mel-Ry Eames Res. T4993724 25641 AS Common 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:24 2013 Page 1 ID:IVPgQdbcryi9STbH_2U7c7ylxH4-F4z6 3ycPA1Yzev_XnBtY76xx6wrGRKvK7jg5TylLj: _ 6-0-o i 11-3-0 16-6-0 22-6-0 6-0-0 ' 5-3-0 5-3.0 6-0-0 Scale = 1:37.7 4x4 = 3 4.00 12 1x4 \\ 1x4 2 4 d 41 N1 5 d Ia 3x4 =• e 8 7 6 e d 3x4 = 3x4 = 3x4 = 4x6 I I 3x4 = 1-0.0 1 7-3-0 15.3-0 22.6-0 Plate Offsets (X.Y)E 0-0- e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.21 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.45 6-8 >598 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2010ITPI2007 (Matrix-M) Weight: 93 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation uide. REACTIONS (lb/size) 5=981/0-8-0 (min. 0-1-8),1=1044/0-8-0 (min. 0-1-8) Max Horz 1=-121(LC 6) Max Uplift5=-540(LC 8), 1=-573(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1973/1113, 2-3=-1810/1070, 3-4=-1981/1160, 4-5=-2191/1221 BOT CHORD 1-8=946/1811, 6-8=616/1328, 5-6=1063/2025 WEBS 2-8=292/280, 3-8=-240/508, 3-6=-354/696, 4-6=382/341 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; ` Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 � 'II I If I II IIIII/ plate grip DOL=1.60 3) The is to be the line 7. Qv N V solid section of the plate required placed over splice atjoint(s) • 4) Plate(s) at joint(s) 5, 8, 2, 3, 6, 4, 1 and 1 checked for a plus or minus 0 degree rotation about its center.��� 5) Plate(s) at joint(s) 7 checked for a plus or minus 5 degree rotation about its center. �� 6) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. `���`�•.• �. 0 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 tali by 2-0-0 wide will Z N 68182 •� fit between the bottom chord and any other members. 7F : * y 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 5=540,� 1=573. "Semi 9) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,• T F 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. O • •� LOAD CASE(S) Standard 1 P ���,�, �, �,ss ••NA1-0%%11%• FL Cert. 6634 August 22, ® WARNMG - Versify design parameters artd READ NOTES ON THIS AND INCLUDED ATI K REFERENCE PAGE Dfff-7473 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 stablOty, during construction is the responsibllty of the MiTek• 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/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1t5outhetnPine�SP.lumber.isspecified,- the desio valuesaretheseeffectiveO6 0112413byAUSC 113 Job Truss Truss Type Qty Ply ###25641 - Mel-Ry Eames Res. T4993725 1 25641 AB Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:25 2013 Page 1 ID:NPgQdbcryi9STbH_2U?c7ylxH4 jHXUCOzEAU9PanUA4Ui65KeisWHw?v23ZnTDdvyILj" i 6-0.0 10-10-5 - Lo 1s$0 zz-6-0 t 6-0-0 4-10-s 1.6-'io a-1-o s-ao 2.00 112 Scale = 1:38.3 5x5 = 5x6 2Z 3 4 4.00 12 1x4 \\ 1x4 2 5 1 N 6 ,n Ins • d 3x4 =• s 9 8 7 • r 3x4 = 3x4 = 3x4 = 4x8 I 3x4 = 1-0-0 7-3-0 15-3-0 22-6-0 Plate Offsets (X.)07 11 t-21. 1370-3-3.0-2-121-[4:0-3-0.0-1-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.25 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.49 7-9 >552 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Hors( L) 0.07 6 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 90 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS (lb/size) 6=983/0-8-0 (min. 0-1-8), 1=1042/0-8-0 (min. 0-1-8) Max Horz1=116(LC 7) Max Uplift6=-541(LC 8), 1=-572(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1954/1100, 2-3=-1797/1065, 3-4=-13821902, 4-5=-1945/1127, 5-6=-2160/1196 BOT CHORD 1-9=-930/1788, 7-9=-654/1392, 6-7=-1039/1996 WEBS 2-9=260/240, 3-9=-202/465, 4-7=-303/619, 5-7=-411/343 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; 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 is be line 8. `��� U `N O. 3) The solid section of the plate required to placed over the splice at joint(s) ♦� • �E 4) Plate(s) at joint(s) 3, 6, 9, 2, 7, 4, 5, 1 and 1 checked for a plus or minus 0 degree rotation about its center. ♦� QP.•' '; '�� G S�•. �ii 5) Plate(s) at joint(s) 8 checked for a plus or minus 5 degree rotation about its center. :♦ 6) This truss has been designed for a 10.0 pat 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 N 68182 •� 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 joints) except Qt=lb) 6=541,= 1=572. "Semi 9) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �• T O F 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. O �i� �•� Q;� LOAD CASE(S) Standard , Q ��♦a♦ FL Cert. 6634 August 22, i ® W9RhtIAtG - VerY; p design parameters card R13AD MOTES O%2WIS AND INCLUDED b17TE K REFERENCE PAGE =1.7473 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 8 the responsblrity of the MiTek* �Te�• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding � V� fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information voi able from Truss Plate Institute. 781 N. Lee Sheet. Suite 312. Alexandria, VA 2314. Tampa, FL 33810.4115 1f Southern. Pinej5P} lumberisspeciiied, the-desion values are theseefi=ctive Ofi�01/2O13 byALSC )13 Job Truss Truss Type Qty Ply N##25841 - Mel-Ry Eames Res. T4993728 25641 A7 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 Mrrek Industries, Inc. Thu Aug 22 09:35:25 2013 Page 1 ID:IVPgQdbcryi9STbH_2U7c7ylxH4 jHXUCOzEAU9PanUA4Ui65KefEWGO7vz3ZnTDdvylLj 6-0-0 see 15-10-9 22-6-0 6-0.0 3-ae 6-2-1 6aa Scale = 1:38.3 I"-�_ 2.00 L7L 4x4 4.00 12 3 4x6 = 1x4 \\ 17 4 2 1 5 N Ia d d 3x4 = r s 8 7 6 3x4 = 4x8 � � 4x4 = 3x4 = 3x4 = 1.0-0 7-3-0 15.10-9 22-6-0_eLqt__ , e se s e LOADING (psf) SPACING . 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.19 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber increase 1.25 BC 0.72 Vert(TL) -0.51 6-8 >527 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 92Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS (lb/size) 5=983/0-8-0 (min. 0-141), 1=1042/0-8-0 (min. 0-1-8) Max Horz1=98(LC 7) Max Uplift5=-543(LC 8), 1=-570(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1937/1076, 2-3=-1791/1044, 3-4=-2002/1174, 4-5=-2119/1127 BOT CHORD 1-8=-906/1770, 6-8=716/1489, 5-6=1095/1945 WEBS 3-8=129/382, 3-6=-264/593 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; 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 degree its �� Qv 1 N V, • 3) Plates checked for a plus or minus 0 rotation about center. �� �i� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,%�� QP,.• G E N SAC`•• 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=543,+ N 68182 y 1=570. * * 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard •. T O F ��►nintiN FL Cert. 6634 August 22, 1 WARNTNG • Verify design Parameters and READ ROTBS ON THIS AND IAGLUDED 119TEICREFRIMCE PAGE NI-7473 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 responsibOrity of the MiTek• 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 voable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandra, VA 2314. Tampa, FL 33810-4115 1f5auihem:Pine�SPjlumberisspecified,thedesignvaluesarethose-effsctiveO5 0112O13byAL5C )13 Job ss Truss Type Qty Ply ###25641 - Mel-Ry Eames Res. rMlu T4993727 25841 Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MTek Industries, Inc. Thu Aug 22 09:35:26 2013 Page 1 ID:IVPgQdbcryi9STbH_2U7c7ylxH4-BT4sPk swoHGCx3NeCDLdYBoAwb9kFKCoRCn9LyILj i 6-0.0 8-6-10 153-0 i 19-4-2 92.6.0 r 6-0.0 2.6.10 6-8-6 4-1-2 3-1-14 Scale = 1:38.3 4x6 = 2.00 112 4.00 F12 3 1x4 1x4 II 2 4 4x10 5 1 6 m m 3x4 =• i 10 9 8 7 • e d 4x8 II 3x4 = 4x4 = 3xB = 1x4 II 3x4 = i 1-0.0 7-3-0 i 15-3-0 r In-2 , 22-6 se s LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.24 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.50 8-10 >537 180 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2010rrPl2007 (Matrix-M) Weight: 97 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-7-3 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SP No.3 REACTIONS (lb/size) 6=974/0-8-0 (min. 0-1-8), 1=1041/0-8-0 (min. 0-1-8) Max Horz 1=81(LC 7) Max Uplift6=-550(LC 8), 1=-574(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1918/1074, 2-3=-1795/1055, 34=-2709/1599, 4-5=-2677/1518, 5-6=-2152/1230 BOT CHORD 1-10=-904/1749, 8-10=-799/1615, 7-8=-109711994, 6-7=-1 101 /1998 WEBS 3-10=-65/291, 3-8=-668/1156, 4-8=-449/373, 5-8=-3101739 NOTES 1) Unbalanced roof live loads have been considered for this design. ` 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; �J 11 fl 1 111111 11��, Exp D; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 `,��� v N V plate grip DOL=1.60 `,% PQ F< ♦♦� 3) Plates checked for a plus or minus 0 degree rotation about its center. ♦ 0 •E Ci N ♦♦ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� , ,•• �� S�C`�• 5) • This truss has been designed for alive 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. N 68182 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=550,� 7k •: 1=574. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) device(s) be to load(s) 24 lb down 82 lb 19-4-2 or other connection shall provided sufficient support concentrated and up at �• T F �• on top chord, and 6 lb down and 31 lb up at 19-4-2 on bottom chord. The design/selection of such connection device(s) is the 40 -' responsibility of others. 00 P • 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ♦♦ , ♦♦♦ 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). s �`��� ♦��,s N LOAD CASE(S) Standard /O 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-5=-70, 5-6=-70,11-14=-20 FL Ceti. 6634 August 22, Continued on page 2 WAPMW - Qerjr design parameters and PM AO7ES OAT 7WS A D INCLUDED PRrTEff REFEREtt'CE PAGE MI-7473 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 responsiblil ty of the p A fret.• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � V� tC fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/117I7 Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Sofety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-0115 1fcSauthern Pine$SP),Iumberisspecified,thedesign.ualuesarethoseeffectiveO6 41J2Oi3byAlSG )13 Job Truss Truss Type Qty Ply ##1t25647 - Mel-Ry Eames Res. T4993728 25841 A9 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7AN s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:27 2013 Page 1 I D: IV PgQdbcryi9STbH_2U7c7ylxH4-ffeEc4_Uh5Q7g5eZCvkaAlj_RJvkTdpM05yKinylLj i 7-V 14.0-3 22-2-5 7-4-12 6-7-7 Scale = 1:36.5 4x4 = 4.00 12 2.00 12 2 3x4 = 3 1819 d A 3x8 I I 01 4 'n d Id e 3x4 = • • 7 6 5 3x6 = 4x8 ll 4x4 = 4x4 = 1x4 II 3x8 ll 10-0 , 7-4-12 i 14-0-3 2D-4-15 22-2-5 t Plate Offsets 0-0- 70- - -0- -0-6 d e 0-0- 0 2-9- 5 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.29 5-7 >911 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.51 5-7 >521 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.08 4 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 85lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 4-11-2 oc bracing. 4-6: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation uide. Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS (lb/size) 1=95810-8-0 (min. 0-1-8), 4=1039/1-6-10 (min. 0-1-8) Max Horz 1=65(LC 7) Max Upliftl=-527(LC 8), 4=-578(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1696/940, 2-3=1622/931. 34=2712/1512, 44=843/466 BOT CHORD 1-7=761/1540, 5-7=1414/2644, 4-5=-1414/2644, 4-13=458/845 WEBS 2-7=120/436, 3-7=-1181/724 NOTES 1) Unbalanced roof live loads have been considered fbr this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ��U I N plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. �� Q Q �� P,. •'G E N ' • . �� �i� , ,; '� SAC`'• 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S� 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 i fit between the bottom chord and any otherinembers. - ti N 68182 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=527,Z •� 4=578. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. T O F :• 44/ LOAD CASE(S) Standard .• ii` P ��� ✓� O • . N `� �• ••NALE� 0`'%% nrnn��� FL Cert. 6634 August 22, AWAPNR411- Verify design paraarefers and READ NOTES ON CIS AND INCLUDED Ir177EKREFERENCE PAGE 191-7473 BEFORE USE, ■■■• Design valid for use only with Mrrek 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 responsibilGty of the WOW I�p��• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding �V� Y fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vaiable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33810-4115 If SQuthern:P"ine$SPj.lumber isspetified, thede-ign values are thane efieitive O6 10212013 byALSC A3 Job TNSS Type Qty - Mel-Ry Eames Res.T4993729 �717y##b#2f5641 25841 A10 ITruss RoefSpecial 1 eference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:19 2013 Page 1 I D:IV PgQdbcryi9STbH_2U 7c7ylxH4-u79DxLuTaePGss 10kDbir3Ogs5BLb6DABrOvQ Fy1Lj i 6-2-15 i 11-8-8 __ 18.8-12 6-2-15 5-5-9 7-0-4 Scale = 1:30.8 4x4 zz 4.00 12 2.0o L12 2 17 2x4 18 3 N 19 N 1 4 Id e e 5 4x4 = e R 6 3x4 = 4x4 = 4x4 = USI I US I 3x8 I I 1-0.0 1 6-2-15 16.2-1 1E-11-6 18.8-12 Plate Setsrl7O-2-14-0-0-21�ivol-4.Edgel.1470-7-5.Ednel.14:0-0-6.Edoel.14*0-0-62-9-151 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.17 6-16 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.46 6-16 >484 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.05 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 72 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation uide. REACTIONS (lb/size) 1=801/0-8-0 (min. 0-1-8), 4=884/1-6-10 (min. 0-1-8) Max Harz 1=55(LC 7) Max Upliftl=-441(LC 8), 4=-501(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=13431724. 2-3=12881713, 3-4=2096/1235, 4-4=652/356 BOT CHORD 1-6=577/1219, 4-6=1145/2044, 4-12=-338/611 WEBS 2-6=-51/377, 3-6=-878/641 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mptt (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1511; B=45ft; L=24ft; eave=4ft; Cat. 11; ` Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60U' N V F ��I,� its (� 3) Plates checked for a plus or minus 0 degree rotation about center. ,� j • •G �� 'io 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %% QP•• • • E N ,; • SAC`•• 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 ��1 �� V fit between the bottom chord and any other members. i. N 68182 6) Provide mechanical conhection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=441, •� 4=501. * 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard ••. T O F FL Cert. 6634 August 22, 013 WBRPIMG . FeHfij design parameters raid REW ROTES ON THIS AnD INCLUDED MTElf REFER ME PAGE Iffi-7473 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. Applicabirity 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 MiTek' 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 vai able from Truss Plate Institute, 781 N. lee Street Suite 312, Alexandria, VA 314. IfSDuthern.Pine{SP.lumberisspecified,thede=_ignv3luesare those effective 06 0112013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply ###25841 - MekRy Eames Res. T4993730 1 25841 All Roof Special 1 1 Job Reference (optional) East Coast Truss. Fort Pierce. FL. 34946 7.430 s Jul 25 2013 MTek Industries. Inc. Thu Aug 22 09:35:20 2013 Page 1 I D: NPgQdbcryi9STbH_2U7c7ylxH4-MJjbBhv5LyX6UObDlx6xOHxvcVbBKexKPVlSyhylLj r 5-1-1 9-4-13 5,1-1 15-3.3 4-3-12 5-10-8 Scale = 1:25.1 4x4 4.00 12 2.00112 2 16 2x4 3 d N 1 4 ld � 3x4 = k 5 4x4 = B 3x4 = 3x8 I I 3x8 II axe II 1-0-0 5-1-1 12-8-8 13-5-13 153-3 1 Plate Offsets (K)06 0- :0 a -0- 10-0-6 d e[-4*0-0-6.2-9-151 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.06 5-15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.18 5-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 59 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation uide. REACTIONS (lb/size) 1=64410-8-0 (min. 0-1-8), 4=730/1-6-10 (min. 0-1-8) Max Harz 1=45(LC 7) Max Upliftl=-354(LC 8), 4=424(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=977/537, 2-3=-939/527, 34=-1465/864, 4-4=-444/245 BOT CHORD 1-5=-417/885, 4-5=-787/1427, 4-11=227/415 WEBS 2-5=28/265, 3-5=-582/449 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE17-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; ` Exp D; 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 for 0 degree its QU ' N checked a plus or minus rotation about center. 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. ,�� �.•� E N <�� psf ���,0 G �i 5) • This truss has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 S • a of on chord all areas where a rectangle 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) except (jt=lb) 11-354,= * N 68182 4=424. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. = ro LOAD CASE(S) Standard •. T O F i �� N RL E����• IO liralnn� FL Cert. 6634 August 22, 1 WARNING • Verify disc lg- paran-tars and READ ROMS ON 211`18 AND INCLUDED l2 =REFERENCE PAGE MI-7473 BEFORE USE ■■■r Design valid for use only with Mnek 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 bulding 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 MiTek• 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 vai able from Truss Plate Institute, 781 N. Lee 55freet Suite 312, Alexandria, VA 2314. Tampa, FL 33810-4115 if uthernPine�5P; lumber isspeci'fied,the- design value3Brethoseeii ctiveO5:O1/2O14byrALSO )13 Job Truss Truss Type Qty Ply ###25641 - Mel-Ry Eames Res. T4993731 25641 Al2 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MITek Industries, Inc. Thu Aug 22 09:35:20 2013 Page 1 I D:IV PgQdbcryi9STbH_2U 7c7ylxH4-MJj b8hv5 LyX6UObD 1x6xOHxwn Ve O KhZKPVISyhylLj i 3-11-3 11-9-10 3-11-3 7-10-6 Scale = 1:19.4 4x4 4.00 12 2.00 12 2 15 16 n' 1 3 Id 3x4 = t, 4 3x4 = 1x4 ll 3x8 l 3x8 l l 3x8 1-0-0 1-4-0 3-11-3 9-2-15 12V 11-9-10 - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.06 4-14 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.09 4-14 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.06 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 41 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 WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation guide. REACTIONS (lb/size) 1=485/0-8-0 (min. 0-1-8), 3=577/1-6-10 (min. 0-1-8) Max Harz 1=-36(LC 5) Max Upliftl=-267(LC 8), 3=-344(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=677/394, 2-3=-658/378 BOT CHORD 14=298/614, 34=-298/623 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; End., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Limber DOL=1.60 plate gripDOL=1.60 vItitIIIfill' 3) Plates checked for a plus or minus 0 degree rotation about its center. , �� It , I N VF 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� Qv ' �� �i • 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 `%� QQ,.• G E N S�' i � 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 atjoint(s) except Qt=lb) 1=267, 3=344. N 68182 •� it 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. yi 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ' cc Z LOAD CASE(S) Standard '�� T OF10 p•• .'�U: C?��, N AL �nnln�� FL Cert. 6634 August 22, 1 WARR4PdTr - Verify destgrt para7uetem and READ NOTES ON THIS AND INCLUDED lrlfTEIKREFERENCE PAGE IMI-7473 BEFORE USE; Design valid for use only with M7ek connectors. This design is based any 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 responsibiliity of the A,T��• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mew 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 vat able from. Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33810-4175 IfSauthern.Pine�SP�:lumberisspesified,,%badesio valuesarethoseeflettiveO6 0112013byALSO )13 Job Truss Truss Type Qty Ply ##k25641 - McERy Eames Res. 74993732 25641 A13G Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:21 2013 Page 1 ID: NPgQdbcryi9STbH_2U7c7ylxH4-rVHzM 1wj6Ffz6AAPreeAwUU6avl T38zTe9VOU8ylLj r 2-9-6 4-9.6 8-4-1 2-9-6 2-0-0 3-6-11 Scale = 1:15.8 06 4.00 12 2.00 12 2 15 16 1 3 16 2x4 = d Q 41x4 17 3x4 = II n� 6• Us II 3x8 II US II 1-0.0 i 1-4-0 i 2-9-6 , 5-9-6 , 6-6-10 i 8-4-1 , IS Plate Offsets XY)i It 10-1-4.1-3-41. -0- 0 -0 3' -6 -9 3' -9 5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.01 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.02 10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 30 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-O-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation uide. REACTIONS (lb/size) 1=25110-8-0 (min. 0-1-8), 3=360/1-6-9 (min. 0-1-8) Max Harz 1=-26(LC 5) Max Upliftl=-498(LC 8), 3=-391(LC 5) Max Gravl=255(LC 17), 3=360(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=129/715, 2-3=-114/675, 3-3=0/297 BOT CHORD 14=-602/107, 34=-602/107, 3-10=-279/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; 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 0 ' N I 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. ♦♦ Ci E N ` �� 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding`!00lb uplift atjoint(s) except (jt=lb) 1=498. N 681 82 •� 3=391. �r % 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) 240 lb down and 277 lb up at 2-9-1;.: and 53 lb down and 68 lb up at 4-2-10 on top chord, and 408 lb up at 2-9-6, and 27 lb up at 4-2-10 on bottom chord. The ', T O F _) design/selection of such connection device(s) is the responsibility of others. 0 •� 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. oo ' 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �j , �,•� ,',��40 LOAD CASE(S) ndard �`�,`♦♦ ss O N A� 1) Dead RoofLivebalanced): Lumber Increase=1.25, Plate Increase=1.25 ( �ftltlll/l�� Uniform Loads (plf) Vert: 1-2=70, 2-3=-70, 5-10=20 Concentrated Loads (lb) FL Cent. 66.34 Vert: 4=250(B) 2=-200(B) 15=68(B) 17=22(B) August 22, AWAPMWG - Verfr design patens avid READ MOMS OAT Iglu AM INCLUDED 1ff=nEFE ?ENM PAGE rffr-7473 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 my Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the `rg erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and BCSI Bullding Component 8904 Parke East Blvd. Safety Information volable from Truss Plate Institute, 761 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1 f Sauthern:Rine�SP� lumber issp ec ified, %he de>ian vafue3 are those effective 06) 0112013 by AL`sC )13 Job Truss Truss Type Qty Ply rf##25641 - Mel-Ry Eames Res. T4993733 25841 BIG Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MTek Industries, Inc. Thu Aug 22 09:35:27 2013 Page 1 I D:IVPgQdbcryi9STbH_2U 7c7y]xH4-ffeEc4_Uh5Q7g5eZCvkaAlj_ZJuTTmJ M 05yKinylLj i 1-8-0 5-10-0 8.2-0 10-2-0 i 14-0-8 r 1-9.0 4-2-0 2-4-0 2-0-0 3-10-8 Scale=1:26.3 2.00 12 5x5 = 4x10 = 17 18 4 4.00 12 3 4xB = 2x4 II 5 6 o N oZ f 2 � N N 10 9 8 7 d I� � 5x5 = 1x4 II 3x8 = U4 II 3x8 = B S E 3x4 = 12 7x8 = 2.00 12 i 1-0-0 1-8-0 5-1-8 5-10-0 8-2-0 , 10-2-0 i 14-0-8 , Plate Offsets XY)o 1470-2-8.0-0-9l.f5:0-5-4.0-2-01,17:0-2-8.0-1-8l.rll7O-2-8.0-3-01.[12iO-5-0.0-0-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.21 11 >710 240 MT20 244/190 TCDL 15.0 Lumber increase 1.25 BC 0.94 Vert(TL) -0.31 11 >470 180 BCLL 0.0 ' Rep Stress ]nor NO WB 0.44 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 63 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc pur]ins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. 6-7: 2x6 SP No.2 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 12=793/0-8-0 (min. 0-1-8), 7=674/Mechanical Max Horz12=141(LC 5) Max Uplift12=554(LC 8), 7=-395(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=15821860, 2-3=1606/912, 34=1360/868, 4-5=-1450/915 BOT CHORD 1-12=-939/1627, 11-12=-846/1452, 10-11=-860/1467, 9-10=-871/1494, 8-9=-925/1603, 7-8=-917/1602 WEBS 2-12=-688/527, 4-9=-259/430, 5-9=-310/175, 5-7=-1555/923, 3-10=-1301265 NOTES 1) Unbalanced roof live loads have been considered for his design. 2) Wind: ASCE 7-10; Vu]t=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; 11j11111111111, Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 av N V ��� A plate grip DOL=1.60 � OP ......... 3) Provide adequate drainage to water G E N S ' • �i� prevent ponding.••', �] 4) Plates checked for a plus or minus 0 degree rotation about its center. �� •• V F•••• :. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 f •.• 6) • This truss has been designed for a live load of 20.Opsf on the bottom c6rd 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ]b uplift at joint(s) except (jt=lb) 12=55S -10 �• T O F 9)"Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120 lb down and 146 lb up at 40 Q ; • �� 6-7-9 on top chord, and 31 ]b down and 33 lb up at 5-10-0, and 113 lb down and 114 lb up at B-4-1 on bottom chord. The �40 �.••` �� design/selection of such connection device(s) is the responsibility of others. permanentis component is always required. ) and stability bracing for truss system (not part of Inarning: Additional fro 12the LOAD CASE Ssection, loads applied to he face of the truss are noted as t F) or back (B). LOAD CASE(S) Standard FL Cent. 6634 August 22, Continued on page 2 WARNIM - Verify drs{gn Parameters and READ NOTES ON THIS AND INCLUDED LIITEKREFERENCE PAGE 1f77I-747a BEFORE USE. ■ Design valid for use only with M7ek 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 R� Te�• Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding IY1iG fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information val able from Truss Plate Institute, 781 N. Lee Street, Suite.312, Alexandria, VA 2314. Tampa, FL 33610-4115 if Southern.P'ine�SP�Jumberisspeeified,thedesio values are those effectiveQfi 0112013byALSC D13 Job Truss Truss Type City Ply 641 - McFRy Fames Res. T4993734 ['o`bb'R"eference 25641 B2G Roof Special Girder 1 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MTek Industries, Inc. Thu Aug 22 09:3528 2013 Page 1 I D:IV PgQdbcryi9STbH_2U?c7ylxH 4-7sCcgQ?6SPY_RFDI mcGpizGLGj QvC GWFlhtEEylLj i 1-L 4-0-o 5-0-10 6-11-14 1-7-14 2-4-2 1-0.10 1-11-4 2x4 Seale = 1:18.3 4 4.00 12 3x6 3 3x6 -- 2 d 6 l d 1 d of 5x5 = 3x4 = d dill 2.00 12 3x4 = 5x18 M18SHS = 7 i 1-0-0 1-7-14 i 4-0.0 i 6-11-14 Plate Offsets 0- -8 -0 0- - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.01 6 >999 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 35 Its FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. 1-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 2-7,3-6: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 3-0-0 except Qt=length) 5=Mechanical. (lb) - Max Horz 1=175(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1 except 7=-423(LC 8). 5=-189(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 1 except 7=924(LC 15), 5=417(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=508/239 BOT CHORD 5-6=-225/508 WEBS 2-7=-759/370, 3-6=-116/333, 2-6=-306/803, 3-5=-505/246 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 11111 1111 f111,' plate grip DOL=1.60 4- �� 2) All plates are MT20 plates unless otherwise indicated. �� Q. •,., �j 3) Plates for 0 degree its center. G E N 8 �� �i� checked a plus or minus rotation about ,�� ,O.•'; .'• 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ 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 N 68182 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, 1 except (jl=lb) = - 7=423, 5=189. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r„ % T O F 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 938 lb down and 370 lb up at (V�♦ 00. •' 5-0-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �� •, Q" ; *`� 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ��� •. �.••`��,�� 11) In the LOAD CASE(S) loads applied to the face of the truss are noted as front (F) or back (B). ��s % N A; LOADCASE(S) Standard (1 j 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) FL Cert. 6634 Vert: 1-4=70, 1-7=-20, 5-7=-20 August 22, 013 Continued on paQe 2 AWARNING . Vm fy design parameters a-nd READ NOTES ON THIS ARID INCLUDED Z17TEKR13FEREa CE P.4GL b4I1-7473 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 responsiblity 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 responsibllty of the MiTek• 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 8904 Parke East Blvd. Safety Information voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If Sauthern:PlnegSP� lumber iszpetified,the desig values are those effective4fi 01/2013byAL5C Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply #M5641 - Mel-Ry Eames Res. 26641 B3G ROOF SPECIAL GIRDER 1 i Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.430 s Jul 25 2013 MiTek Inaustnes, Inc. TnU Aug ZZ 1b:16:07 2013 Page 1 ID:IVPgQdbcryi9STbH_2U1c7yIxH4-61G7FSZI3NmuyV N544pW5e11 Qp9pb73xB9lw63ylGk6 m N N 3.3.10 10-7-14 4-0-10 Provide bearing connection(s) to resist Scale =1:15.2 horizontal reaction(s) shown. 2x4 II 4 3x4 II 6 4x4 = 5 3x6 11 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 CSI TC 0.86 BC 0.41 WB 0.40 (Matrix-M) DEFL in Vert(LL) -0.01 Vert(TL) -0.03 Horz(TL) 0.00 (loc) I/deft Ud 5-6 >999 240 5-6 >999 180 n/a n/a PLATES GRIP MT20 244/190 Weight: 33lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) 5=-184/0-9-2 (min. 0-1-8), 6=1204/Mechanical, 7=0/Mechanical Max Harz 5=1118(LC 16), 7=-1167(LC 16) Max Uplift 5=-293(LC 16), 6=-1003(LC 8) Max Grav 5=186(LC 8), 6=1214(LC 16) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-943/1164, 2-11=-982/1282, 2-3=-1005/1322 BOT CHORD 1-7=1167/964 WEBS 3-6=1220/978, 3-5=91511118 1 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 1111111 DOL=1.60 plate grip ce 2) Plates checked for a plus or minus 0 degree rotation about its nter. ��% ' N V 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ���,QPa• ........ E N�00 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 ,� ' .• �G •� F•�•. will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. N 68182 •�� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 5 and 1I 03 lb uplift at * joint 6. 7) Non Standard bearing condition. Review required. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 lb down and 120 lb up at •• T F ((/: 1-7-6, and 42 lb down and 63 lb up at 1-7-6, and 501 lb down and 198 lb up at -1-1 8 on top chord, and 18 lb down and 28 lb up at 1-7-6, 60 lb 1-7-6 bottom The design/selection of such connection device(s) is the responsibility of others. Q �, •• �� P e' and up at on chord. `0 N�,�� 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. i • 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). O N�, LOAD CASE(S) Standard 01 111111001 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads I Vert: 1470, 5-6=-20, 7-8=-20 �FL Cert. 6634� August 22,2013 in Verify d.W. parameters astd READ NOTES ON THIS AND XMIUDED 15TEKREFMT-WE PAGE MI-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based onlyupon 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 responsiblFity of the MiTek' 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/iPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 If Southern-Pine�SP.lumber isspecified, the deign values are those effective 06 .01f2013.byALSC Job Truss Truss Type Qty Ply #M5641 - Mel-Ry Eames Res. 25641 B3G ROOF SPECIAL GIRDER 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-360(F) 12=44(F=-19, B=63) 13=-12(F=-16, B=4) r.4susJmzozuiamnexmausines,mc. rnu Augzzra:ra:urzuis eagez ID:IVPgQdbcryi9STbH_2U?c7ylxH4-61G7FSZI3NmuyVN544pW5e11 Qpgpb73xB9lw63yIGk6 IN N 68182 =-t3' xz :?S T OF FL Cert. 6634 1 August 22,2013 WARNM-Veit desf parameters rand READ NOMSOMTHIS AMDIMMUDEDIMTEKREFEREMBPAGE M11-7473BEFOREUSE. ■■ Design valid for use any with MITek connectors. This design is based any 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 responsibUrity of the p{ p'T��• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � V� i fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai ble from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33810-4115 HSauthem pine�SP� lumber isspecified, the desigri values are those effective QS .01/2013byALSC Job Truss Truss Type Qty Ply ###25641 - Mel-Ry Eames Res. T4993738 25641 B4 Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:29 2013 Page 1 ID:IVPgQdbcryi9STbH_2U?c7ylxH4-c2m?1 mOiDjgr3PnxJKn2FApTu7m9xlaeUPRRmgylLj 5-6-0 5-6-0 1x4 I I Scale = 1:14.9 3 4.00 12 3x4 2 17 4 2x4 = 1x4 II5 3x4 = 4 1-0-0 5-6-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 24lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 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 uide. REACTIONS (lb/size) 5=445/2-0-0 (min. 0-1-8), 4=37/2-2-0 (min. 0-1-8) Max Horz5=131(LC 8) Max Uplift5=-205(LC 8), 4=-60(LC 8) Max Grav5=445(LC 1), 4=39(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-353/208 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ary other live loads. 4) * This truss has been designed r a liveload of 20. sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 11111 1a fit between the bottom chord and s ,,,,,vi N VF4,� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except Qt=lb) ,,% OP.••,. • • • • . �,, G E N,3 `� 5=205. - - , \ F•••• 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦ •••� 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. N 68182 •• * • LOAD CASE(S) Standard T OF 0: 1j111111111 FL Cert. 6634 August 22, 013 WARMPIG - Verify design par wt.71s aad READ MOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 101-7473 BEFORB USE .• Design valid for use only with Mnek connectors. This design is based any 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 MiTek 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. Safely Informallon vai able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. ffSouthern.Pine�SP�.lumberisspezified,-thedesignvaluesarethoseeifestive0fi 0112013hyALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply ###25641 - Mel-Ry Eames Res. T4993737 25641 B5 Jack -open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Aug 22 09:35:29 2013 Page 1 ID:IVPgQdbcryi9STbH_2U?c7yIxH4-c2m?1 mOlDjgr3PnxJKn2FApPO7jrxm7eUPRRmgylLj 4-7-8 4-7-8 Scale = 1:14.2 2 4.00 12 1x4 1 4 3 3x6 II I 1x4 II OffsetsPlate -8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.37 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix) Weight: 17lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc 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 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=19514-7-8 (min. 0-1-8), 3=195/4-7-8 (min. 0-1-8) Max Horz4=133(LC 8) Max Uplift4=-77(LC 8), 3=137(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=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.0psf; h=15ft; B=4511; L=24ft; eave=4ft; Cat. ll; Exp D; 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. ,`t%li►1I1 IIIII,1' 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 If F� 6) . 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 �........... Ci E N �• �i� 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) 4 except Qt=lb)F�-•- 3=137. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 68182 • ► * •, 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ; LOAD CASE(S) Standard cc .� T OF 41. ,,ass• ,. FL Cert. 6634 August 22, W.9RINArir � Vert, fFj design parmnrtem mr;d READ NOTES ON THIS AND INCLUDED ISTEK REFEiZMCE PAGE frill-9473 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 responsibility, of the MiTek• 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 2314. Tampa, FL 33010-4115 ItSaufhern.P'ne SP lumber is specified, the de_ionvalues are tho eefiectave05.01f2023byALSO D13 Symbols PLATE LOCATION AND ORIENTATION 3/4 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�16 ii For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 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 (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 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 & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TC)P C'Hoi?nS o Cl-2 c2-3 c 4 WEBS � 0 LL Y/ N U v° EL U O c'-e cca cs-e BOTTOM CHORDS 8 7 6 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 ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 5 A General safety � Failure to Follow Could Cause Property Damage,or Personal Injury l . 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. Oz 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. CL 0 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. 16. Do not cut or alter truss member or plate without prior © 2012 MiTek® All Rights Reserved approval of an engineer. Mm W1 V 1 Te k 0 MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 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 ANSI/TPI 1 Quality Criteria. A