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Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTe- '0 POWER To PERFORM.`" RE: 23015 - Afshar Residence o- Site Information: Customer Info: Watlee Construction Project Name: Afshar Model: Lot/Block: Subdivision: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Address: 511 NW Winters Creek Road City: Palm City State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: _ License #: v Address: City: x. -State: - General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.2 Wind Code: ASCE 7-05 Wind Speed: 140 mph Floor Load: N/A psf Roof Load: 45.0 psf This package includes 12 individual, dated Truss Design'Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seat# ITruss Name Date 112/12/011 1 T4237050 -•CA 2 T4237051 --CM 12/12/ 11 13 I T4237052 I -•CJ5 112/121011I 4 IT4237053 -•EM 12112/011 5 IT4237054 •-ER 112/12/0111 6 IT4237055 I~HJ3 12/12/011 I7 IT4237056 I-HJ7 12/12/011 I8 IT4237057 IA01 12/12/0111 9 I T4237058 I A02 12/12/0111 110 I T4237059 I A03G I_ _1.2/12/ 11 Ill IT4237060 BIG 12/12/011 112 I T4237061 I B2 112/1210111 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2013. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this,component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. � iESE PLANTS A�JD ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS Y; REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO " "9rvlPLY \MITH ALL APPLICABLE CODES. 0 REIAENIED p ikJE6HD REVIEWED U NOW Q REVISE Xt RE -SUBMIT ARCHITECT ���4�tt►�rA ��r����t rE • NoWOF: ' °. ST FL Cert. 6634 December 12,2011 Albani, Thomas I of 1 Type City Ply Afshar Residence T4237050 Jack -Open Truss East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:27 2011 Page ID:flO3EZwsHipSyTlZs9gEgXyAhz6_4PZFtp7gWr8ROTbsw5XWYE7sZ171C5NkHifgRy9mR: -1-ao 1-ao 1 1-ao 1-ao Refer to MiTek "TOE -NAIL" Detail for connection to supporting carrier truss (typ all applicable jacks on this lob), 7 2x4 = 6.00112 Scale: 3/4"=1' 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 FBC2007/TPI2002 CSI TC 0.27 BC 0.07 WB 0.00 (Matrix-M) DEFL in (loc) Vdefl Ud Vert(LL) 0.00 7 >999 240 Vert(TL) 0.00 7 >999 180 Horz(TL) -0.02 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP 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) 7=187/0-8-0 (min. 0-1-8), 3=-30/Mechanical, 6=1/Mechanical Max Horz 7=120(LC 4) ' Max Uplift 7=1 05(LC 3), 3=80(LC 4). 6=128(LC 4) Max Grav 7=187(LC 1), 3=26(LC 3), 6=37(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. `,/1111111111j� 4) Refer to girder(s) for truss to truss connections. `�� CJ AA 5) Bearing atjoint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �,`��O�P . . n lj� bearing surface. CE \ S�� 9 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 7, 80 lb uplift at joint 3 and : ,`� N \, F ��- 128 lb uplift at joint 6. . _-_ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * P� 0 3 9 3 8 0 7:�J LOAD CASE(S) Standardriz /J .. LATE FL Cert. 6634 December 12,2011 ® WARNING - ➢erify design p-iens and READ NOTES ON THIS AND INCLUDED M7TBKREFERBNCB PAGB WI.7473 ,— I0-'O8 BEFORE USB. 2, Y' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. q■ Applicability of design paramenters 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. ror general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Afshar Residence T4237051 23015 -CJ3 Jack -Open Truss 8 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:28 2011 Page ID:f103EZwsHipSyTlZs9gEgXyAhz6-SHzxTDplRgz?3Y2nQedmTlnAozLOUfLXzxRCCuygmR i -1.0-0 1-0-0 3-0-0 Scale = 1:20.9 3 4 6.o0 12 4x4 II N 2 • �Oj N 6.00 12 7 3x8 II 3-0-0 3-0-0 Plate Offsets X Y : 2:0-2-0 0-1-12 I-OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.01 6-7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.01 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.09 3 n/a n/a BCDL 10.0 Code FBC2007rrP12002 (Matrix-M) Weight: 17 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP 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) 7=226/0-8-0 (min. 0-1-8), 3=80/Mechanical, 6=31/Mechanical • Max Horz 7=293(LC 5) Max Uplift7=51(LC 5), 3=-168(LC 5), 6=102(1_C 5) Max Grav7=226(LC 1), 3=80(LC 1), 6=60(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to for truss to truss connections. ♦11111111111111�' ♦♦♦ Pg A. q I� ♦ girder(s) , 5) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of � • •; C•E N S • • 9 ��� �0 bearing surface. ♦ X\ F•••,�r.!. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ito uplift at joint 7, 168 lb uplift at joint 3 ands •, J 102 lb 6. AO 3938��—�., uplift at joint 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * ; LOAD CASE(S) Standard C(j " ATE 411 :O•' •�; �♦♦♦ /0 N A; FL Cert. 6634 December 12,2011 ®MAR091411-Verify design pm•ametvs and READ N0713S ON THIS AND INCLUDED ffrEKREPBRENCR PAGE NII1-7473 ren, TO-VIBBBPORBUSB. l �*R• j Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Mal L Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown p I, for lateral supporf of individual web members only. Additional temporary bracing to Insure stabilityduring construction Is the responsibillity of the 1 V I iTe k' erector. Addiflonot permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding P ,o P<arowra• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality CrNerlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33810-4115 N Job Truss Truss Type Ply Afshar Residence T4237052 23015 -CJ5 Jack -Open Truss 187" 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:53:12 2011 Page 1 ID:flO3EZwsHipSyTlZs9gEgXyAhz6-15DOauVhQK5F15WTE0w7p13pvPYAuSzxngKgY8y9lub -1-0-0 5-0-0 1.0-0 5-0-0 Scale = 1:27.4 3 4 6.00 12 o_ o} N 3x4 II 2 d h 1 0 N N 6.00 12 7 4x8 II 5-0-0 5-0-0 Plate Offsets X Y : 7:0-2-2 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.38 Vert(TL) 0.04 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.21 3 nla n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix-M) Weight: 26 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2 X 6 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.2 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) 7=308/0-8-0 (min. 0-1-8), 3=146/Mechanical, 6=63/Mechanical Max Horz 7=384(LC 5) Max Uplift 7=116(LC 5), 3=242(1_C 5), 6=96(1_C 5) Max Grav 7=308(LC 1), 3=146(LC 1), 6=104(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-274/241 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v%11111111!!� 3)' 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 `��� P S A `• • • �j wide will fit between the bottom chord and any other members. ♦♦♦ o0 • , . • E ' ey ��, 4) Refer to girder(s) for truss to truss connections. , c N g • 5) Bearing 7 to value using ANSI/TPI 1 angle to grain formula. Building designer should verify N, •'•, at joint(s) considers parallel grain `♦ __ _� capacity of bearing surface. 39380 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 7, 242 lb uplift at joint 3 and 96 lb uplift atjoint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ATE ' 441 • C)\, ♦♦ % FL Cert. 6634 December 12,20 1 ® WARNING • Verify dasiyn ymnrnetm and READ NOTES ON THIS AND INCLUDED JWW REFERENCE PAOB MTI.7473 rea, I0•'08 BEPORS USE. Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an Individual building component. ■.�YR Applicability of design paramenters 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 the building designer. For regardng MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of general guidance fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component P ,e P q 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Oly Ply Afshar Residence T4237053 23015 -EJ3 Jack -Open Truss 4 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:29 2011 Page ID:flO3EZwsHipSyT1Zs9gEgXyAhz6-wTWKgZgNC75rghdzzL877zJKDMhDD6bgCbBmkKy9mRO 1-4-0 3-0-0 i -4-p 3-0-0 Scale = 1:20.9 3 6.00 12 4x4 I 2 N • O 1b N 4 N 6.00 12 5 3x8 I I I Plate Offsets X Y : 2:0-2-0 0-1-12 LOADING (pyo SPACING 2-0-0 CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.08 3 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 18 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP 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) 5=264/0-8-0 (min. 0-1-8), 3=70/Mechanical, 4=25/Mechanical • Max Horz 5=312(LC 5) Max Uplift5=-105(LC 5), 3=147(1_C 5), 4=101(1_C 5) Max Grav 5=264(LC 1), 3=70(LC 1), 4=54(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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 II I11111 I I j� between the bottom chord and any other members. ,���� S /�. 4) Refer to for truss to truss connections. 0P, • • ��j girder(s) `%% , . ,A�e ANSI/TPI 1 to formula. Building designer should verify capacity of • •. OA �j E N 5) Bearing at joint(s) 5 considers parallel to grain value using angle grain ,,� �� •, Ci S • �•••,7[!- bearing surface. ; 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 to uplift at joint 5,147 lb uplift at joint 3 101 Itouplift 4. 3938 0� dab and at joint * 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ;� _ : rc ' ATE :�. 00 ,'',SS/O N AO _00% FL Cert. 6634 December 12,2011 ® WA MRa - Verify deargn par•ametm. and READ NOTES ON THIS AND INCLUDED MTTEKREFERENCE PAGE MI-7473 — 10-'08 BBFORE USB. Mal Design valid for use any with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameniers 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 responsibillify of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ow m --.- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Afshar Residence T4237054 23015 -EJ7 Jack -Open Truss 6 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:30 2011 Page ID:f103EZwsHipSyT1 Zs9gEgXyAhz6-Of4iuvr?zRDilrC9X3fEYAS WHm?HyXTgQFwJHmy9mR 1 00'+-6-0 -0.0 3-6-0 7-0-0 3-6-0 Scale = 1:33.6 3 6.00 12 N • 6x6 2 1 N 0 5 `f' d N 44 6.00 12 6 2x4 I I I Plate Offsets KY): : 2:0-3-0 0-1-8 GOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.12 5 >686 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.36 Vert(TL) 0,10 5 >842 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) -0.07 3 n/a n/a BCDL 10.0 Code FBC20071TPI2002 (Matrix-M) Weight: 39 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8-7-3 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=398/0-8-0 (min. 0-1-8), 3=198/Mechanical, 4=100/Mechanical • Max Horz 6=471(LC 5) Max Uplift6=175(LC 5), 3=269(LC 5), 4=139(LC 5) Max Grav 6=398(LC 1), 3=198(LC 1), 4=147(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-354/323 BOT CHORD 5-6=-609/145 WEBS 2-5=-150/608 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 % S A 2) This truss has been designed for 10.0 bottom chord live load nonconcurrent with any other live loads. A. P...... psf 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit � �0 \ G•E • •, 9 ��, between the bottom chord and any other members. ; ' N, �••..� 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of _ * ; • ab 39380 bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 6, 269 lb uplift at joint 3 and 139 lb uplift at joint 4. 7) "Semi including heels" Member end fixity model was used in the analysis = ; and design of this truss. 44/ -rigid pitchbreaks ATE • �� LOAD CASE(S) Standard ��.(� P k S/�NA� FL Cert. 6634 December 12,2011 ® WARNING- Verify design parouw 1.. and READ NOTES ON THIS AND INCLUDED M MKREFERENCE PAGE MI-7473 ma. 20`08 BEFORE USB. ��• 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 paromenters 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 respomibillity of the M iTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. or general guidance regarding P m e roeK fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Afshar Residence T4237055 23015 -HJ3 Diagonal Hip Girder 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:31 2011 Page ID:f103EZwsHipSyT1 Zs9gEgXyAhz6-sse45Fsdkl LZw?nM5mAT5OPggAOBh?DzfvgspDygmR 11010 4-2-15 - 1-10-10 4-2-15 Scale = 1:20.6 3 4 2x4 l 4.24 12 9 r 3x4 M N 2 1 �v N 4,4 i 4,24 12 e 2x4 I 4.2-9 4.2 15 4-2-9 0- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP ,TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.02 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.19 Vert(TL) 0.02 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC20071TPI2002 (Matrix-M) Weight: 30 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP 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) 8=282/0-10-3 (min. 0-1-8), 6=115/Mechanical Max Horz 8=291(LC 4) • Max Uplift8=560(1_C 3), 6=317(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-263/414 BOT CHORD 7-10=285/14 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' 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 ,`i111 1111//j,�� between the bottom chord and any other members. `�� S A. 4) Refer to for truss to truss connections. P . • ..... girder(s) `�� , , 1 to formula. Building designer should verify capacity of 0 E•• 5) Bearing atjoint(s) 8 considers parallel to grain value using ANSI/TPI angle grain •,•\ Ci ,`� bearing surface. A 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 560 lb uplift at joint 8 and 317 lb uplift at joint�--' `"" •, r`�� �db 3938 6. * ;• 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) 58 lb up at 1-4-11, and 58 lb up at 1-4-11 on top chord, and 134 lb up at 1-4-11, and 134 lb up at 1-4-11 on bottom chord. The design/selection of such connection _ device(s) is the responsibility of others. • E1T E 141 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �'0 '.�441 R � Q!• ,j��ls • LOAD CASE(S) Standard 0 \�\`�" 1) Lumber s2 1.25 .0�4;9 0 N A' G`0%%% Uniiifular: form LoaVertds (2I�70, 2-3=170, 3 4Iat70, rrg Concentrated Loads (lb) Vert: 9=80(F=40, B=40) 10=38(F=19, B=19) FL Cert. 6634 December 12,2011 ® WARNING- ➢mijy dasegn parametma and READ N07W ON i9NS APM INCLUDED A11Y7?1CREFERENCB PAGB =-7473 rea. T 0.'08 BEFORE USB. Design valid for use onlywith M7ek connectors. This design is based only upon parametersshown, and Is for an Individual building component. Applicability of design paramenters 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 stabilityduring construction is the responsibillity of the building designer. For regarding MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the general guidance fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quallly Criteria, DSB-89 and BCSI Building Component rawrn+o ecarvn•s 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Afshar Residence T4237056 23015 -HJ7 Diagonal Hip Girder 4 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:55:06 2011 Page 1 ID:f103EZwsHipSyT1 Zs9gEgXyAhz6-P 16V WtuCaMS4icDNvyzsQ4nISMTObuOj?ZxsYXy9lsp 1-5-0 4-11-6 9-10-13 1-5-0 4-11-6 4-11-6 • 4x4 11 Scale = 1:32.9 4.24 12 5 6 14 ch 3x4 N 3x4 % 4 ' 13 3 4x6 12 5x5 2 17 0 1 N 10 16 3x4 4.24 12 15 11 3x10 = 4-11-6 9-10-7 9-1Q-13 4-11-6 4-11-0 0-0-6 Plate Offsets X Y : 9:0-2-0 0-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.07 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.30 Vert(TL) 0.06 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code FBC20071TPI2002 (Matrix-M) Weight: 63 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-6: 2 X 4 SYP No.2 except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=547/0-10-6 (min. 0-1-8), 8=609/Mechanical Max Horz 11=408(LC 4) Max Uplift 11=-1066(LC 3), 8=1002(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=526/972, 2-12=-896/1658, 3-12=-865/1665, 3-13=828/1670, 4-13=-815/1615, 4-14=220/264, 5-9=203/269 BOT CHORD 11-15=-394/0, 15-16=-481/0, 10-16=547/42, 10-17=-1784/844, 9-17=-1848/886, 8-9=-335/202 WEBS 2-10=1374/818, 4-9=-689/1567 NOTES 111111111111/j� 1) left Lend vertical left ndprig t exposed; Lumber D�OL=1 60 plate g p DOL=1 60 ♦♦♦♦�P S. A gable end zone; cantilever and right exposed ,'q�',��I� loads. ' 6 E ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live ♦♦ �0 , N & • •�•, 3) • 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 :♦,` V� �� wide will fit between the bottom chord and any other members. 0 3938 —. 4) Refer to girder(s) for truss to truss connections. = * 5) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify _ capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1066 lb uplift at joint 11 and 1002 lb uplift at joint 8. •� L(/ •, , ATE 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. "'O 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb up at 1-4-11, 58 lb O R 1 O Q �,•�\�♦♦♦ 76 lb down 220 lb at 7-0-9 �� ' up at 1-4-11. 10 lb down and 147 lb up at 4-2-10, 10 lb down and 147 lb up at 4-2-10, and and up b 17-0-9A11 and 76 lb down and 20 lb up at on top chord, and 134 lb up at 1-4-11, 134 lb up at lb down and up �`♦�♦ ldown downand 102 lb up at and 6h4 lb and 102 lb up at 10upat94-such oat n bottom chord. Thedesign/selectionand connection is the responsibility of 1��, 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard �FL Cert. 6634 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 December 12,20 ® WARNING - Verify da ign paewmeteis and READ NOTES ON THIS AND INCLUDED 16 EKREFERBNCE PAGE IM-7473 r— 10-'08 BEFORE USE. �� R r 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 paromenters 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 responsibillify of the MiTek" the building designer. For regarding erector. Additional permanent bracing of the overall structure is the responsibility of general guidance fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 quality CrBerla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply Afshar Residence T4237057 23015 A01 Scissor Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:34 2011 Page ID:flO3EZwsHipSyT1 Zs9gEgXyAhz6-HQKDjGuW1 gj8nTVxmujAiD1 GnNLfuDuPLtuWPXy9mQ 2112 10-0.0 i 14-10.4 20-0.0 21-0-Oi 01 0 11-12 4-104 4-10-4 5-1-12 1 0.0 4x4 = Scale = 1:46.5 4 6.00 12 3x8 i 53x8 3 9 � 7xe II 2x4 11 2x4 II c} 2 6 7 1 yo Y N 6.00 F12 8 4x6 10 06 10-0-0 20.0-0 10-0.0 10-0.0 Plate Offsets KY : 3:0-1-8 0-1-8 5:0-1-8 0-1-8 8:0-2-15 0-2-0 10:0-2-15 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.20 9 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.38 9-10 >616 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.41 8 n/a n/a BCDL 10.0 Code FBC20071TP12002 (Matrix-M) Weight: 131 Ito FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc puffins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. WEBS 1 Row at midpt 5-8. 3-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 10=972/0-8-0 (min. 0-1-8), 8=972/0-8-0 (min. 0-1-8) Max Horz 10=290(LC 4) Max Uplift 10=688(LC 5), 8=688(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=310/435, 2-3=187/310, 34=2658/1208, 4-5=-2658/1239, 5-6=187/303, 6-8=-310/430 BOT CHORD 9-10=1232/1884, 8-9=-860/1884 WEBS 4-9=-812/1983, 5-9=169/699, 5-8=-2085/1035, 3-9=0/699, 3-10=2085/1239 NOTES 1) Unbalanced roof live loads have been considered for this design. `��`� s 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end `% \V'P zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 , • G•E N S • • ,9��rI �j •�•, `�� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` ��.•• �, �` `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 fit /- between the bottom chord and any other members. Fd 0 3 9 3 8 0 5) Bearing at joints) 10, 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacitjl: of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 688 Itouplift at joint 10 and 688 Ito uplift at joil$ _ , ATE 8. - •• 1-4/7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �% • 141 LOAD CASE(S) Standard ,i��� (� •'c� 0 R .,;ss,0 N A E����� !n� FL Cert. 6634 December 12,2011 ®WARNING - Verify dmiyrr, parametoss and READ N07M ON 7EIS AND INCLUDED WYEKREPERENCE PAGE bW-7473 rca, 10-VB 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. ■•�Y6 Applicability of design paramenters 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 responsibillity, of the MiTek" erector. Addi ional 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 CrBeria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Afshar Residence T4237058 23015 A02 Hip Truss 2 1 Job Reference o tional 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:35 2011 Page East Coast Truss, Fort Pierce, FL. 34946 I D:fI03EZwsHipSyT1 Zs9gEgXyAhz6-IdubxcvBozs70c47KcFPFEZTsnixdiAZaXe4xy9m0 p 4-7-12 Q 0.0 11-0.0 15-4-4 I 20.D-0 21.0.0 i Q+ 1-0.o 4-7-12 f 4-4-4 2-D-0 4-4-4 4.7-12 1-0-0 Scale = 1:43.5 4x8 = 4x4 = 4 5 6.00 12 3x4 i 3x4 I' N 6 3 12 11 6x6 = 6x8 = 4x4 i 44 7 2 6 1 13 10 3x4 5- 3x4 N 6.o0 12 9 2x4 I 14 2x4 I 4-7-12 9.1-8 1 10-10-8 15 4.4 20-0-0 4-7-12 4.5-12 1-9-0 4-5-12 4-7-12 Plate Offsets MY): : 4:0-5-4 0-2-0 11:0-5-4 0-3-12 12:0-30 0-3.12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.16 12 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.28 11-12 >833 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.31 9 n/a n1a Weight: 132 lb FT = 20% BCDL • 10.0 Code FBC20071TPI2002 (Matrix-M) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-7-9 oc bracing. ' Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 14=972/0-8-0 (min. 0-1-8), 9=97210-8-0 (min. 0-1-8) Max Harz 14=276(LC 4) Max Uplift 14=678(LC 5), 9=678(1_C 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=933/748, 2-3=1882/1173, 3-4=258111261, 4-5=224111102, 5-6=2587/1183, 6-7=-1880/958, 7-9=933/665 BOT CHORD 13-14=285/282, 12-13=1063/1831, 11-12=839/2236, 10-11=-720/1831 WEBS 2-13=78911578, 3-13=605/398, 3-12=-571617, 4-12=458/919, 5-11=-407/924, 6-11=309/623, 6-10=-608/329, 7-10=649/1576 NOTES ``�111111111/1il' 1) Unbalanced roof live loads have been considered for this design. %% PS A' q< .,��� TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end 2) Wind: ASCE 7-05; 140mph (3-second gust); zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 , • • G E N S' • •• e'9 `�\XO . 3) Provide adequate drainage to prevent water ponding. X, ,•F �•. �%_ �•; 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. W6 39380 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit . * 7�� between the bottom chord and any other members. ANSUfPI 1 to formula. Building designer should verify capacii3 6) Bearing at joint(s) 14, 9 considers parallel to grain value using angle grain of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 678 lb uplift at joint 14 and 678 lb uplift at joiriL AT E 9. 4tj 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O Q ,• \�� O R , LOAD CASE(S) Standard ,',s81O N A �v,�`%', //1111111 FL Cert. 6634 December 12,2011 ® WdRAaM. Verify deign pm•ameims and READ N07ES ON THIS AND rMCLUDED NTE)CREFERENCE PAGE AII!-7473 rea. 10-'08 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. my Applicability of design paramenters 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 ,o exArnaK fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII CIuaIBy Cr6erla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Atshar Residence T4237059 23015 A03G Hip Truss 2 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:37 2011 Page I D:f103EZwsHIpSyT1 Zs9gEgXyAhz6-h77LM IwOKb6jewEWR 1 H1KffiYbKG5VFsl g7B7sygmQ 1 0-0 7-0-0 13-D-0 _ 20-0-0 21-0-0 i 1 1-0-0 7-0-0 6-0-0 7-D-0 1-0-0 Scale = 1:4o.8 Sxl0 MT18H = 4x6 = 3 11 12 4 6.00 12 m N N • 6x10 MT18H 6x10 MT18H 9 7x6 = 13 14 7x8 = 5 Js 2 6 m 1 0 d N 6.00 12 7 10 3x10 = 3x10 = 7.3-0 12.9-0 20-0-0 7-3.0 5-6-0 7-3.0 Plate Offsets X Y : 2:0-2-12 0-2-4 3:0-7-8 0.2-4 4:0-3-6 0-2-4 5:0-2-12 0-2-4 8:0-5-4 0-3-12 9:0-3-0 0-3-12 LOADING (per SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.60 8-9 >396 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.50 8-9 >469 180 MT18H 244/190 BCLL 0.0 ' BCDL 10.0 Rep Stress Incr NO Code FBC2007/TPI2002 WB 0.92 (Matrix-M) Horz(TL) -0.57 7 nla n/a Weight: 251 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, except 3-4: 2 X 4 SYP No.1 end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or -1-11-9 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-9, 5-8 REACTIONS (lb/size) 10=1977/0-8-0 (min. 0-1-8), 7=1977/0-8-0 (min. 0-1-8) Max Harz 10=248(LC 4) Max Uplift 10=-2400(LC 5), 7=2400(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=-1 97012533, 2-3=-6589/8265, 3-11=5772/7306, 11-12=5772/7306, 4-12=-5772r7306, 4-5=-657818092, 5-7=-1968/2459 BOT CHORD 9-10=401/237, 9-13=-7322/5783, 13-14=7322/5783, 8-14=-7322/5783 WEBS 2-9=-7133/5722, 3-9=-2993/2224, 4-8=-2943/2217, 5-8=-7150/5709 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. ```I 111 I 1 111 Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. ��� S A, Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply ���`0\'`P•' . G E N 3�. • connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ,� �,• N,� 3) Unbalanced roof live loads have been considered for this design. is C; MWFRS end N-6 39380 •� 4) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp enclosed; (low-rise) gable zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 : 5) Provide adequate drainage to prevent water ponding. •4� 6) All plates are MT20 plates unless otherwise indicated. __ 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. •. 8 ' This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f... AT �r 9 P 0 •, between the bottom chord and any other members. '.�A, Q .' 1 to formula. Building designer should verify capacity ��� •, Q 9) Bearing at joints) 10, 7 considers parallel to grain value using ANSI/TPI angle grain 0 R , •,•' `�� of bearing surface. k9 " • •'' �� �. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2400 lb uplift at joint 10 and 2400 lb uplift at �0 N A joint 7 10 1,, 11) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 lb down and 247 lb up at 7-D-0, 128 lb down and 247 lb up at 9-0-12, and 128 lb down and 247 lb up at 10-11-4, and 128 lb down and 247 lb up at 13-0-0 on top chor , FL Cert. 6634 and 669 Ill,down and 1153 lb up at 7-0-0, 107 lb down and 145 Ib up at 9-0-12, and 107 lb down and 145 lb up at 10-11-4, and 669 lb down and 1153 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. December 12,2011 CootimWipwd ® WARNING . Verify design pa,=nete an d RP.dD N0773S ON 7WtS 6RB) INCLUDED W7PX REFERRNCB PAGE 101.7473 — 10-'OS BEFORE USE. • Design valid for use only with MDek connectors. This design is based only upon parameters shown. and is for an individual building component. Mal Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is far 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 P m --.- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 Job Truss Truss Type Qly Ply Afshar Residence T4237059 23015 A03G Hip Truss 2 2 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:37 2011 Page I D:flO3EZwsHipSyT1 Zs9gEgXyAhz6-h??LMIwOKb6jewE1NR1 HtKffiiYbKG5VFsl q7 B?sy9mQ LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-3=70, 3-4=-70, 4-5=-70, 5-6=70, 9-10=20, 8-9=-20, 7-8=20 Concentrated Loads (lb) Vert: 3=128(B) 4=128(13) 9=669(B) 8=-669(B) 11=-128(B) 12=-128(B) 13=-80(B) 14=-80(B) ,`�111111111j�,' � 'ENS. _9- 0 39380 •'�r,� r C AT E: T i�'4 S i� N AO -- FL Cert. 6634 December 12,2011 ® WARWHG • Verify design paz—ndma and READ N07E5 ON 7SIS AND INCLUDED M F-KREFERBNCB PAGE MU-7473 rcu. 10•'08 BBPORB USE. *�' Design vafd for use only with Mfrek connectors. This design is based only upon parameters shown, and is for an Individual building component. ■.�YE'� Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown isfor 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 w a —a Am — fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CiRerla, DSB-89 and BCSI BVBding Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Fl- 336104115 Job Truss ype City Ply Afshar Residence T4237060 23015 B1 G FHipTr-uss 2 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:38 2011 Page ID:flO3EZwsHipSyTl Zs9gEgXyAhz6-9CZjZexO4uEaF4pi?ko6tsB_G?oVg8B?GUskYJy9m 0.0 ao 8-0-0 1 a o 3-0-0 z-ao 3-D-O 1 a o Scale: 1/2"=1' 4x8 = 4x4 = 3 4 6.00 12 4x4 3x4 - v 5 2 6 1 d 9 6 N 6x6 = 6x8 = N 8.00 12 7 10 3x8 = US 11 3-1-B 4.10-g 8-0-0 3.1-8 1-9-0 3-1-8 Plate Offsets MY): : 3:0-5-0 0-2-0S:D-5_0D-3-12 9:0-3-0 0-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.02 9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.OB Vert(TL) 0.02 9 >999 180 BCLL 0.0 " Rep Stress Incr NO WB 0.17 Horz(TL) -0.03 7 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 59 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-D-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) 10=556/0-8-0 (min. 0-1-8), 7=556/0-8-0 (min. 0-1-8) Max Horz 10=187(LC 3) Max Uplift 10=901(LC 5), .7=901(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=520/915, 2-3=544/1086, 3-4=436/980, 4-5=544/1066, 5-7=520/866 BOT CHORD 8-9=-969/436 WEBS 2-9=-831/442, 3-9=340/109, 4-8=-324/110, 5.8=899/442 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end ,`�I1111111//j� zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ♦♦�� p,S A q drainage to • • • nn 3) Provide adequate prevent water ponding. ♦♦ O� ., . live loads. • v9 i� 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other ♦♦ C E N S • F • ••• 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 :♦,`� .'• N,, �%/�! between the bottom chord and any other members. ••� �r� 6) Bearing at joint(s) 10, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capach) ; • O 39380 * of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 901 lb uplift at joint 10 and 901 lb uplift at joirZ •r 7. �_ 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Y qT E .• 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 Ito down and 125 lb up at 3-D-0, am o 0 •• (V 1 lb down and 125 lb up at 5-0-0 on top Chord, and 101 lb down and 430 lb up at 3-0-0, and 101 lb down and 430 lb up at 5-0-0 on ,�'.• A-Q ,• \� ♦♦� ��� bottom chord. The design/selection of such connection device(s) is the responsibility of others. 0 R 1 bottom 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i-�is/O N AC��00`♦♦♦ LOAD CASE(S) Standard 1/j/111111111, 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-3=70, 3-4=-70, 4-5=70, 5-6=70, 9-10=-20, 8-9=20, 7-8=20 FL Cert. 6634 December 12,2011 Continued on page 2 ® GVARMNO - Verify desiyn paramet ane and READ NOTES ON THUS AND INCLUDED 1117TEICRBFERENCE PAOB IM-7473 ran. 10"08 BBFORB 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 paramenters 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 h the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , —e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criferla, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 Truss Truss Type Qty Ply I- Jobhar ResidenceT4237060 23016 BIG Hip Truss 2 Reference o tional 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:38 2011 Page %%%�Pg q. q %%0.. E N N-6 39380 '. '&TE 4 OR '�� •,����`�, �� N AI �%%%' FL Cert. 6634 December 12,2011 ® VVARMNG • Vesify d -igrr p.,.—etmr and READ N07ES ON IRIS AND INCLUDED MTEKREPERENCE PAGB a1N-74TJ r•ca. 20-'OB 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. 9■ Applicability of design paromenters 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 regardingfabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 5904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610.4115 I I Job Truss Qty Ply T4237061 =Reference 23015 B2 7TrussoTypess ru 4 East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:39 2011 Page ID:flO3EZwsHipSyT1 Zs9gEgXyAhz6-dO76n_yfrCMRtEOuZSJLP4kBF09PZcW9V8CH4ly9mQ 9-4.0_� 1 4 0 + 4-0-0 1-4-0 4-0-0 8-0.0 I 4-0-0 1-4, 4x4 = Scale = 1:27.7 3 6.00 12 3x4 4 3x4 4 2 5 1 qq 7xs II N 6.00 12 6 8 2x4 I 2x4 II 4-0-0 8-0.0 4-0.0 4-o-0 Plate Offsets X Y : 7:0-3-12 0-3-8 LOADING (psi) SPACING 2-0.0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.01 7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.01 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 6 n/a n/a Weight: 57 lb FT = 20% BCDL 10.0 Code FBC2007/TPI2002 (Matrix-M) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 end verticals. 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) 8=455/0-8-0 (min. 0-1-8), 6=455/0-8-0 (min. 0-1-8) Max Horz 8=201(LC 3) Max Uplift8=378(LC 5), 6=378(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-420/420, 2-3=431/212, 3-4=-431/232, 4-6=4201365 WEBS 4-7=-126/310, 2-7=0/310 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,`I111111111 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %%% S A./�, 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 `���P' • between the bottom chord and any other members. �� ' G•E N S • eq �� 0 8, 6 to value using ANSlrrPI 1 angle to formula. Building designer should verify capacity �,� F •'•, �r 5) Bearing at joint(s) considers parallel grain grain of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6. :�,`�.'� _ ; O 39380 `t 378 Ito uplift at joint 8 and 378 Ito uplift at joint' * 0 •�; 7L� 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AT E = O Al %% 111 FL Cert. 6634 December 12,2011 ® LVARNING • 7erify deign parametm and BEAD MOM ON 771IS AND INCLUDED 167P.KR&PBRENCB PBOB Mr1.7473 - 10•'08 BEFORE USB. *,,*�� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ■.�Y® Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral suFport 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-r-....- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Werla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 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. 0-'�T6r For 4 x 2 orientation, locate plates 0149' 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 Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS cr-2 c2a o WEBS c39 4 � m sy � o p O `j �' 3 � ; DO:O U y'pb f U EL a - CM cb-a cs s O r- BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 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 8, Bracing of Metal Plate Connected Wood Trusses. © 2006 MiTek® All Rights Reserved MC� MiTek" POWER TO PERFORM."" MiTek Engineering Reference Sheet: Mll-7473 rev. 10208 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-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 T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 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 approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.