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TRUSS
1. c o7 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These;truss designs 'rely on lumber values established by others. lei CANNED Wek" s t. Lucie county RE 24641 - MiTek USA, Inc. Sit Information: 6904 Parke East Blvd. Cu homer Info: JMC Contracting Project Name: Marcello Res. Model: Tampa, FL 33610 4115 Lo !Block: Subdivision: Adi Iress: 1848 Wildcat Cove Dr. Ci • Ft. Pierce State: FI. Nae Address and License # of Structural Engineer of Record, If there is one, for the building. Narie: License #: Address: City: State: Gell oral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Lo ding Conditions): De ign Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.3 Wq d Code:-- ASCE 7-10 Wind Speed: 170 mph Floor Load: N/A psf Ro f Load: 55.0 psf ThiII package includes 40 individual, dated Truss Design Drawings and 0 Additional Drawings. Wi'h 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. Noel Seal# Truss Name I Date No. Seal# Truss Name Date 1-!I T4729643 -CA 2/21/013 18`� T4729660 A3 2/21/013 2 II IT4729644 -CAA 2/21/013 119 IT4729661 I A4 2/21/013 3 it IT4729645 �CJ3 2/2 / 20 T4729662 A5 2/21/01 4 T4729646 � M 2/21/013 121 IT4729663 1 A6 2/21/013 5 1 IT4729647 J~CJ5 2/21/013 22 IT4729664 A7 2/21/013 6 111 IT4729M8 -CJ58 2/21/013 123 IT4729665 IA8 2/21/013 7 111 IT4729649 -EJ3 2/21/013 124 IT4729666 1A9 2/21/013 8 111 IT4729650 -EJ3A 2/21/013 125 IT4729667 IA10 2/21/013 9 'd IT4729651 -EJ5 2/21/013 26 IT4729668 IA11 2/21/013 10 '1 IT4729652 --EJ7 2/21/013 127 IT4729669 IA12 2/21/013 11 I IT4729653 I -ERA 2/21/013 128 IT4729670 IA13 2/21 /013 12 'I IT4729654 -HJ5 2/21/013 129 IT4729671 JA14 2/21/013 1311 IT4729655 -HJ7 2/21/013 130 IT4729672 IA15 2/21/013 1411 IT4729656 I -HRA 2/21/013 131 IT4729673 IA16 2/21/013 151 IT4729657 -HJ76 2/711013 132 IT4729674 IA17 2/21/013 16 1 IT4729658 IA1 13 133 IT4729675 IA18 2/2 3 17 1 IT4729659 IA2 2/21/013 134 IT4729676 IB1 2/21/013 The fruss drawing(s) referenced above have been prepared by MiTek Indu° tries, Inc. under my direct supervision based on the parameters pro 'ded by East Coast Truss. Tru �s Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2015. NO E:The seal on these drawings indicate acceptance of pro essional engineering responsibility solely for the truss co ponents shown. The suitability and use of this component for ny particular building is the responsibility of the building des,.gner, per ANSI/TPI-1 Sec. 2. V0.{II111iltt Go A4k Qom••. r:,�•.� ..�v�i r'. STATE OF FL Cert. 6634 February 21,2013 Velez, Joaquin 1 of 2 N1 24641 - Information: omer Info: JMC Contracting ass: 1848 Wildcat Cove Dr. Ft. Pierce Project Name: Marcello Res. Model: Subdivision: o. Seal# Truss Name Date 3 T4729677 IB2 2/21/013 39. T4729678 JB3 2/21/013 3 T4729679 C1 2/21/013 3 T4729680 C2 2/21/013 3 IT4729681 I C3 2/21/013 46 IT4729682 JC4 2/21/013 State: FI. 2 of 2 Job Truss Truss Type Qty, Ply T4729643 24641 —Gil Jack -Open Truss 4 1 Job Reference (optional) East Coast Tru Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:06:50 2013 Page .i , ID:bY47az9kOA0_ueiO4zc1 RMzj7ND-7845Bw016K27VRaDdrYyTVsT9spLdFPTrgOxX8ziwH 1-0-0 �_ao 2-O 0 1-OA Refer to MiTek'TOE-NAIL" Detail for connection to Scale =1:9.7 supporting carrier truss (typ all applicable jacks on this job) 3 4 6.00 12 2 I � r, 6. Qo Qo 1 3x4 = I 1-6 0 1-ao LOADING (pSfl SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20II.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 159 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.00 7 >999 180 BCLL lob • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 Na n/a BCDL 10" 91 Code FBC2010/TPI2007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER I BRACING TOP CHORD I2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ulde REACTIONS (lb/size) 2=27910-8-0 (min. 0-1-8), 3=24/Mechanical, 6=38/Mechanical Max Harz 2=126(LC 8) Max Uplift2=-329(LC 8), 3=-31(LC 2), 6=-54(LC 2) Max Grav 2=316(LC 2), 3=51(LC 8), 6=89(LC 8) FORCES (lb l - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASC 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., G pi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL= .60 2) Plates the ked 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 truss1has 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 %%%%11.1111/11 the between bottom chord and any other members, with BCDL = 10.Opsf. ���� 5) Refer togier(s) for truss to truss connections. 'Q.Q•••...•VFC �I� ,�� 6) Provide mi chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 6 except (jt=lb)•. \ C E N S • • �� �j �i 2=329. V F•'.• 7) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. N. 68182 �. 8) Waning: Aadditional permanent and stability bracing for truss system (not part of this component design) is always required. ` * LOAD CASE S) Standard Q'• .� % `% I FL Cert. 6634 February 21,213 i ® W Design - Verify design parameters andRM N07ES ON 7W$ AM INCLUDED 1107EKRBFBRMCB PAGE JUI-7470 BEFORE USE. °slid for use only with M7ek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applic is for lal birity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Dial support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek erector fabdca Safety L I Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding !on, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Cdtedo, DSB-89 and BCSI Building Component iformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 3361 D-4115 If Soutt i:m trine ISP or SPp) lumber is specified, the design values are those effective 06101/20t2 byALSC or proposed by SPIEL i Job Truss Truss Type Qty Ply T4729644 24641 -CJ1A Jack -Open Truss 8 1 Job Reference (optional) East Coast Tru Fort Pierce, FL. 34M 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:06:51 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj?ND-bKeUOGPfteAs6b9PBY3BDjPILFAOMifd4K9V4azwH -1-0.0 1-0.0 1-0.0 � Scale = 1:7.1 3 4 n rr � r 6.00 12 r 2 c� d, 0 d r 1 Qo • 6 Qo Qo i Qo I 2x4 I i 1-0.0 i 1-0.0 LOADING (psi)II SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20,, Plates Increase 1.25 TC 0.15 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 15. ) Lumber Increase 1.25 BC 0.02 Vert(TL) 0.00 7 >999 180 BCLL 10. Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.b Code FBC2010/rP12007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER BRACING L TOP CHORD 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 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallatio u'de REACTIONS (lb/size) 2=136/0-8-0 (min. 0-1-8), 3=13/Mechanical, 6=9/Mechanical Max Horz 2=79(LC 8) Max Uplift2=126(LC 8), 3=10(LC 5) Max Grav 2=151(LC 13), 3=18(LC 13), 6=16(LC 8) FORCES (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASC 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp C; Encl., G pi=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 the ked for a plus or minus 0 degree rotation about its center. 3) This truss 'as 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 1111111111 between th bottom chord and any other members, with BCDL = 10.Opsf. %AttJ 5) Refer to gir 6) Provide mechanical er(s) for truss to truss connections. %%� PQ• • •'"•V �� ��I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=1b) 2=126. �� S�• 7) "Semi -rigid p8chbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� '.'�\.� :� �i 8) Warning: A I dftional permanent and stability bracing for truss system (not part of this component design) is always required. NC 68182 •: LOAD CASED Standard T OF :mow J#'ss' , • • ECG ,�� FL Cert. 6634 February 21,21C 13 A W Destgn VffTy design parameters and REW NOTES ONT HIS AND INCLUDED Bff7W RBPBRBNCB PAGE ZUI-7473 BEFORE USE, slid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. l�• Applica is for tat 'Fat -icily of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek• erector. �IAdditional fobdcat�on, permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerta, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Iij If South formation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. irri Fme I SP or SPp) lumber is specified, the design values are those effective 85lOU2012 by ALSC or proposed by SPIB. Tampa, FL 3361 D-4115 i Job Truss Truss Type Qty Ply T4729645 24641 —CJ3 Jack -Open Truss 4 1 j Job Reference (optional) East Coast Tru s, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:06:52 2013 Page ID:bY47az9kOA0_ueiO4zc1RMzj7ND-3WCsbcOHeyliklkbkGaQZwxpffrY59vml v2clziwH 2-0.0 3-0.0 II Scale=1:14.8 3 4 I 6.00 12 I 2 d 6 Q• 1 2x4 = 5 i 3-0-0 3-0-0 Plate Offsets 2:0-1-8 0-1-0 LOADING (psi I SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.) Plates Increase 1.25 TC 0.63 Vert(LL) -0.00 6-9 >999 240 MT20 244/190 TCDL 15. j Lumber Increase 1.25 BC 0.13 Vert(TL) -0.00 6-9 >999 180 BCLL 10. Rep Stress Incr YES VVB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10. Code FBC2010/TP 12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purlins. BOT CHORD '2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS ,(Ib/size) 2=303/0-8-3 (min. 0-1-8), 3=63/Mechanical, 6=42/Mechahical Max Horz2=186(LC 8) Max Uplift2=223(LC 8), 3=52(LC 8) ,Max Grav 2=340(LC 13), 3=83(LC 13), 6=49(LC 3) FORCES (Ib L Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD i 2-3=337/150 2-6=148/333 BOT CHORD i NOTES 1) Wind: ASC 7-10; VuK=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., G pi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=11.60 `1�111111l/j/�I its 2) Plates checked for a plus or minus 0 degree rotation about center. ,�� v N . Q 3) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� •,,,, •VF�,r��j� ��i 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 � ,0 •. Ci E t� S •• `� between th bottom chord and any other members, with BCDL = 10.0psf. .' V F•'•, 5) Refer to gi er(s) for truss to truss connections. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except at=lb) 2=223. N 68182 7) "Semi -rigid itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * +� 6) Warning: A ditional permanent and stability bracing for truss system (not part of this component design) is always required. � -10 ; j2: . LOAD CASE(6) Standard T O F 4U ��i���S • •N �%�`� j AL 1//11111/�� FL Cert. 66.34 February 21,2 I 13 A w Design - Vagy design parameters andPJM NOTES ON THIS AND INCLUDED M7W REFEREME PAGB JUZ-7473 BEFOR13 USE ,alid for use only with MTek connectors. This design is based any upon parameters shown, cnd is for an individual building component. Applica 'irity 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. fabricat ;Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding on, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety I H South formation available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. m Pine (SP or SPp) lamberts specified Ure design values are those effective 06101120t2by ALSO or proposed by SPB- Tampa, FL 3361 D4115 a I Job Truss Truss Type Qty Ply T4729646 24641 —CJ3A Jack -Open Truss 8 1 Job Reference (optional) East Coast Tru Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:06:52 2013 Page ID:bY47az9k0A0_ueiO4zclRMzj?ND3WCsbcQHeyliklkbkGaQZwxw5f Ju59vml_v2c1ziwH 3-OA _ i 1-ao 3-o-0 Scale = 1:12.3 3 4 I 4 I I 6.00 12 I M 2 I 1 6 Q. 2x4 = 5 I I 3-ao 3-0-0 LOADING (ps) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 20. D Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 6-9 >999 240 MT20 244/190 TCDL 15.b Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 6-9 >999 180 BCLL 10.5 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 100 Code FBC2010/TP12007 (Matrix-M) Weight: 11lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 2=228/0-8-0 (min. 0-1-8), 3=70/Mechanical, 6=50/Mechanical Max Horz 2=140(LC 8) Max Uplift2=126(LC 8), 3=63(LC 8) !Max Grav2=257(LC 13), 3=91(LC 13), 6=53(LC 13) FORCES (Ib I, - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES i 1) Wind: ASC 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 C; Encl., G pl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 2) Plates the i60 ked for a plus or minus 0 degree rotation about its center. 3) This truss as 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 th J bottom chord and any other members, with BCDL = 10.Opsf. ,`%�� 5) Refer to gir er(s) for truss to truss connections. 2=126. C�� ��♦ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except (jt=lb) ,Op.•`G E N g' 7) "Semi -rigid Ipitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. V F•'•� 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. -S N 68182 :• LOAD CASES) Standard r � 13 ��:. T OF .:��� ..c % FL Cert. 6634 it February 21,2C 13 AW Design -Va y cEw1y9 t parmnetera and PJW NOTES ONTRIS AND INCLUDED ZffMKRSPBRENCB PAGE ZEI 7473 BBFORS US& for use ony with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. • Applica ,alid 'Iriy of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lat 'Val support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek erector. fobricat IlAdditional pemwnent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding on, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria; DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In If South crmation available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. irn PBre (SP or SPp) lumber is specified the design values are those effective 060112D12 by ALSC or proposed by SPIEL Tampa, FL 3361 D-4115 Job Truss Qty Ply T4729647 24641 —CJ5 �Truss`rype Jack -Open Truss 4 1 Job Reference (optional) East Coast Tru Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:06:53 2013 Page ID:bY47azgk0A0_ueiO4zcl RMzj?ND-XjmEpyRvPFQZMvJoiz5f58U_P3n?gcewXeeb8Tzi vH 5.0.0 - _0-0 - -- 2-ao 5.0-0 Scale =1:19.e 3 4 I t j 6.00 12 i <n N N 2 e' E 6 G 1 s 2x4 = I s-0-0 r 5.40 LOADING (p SPACING 2-D-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20 0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.02 6-9 >999 240 MT20 244/190 TCDL 15 0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.05 6-9 >999 180 BCLL 10 l) ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 10'0 Code FBC2010/TPI2007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-D-0 oc purlins. 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 stallatio u'de. REACTIONS (lb/size) 2=410/0-8-0 (min. 0-1-8), 3=113/Mechanical, 6=74/Mechanical Max Horz 2=247(LC 8) Max Uplift2=240(LC 8), 3=104(LC 8) Max Grav 2=462(LC 13), 3=148(LC 13), 6=81(LC 3) FORCES (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=369/68 BOTCHORDI� 2-6=193/576 NOTES 1) Wind: AS E 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL= 11.60 2) Plates ch iked for a plus or minus 0 degree rotation about its center. j%tt t tl l f l j,� 3) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,�� v 1 N it. 4) • This trus Ihas 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 `�� 'PQ• •, • • • •V<CC �j� between It a bottom chord and any other members, with BCDL = 10.0psf. � ,� �. `G ENS •. �� ��� 5) Refer to gi er(s) for truss to truss connections. .' �, F�'.• i 6) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=240, 3=104. Nc 68182 'pftchbreaks * 7) "Semi-rigi �• 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. s jj: LOAD CASE S) Standard FL eft. 6634 February 21,21C 13 ®W Design �ialid Applicobil Ver(fgdesfgrtparametcmand READ NOTES ON7NISAND INCLUDED=T=PJ3FERff=BPAGBM-7473BEFORBUSE, for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. billy of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for la eral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erecfo fabrica I Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ion, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd.Safety I If Sou .formofkm available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. elm Pine (SP or SP ) lumber is specified, the design values are those effective OM112012 by ALSC or proposed by SPiB. Tampa, FL 33610-4115 I Job Truss Truss Type Qty Ply i T4729648 24641 G —CJSA Jack -Open Truss 4 1 Job Reference (optional) East Coast Tru "s, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:06:54 2013 Page ID:bY47az9kOA0_ueiO4zclRMzj7ND-?vKc01SYAZYQz3u_shdueLlBDT6nZ303m109gvziwH 5-0-0 i 1-0-0 5-0-0 Scale=1:18.2 3 4 I � p 6.00 12 d, N N I I 2 � � t 6• 6 5 2x4 = I 5-0-0 5-0-0 LOADING (psi)' SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.j Plates Increase 1.25 TC 0.50 Vert(LL) -0.02 6-9 >999 240 MT20 244/190 TCDL 15.j Lumber Increase 1.25 BC 0.34 Vert(rL) -0.05 6-9 >999 180 BCLL 10h Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 Na n/a BCDL 10.5 Code FBC2010/rP12007 (Matrix-M) Weight: 18 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 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallation guide. REACTIONS (Ib/size) 2=345/0-8-0 (min. 0-1-8), 3=116/Mechanical, 6=77/Mechanical Max Horz 2=201(LC 8) Max Uplift 2=1 57(LC 8), 3=108(LC 8) Max Grav 2=389(LC 13), 3=151(LC 13), 6=83(LC 3) FORCES (lb - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=645/178 BOT CHORD 2-6=383/918 NOTES I 1) Wind: ASC 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 C; Encl., G( pi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 50 2) Plates the led for a plus or minus 0 degree rotation about its center. 3) This truss IT is 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 ,0�1 PQ� • • , �V�C t��j� 'j, between th `bottom chord and any other members, with BCDL =1 O.Opsf. ♦�� 'O ,. `G E j� S •. •` 0 5) Refer to gl er(s) for truss to truss connections. ♦ .' \. F�•• 6) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=157, ♦♦ 3=108. * �' N 68182 7) "Semi -rigid itchbreaks including heels" Member end Rxity model was used in the analysis and design of this truss. 8) Waning: A ditional permanent and stability bracing for truss system (not part of this component design) is always required. •; •�% LOAD CASE(I!) Standard T O F : FL Cert. 6634 February 21,2C 13 A W Verify design Panametcra and READ NOTES ON THIS AND ISM EMBD Mi7BKRBPBR&WEI PA GB ffi1-7473 BPFORB US& 'lid Design for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. ���• Applicability Is for lat of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown gal support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. fabricatl''n, 'Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB-89 and BCSI Building Component 6904Parke Fast Blvd. Safety In If South ormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. M Pine (SP or SPp) lumber is specified, the design values are those effective 00il/2012 by ALSC or proposed by SPIN. Tampa, FL 33610-4115 �.I Job i Truss Truss Type Qty Ply T4729649 24641 �-E.13 Jack -Open Truss 3 1 Job Reference o tional East Coast Tru !s, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:06:55 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj?ND-T5u_EeSAxtgHbCTAQ087AZZQwtvvVlWeDy7iDMziwH I 34i8 i Scale=1:13.7 2 i 6.00 12 i N d) 1 3 o° 6° 2x4 = 3-6-8 3-&B LOADING (ps 1 SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.1 Plates Increase 1.25 TC 0.24 Vert(LL) -0.01 3-6 >999 240 MT20 244/190 TCDL 15�0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.02 3-6 >999 180 BCLL 100 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10'0 Code F13C2010/TPI2007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. 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 (Ib/size) 1=195/0-8-0 (min. 0-1-8), 2=81/Mechanical, 3=54/Mechanical Max Horz 1=105(LC 8) Max Uplift1=52(LC 8), 2=73(LC 8), 3=2(LC 8) Max Grav 1421(LC 13), 2=106(LC 13), 3=58(LC 13) FORCES (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' 1-2=353/140 BOT CHORD 1-3=261/489 NOTES 1) Wind: ASC 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., G pi=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 the ked for a plus or minus 0 degree rotation about its center. ��� 3 This truss other live loads. as been designed for a 10.0 psf bottom chord live load nonconcurrent with an 'PQ 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 fd��U • •V�� C��j, •. �i between the bottom chord and any other members, with BCDL=10.Opsf. ,�� 'O •. G ENS `� F•••, �40 5) Refer to gir er(s) for truss to truss connections. ♦ \. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. N. 68182 7) "Semi -rigid itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .�, * ' 8) Warning: A ;• ditional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE( Standard �. T OF :•�� .40 ..� ti i i FL Cert. 6634 February 21,2 i 13 ®W -Vat2jdmignparametcrsandPMDB07MON7VISA DINMUDEDWMKREFERM CB PAGE Jul-747ZIBEFORBUSF Design vplid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applical ity of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for ME al support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector. fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria,. DSB-89 and BCSI Building Component 6934 Parke Fast Blvd. Safety In If Southi ormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Pine (SP or SPp) lumber is specified, the design values are those effective 00112D12 by ALSO or proposed by SPIB. Tampa, Fl- 33610-4115 I I J Job Truss Truss Type city Ply T4729650 24r,41 —EJ3A Jack -Open Thus 1 1 Job Reference (optional) East Coast Trus, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:06:55 2013 Page I ID:bY47az9k0A0_ueiO4zc1 RMzj?ND-T5u_EeSAxtgHbCTAQO87AZZM9tNtIWBDy7iDMziwH I 3-GB i i i ' 3-Cr8 Scala = 1:13.7 2 1x4 II 6.00 F12 I I I 1 I i 6 3 HUS26 3x4 = 2x4 II � 3-6-8 3-6-8 Plate Offsets 0 1:0-1-12 1-8 LOADING (ps SPACING 2-0-0 CSI DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.48 Vert(LL) 0.03 3-5 >999 240 MT20 244/190 TCDL 15.) Lumber Increase 1.25 BC 0.67 Vert(TL) -0.05 3-5 >784 180 BCLL 10.3 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.3 Code FBC2010rrP12007 (Matrix-M) Weight: 16 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOT CHORD l2x6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS l2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS (lb/size) 1=620/0-8-0 (min. 0-1-8), 3=637/Mechanical Max Horz 1=103(LC 8) Max Uplift1=216(LC 8), 3=274(LC 8) FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASC 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 C; Encl., G pi=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 chec led for a plus or minus 0 degree rotation about its center. 3) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss ias 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 th bottom chord and any other members, with BCDL = 10.0psf. `V��� v IN V FC 5) Refer to gi 6) Provide me,;hanical er(s) for truss to truss connections. ,�� PQ• �, . , . • connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 1=216, E N g • �� �i� 3=274. ♦�'. ,� •. G V F•�•• 7) "Semi -rigid ♦ itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦� • R 68182 •% 8) Use Simpsc n Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 1-8-12 from the left end to connect * y� truss(es) B2 (1 ply 2x4 SP) to back face of bottom chord. 9) Fill all nail h'les where hanger is in contact with lumber. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. = . ID •, 11) In the LO CASES) section,'loads applied to the face of the truss are noted as front (F) or back (B). �) T F '�i�•i••� LOADCASEO 1) Regular. Lu Standard Q-••�_��♦ i ber Increase=1.25, Plate Increase=1.25 �i �,• N Uniform i�,�ss• •N Ve60, d 1(2 m 1-3=35 • AL Concentrat Loads (lb) ,t�r� iII%0� Ve i6=-935(B) FL Cert. 6634 February 21,21C 13 ®W Verify design parmnetai s and READ JVTBS ON THIS AFM INOLfWRO fdf7EICREFERENCB PAGB 1191-747a BEFORE USE. ■■■ • Design valid for use onlywith Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applica Is for late Tty of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown nbi support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the A MiTek erector. dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricate Safety Inl n, quality control, storage, delivery, erection and bracing, consult ANSI/iPl1 Quality Criteria, DSB-89 and BCSI Building Component a8on available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610.4115 If South to Pine I SP or SFp) lumber is specified, the design values are those effective O0112012 by ALSC or proposed by SPHL i i Job Truss Truss Type Qty Ply I T4729651 24641 I -EJ5 Jack -Open Truss 3 1 Job Reference (optional) East Coast Tru s, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:06:56 2013 Page I ID:bY47az9kOA0_ueiO4zc1RMzj7ND-yISNR ToiAo6DM2Nz5fMjm6WrGo3lzuMDctGkoziwG 5.0.0 --It-QD i 5-0.0 Scale=1:18.2 3 I i I _ 6.00 12 I I I � I � N to N I I 2 I 1 d• d• 4. d° G 2x4 = i 5-0.0 5.0.0 LOADING (psiI 1 SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.51 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.35 Vert(TL) -0.06 4-7 >999 180 BCLL 10. Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10. Code FBC2010/rP12007 (Matrix-M) Weight: 18 lb FT = O% 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 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) 3=113/Mechanical, 2=34810-8-0 (min. 0-1-8), 4=72/Mechanical Max Horz 2=199(LC 8) Max Uplift3=-103(LC 8), 2=160(LC 8) Max Grav 3=147(LC 13), 2=394(LC 13), 4=77(LC 3) FORCES (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=666/187 BOT CHORD 2-4=395/947 NOTES 1) Wind: ASC 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 C; Encl., G pi=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 the ed for a plus or minus 0 degree rotation about its center. ���i 3) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,.�� U fj N VFC,c.�j� 4) ' This truss as 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, with BCDL=10.Opsf. ♦�� '� •• Ci fv S •• `� ��r 5) Refer to gir er(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=lb) 3=103, ♦♦ i N 681$2 2=160. ►*•• 7) "Semi -rigid 01tchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Waning: Ad iiitional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard �• T O F '•� N A, ���% FL Cert. 66.34 February 21,2C 13 ®W - Verify design paramd m and REW ROM ON THIS AND /RMUDED JOTMRSFEREMB PAGE JWI-7473 BEFORE USE. Design v 'lid for use only with Mlek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability Is for late of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown al support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabdcati o, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quardy, Criteria, DSB-89 and BCSI Building Component 69D4 Parke Fast Blvd. Safety Infinmation if5o0the' available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Pine (SP or SPp) lumber is specified, the design values are those effective MO 2012 by ALSC or proposed by SPIB. Tampa, FL 33610.4115 I i Job Truss Truss Type Qty Ply T4729652 24641 —EJ7 Jack -Open Truss 14 1 Job Reference (optional) East Coast Tru s, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:06:57 2013 Page ID:bY47az9k0A0_ueiO4zc1RMzj?ND-QU0IfJUQTUw?gWcZXpAbG fgPg34mQ8VSGcpGEziwG 2 0.0 7-0.0 2.10 7-0-0 Scale=1:24.6 I 3 I i i 6.00 12 i m c�5 I 2 � s 1 4 U4 = 7-0-0 7-0-0 LOADING (ps) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20 . Plates Increase 1.25 I TC 0.63 Vert(LL) -0.07 4-7 >999 240 MT20 244/190 TCDL 152 Lumber Increase 1.25 BC 0.68 Vert(TL) .-0.19 4-7 >440 180 BCLL 10 0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.. 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 5-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=158/Mechanical, 2=529/0-8-0 (min. 0-1-8), 4=97/Mechanical Max Horz 2=306(LC 8) Max Uplift3=145(LC 8), 2=272(LC 8) Max Grav 3=207(LC 13), 2=597(LC 13), 4=106(LC 3) FORCES (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1199/274 BOT CHORD 2-4=506/1633 NOTES 1) Wind: ASC 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., G pi=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 h a s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�1 v fj N I�� 4) ' This truss between th 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 ,%� PQ• •V�L bottom chord and any other members, with BCDL = 10.Opsf. 0 N F �. �� • \G E �.'��.SF•' � .00.- 5) Refer to gi 6) Provide me er(s) for truss to truss connections. i hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=145, 2=272. "Semi N.( 68182 * ;• �' 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: A ditional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE( ) Standard ', Q F (V � 10 i5 A0, �N FL Cert. 6634 February 2112 13 ®W Design vo,lid NG -Vero design parameters andREW KOM ON THIS AND INCLUDED NTSKREFER&WEl PAGE W-7473 BEFORS USE. for use onlywith M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applica ilily of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lot erector. at support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblfity of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, Safety Ini quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component ormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 If South rill Fine ( SP or SPp) lumber is specified, the design values are those effective M0MA112 by ALSC or proposed by SPILL ,I Job Truss Truss Type Qty Ply T4729653 24641 -EJ7A Jack -Open Truss 5 1 Job Reference optional) East Coast Tru s, Fort Pierce, FL: 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:06:58 2013 Page ID:bY47az9kOA0_ueiO4zol RMzj?ND-ugZ7stV2Eo2sSgB15WhgoBBr84MiVtOfhwMMohziw 7-0.0 U 1-0.0 7-0-0 • Scale=1:23.3 3 I I 6.00 12 I � 05 rh c3 i I I � 2 4 3x4 = 7-0-0 7-0-0 Plate Offsets Y : 2:0-1-12 0-1-8 LOADING (psi SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.) Plates Increase 1.25 TC 0.63 Vert(LL) -0.07 4-7 >999 240 MT20 244/190 TCDL 15. j Lumber Increase 1.25 BC 0.79 Vert(TL) -0.20 4-7 >418 180, BCLL 1O.j Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10. Code FBC20101TPI2007 (Matrix-M) Weight: 24 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. 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) 3=159/Mechanical, 2=466/0-8-0 (min. 0-1-8), 4=98/Mechanical Max Horz 2=259(LC 8) Max Uplift3=-147(LC 8), 2=193(LC 8) Max Grav 3=209(LC 13), 2=527(LC 13), 4=107(LC 3) FORCES (lb)'I Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1511/532 BOT CHORD 2-4=896/1992 NOTES 1) Wind: ASC 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II'r Exp C; Encl., G pi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=160 2) Plates the ,,,�111111/llll ed for a plus or minus 0 degree rotation about its center. ♦ I N � 3) This truss has 4) • This truss been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. PQv, • • • •V�� j' rias 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 ibottom chord and any other members, with BCDL = 10.0psf. �� �.• �,� SF� :� ♦� 5) Refer to girc 6) Provide me er(s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) 3=147, Nc 6818.2 2=193. 7) "Semi -rigid itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Ad6itional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE( StandardO �, T F1:1 40, 40 r'�tS N i FL Cert. 66.34 February 21,2 I 13 W. Design v Pervydesignpwanxterscmd!PJ=NOTESON7W$dND1=VPED==KRBFER&ICEPAGE 01-747JBEFORE 'USE lid for use only with Mffek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicab Is for late ity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown al support of individual web members only. Additional temporary bracing to insure stabilty during construction is the responsibility of the al niiiTek' erector. fabricati Safety frill permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding n, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB-89 and BCSI Building Component mration available from Truss Plate Institute, 781 N. Lee street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. ff so Pule ( SP or Split) lumber is specified, the design values are those effective 0012D12 by ALSO or proposed by SPUL Tampa, FL 33610-4115 I Job Truss Type Qty Ply T4729654 24641 [russ HJ5 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Tru s, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:06:58 2013 Page ID:bY47az9kOA0_ueiO4zc1 RMzj?ND-ugZ7sfV2Eo2sSgBl5WhgoBBpf4R2VlOfhwMMohziwG -1-SD 7-a2 - 1.5.0 7.0.2 Scale = 1:17.2 3 I� 4.24 12 9 i d i N 8 2 I 10 11 4 2x4 = 7-0.2 7-0-2 LOADING (psr SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.72 Vert(LL) -0.07 4-7 >999 240 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.51 Vert(TL) -0.20 4-7 >419 180 BCLL 10. Rep Stress [nor NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10. Code FBC2010/TPI2007 (Matrix-M) Weight: 24 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-7 or pudins. BOT CHORD 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS Ib/size) 3=164/Mechanical, 2=377/0-10-15 (min. 0-1-8), 4=110/Mechanical ax Horz 2=197(LC 8) ax Uplift3=-141(LC 8), 2=212(LC 8) ax Grav 3=183(LC 2), 2=377(LC 1), 4=117(LC 3) FORCES (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=1005/438 BOT CHORD 2-10=-609/1196 NOTES 1) Wind: ASCE 7-10; VUIt=17Omph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp I C; Encl., GC i=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1: O 2) Plates cheO led for a plus or minus 0 degree rotation about its center. 3) This truss he s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. V N �Il� 4)' This truss as 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 `�� PQ• • I • • • •VFW between the bottom chord and any other members, with BCDL = 10.Opsf. Q E . G NSF• 5) Refer to gird ar(s) for truss to truss connections.,.•�\,� 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 3=141, 2=212. "Semi N: 68182 * •� 7) -rigid itchbreaks including heels" Member end fixity model was used.in the analysis and design of this truss. 8) Hanger(s) o lother connection device(s) shall be provided sufficient to support concentrated load(s) 32 lb down and 59 lb up at 1-3-15, 32 lb down and 59 lb up at 1-3-15, and 10 lb down and 101 lb up at 4-1-14, and 10 lb down and 101 lb up at 4-1-14 on top chord, and 25lb up at 1-3-1 design/selection , 25 lb up at 1.3.15, and 15 lb down and 11 lb up at 4-1-14, and 15 lb down and 11 lb up at 4-1-14 on bottom chord. The •, ( O F device(s) is the • 9) Warning: Additional � of such connection responsibility of others. permanent and stability bracing for truss system (not part of this component design) is always required. : 0 ..t� 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ' S ., •. ,.• �� `�� ,`�j LOAD CASE(S� Standard S N AL `, ♦�,`, Increase=1.25, Plate Increase=1.25lf)=60, 4-5=35 ds (lb) FL Cert. 6634 Z 5(F=47,B=47)9=19(F=10,B=10)10=50(F=25,B=25)11=29(F=-15,B=15) Ivcid February 21,2 13 -Vero d=ign,parameters andPJ=14COM ONTAIS AM INCLUDED bSITL' WERENCE PAGE JUX-7473 BEFORE USE, • use ony with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabi is for laterala ify of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. fabricatio dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component MiTek 6904 Parke East Blvd. Safety Ink imatfon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 336104115 If Southerh Phie I SP or SPp) tumber is specifted, the design values are those effective 06101/2012 by ALSO or proposed by SPHL i I J Job j Truss Type City Ply T4729655 24641 l -HJ7 agonal Hip Girder Pu 1 1 Job Reference (optional) East Coast Tru 's, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:00 2013 Page ID:bY47az9kOA0_ueiO4zclRMzj1ND-q3htHLWlmPlah LBCxkltcH8Gu4Uyj5y8ErTtZziw 2 9-15 2 2-9 9.10-1 I 2-9-15 2-2-9 2-11-0 48-7 Scale = 1:25.6 2x4 II 5 6 I I 15 4.24 12 44 4 ,4 1x4 II 3 i 13 I 2 �17 s 16 18 8 1 3x4 = s 3.4 = 316 = 7 I 1-10-9 -z- 5-10.9 9-9.11 1-10-9 3-8-0 3-11-2 0. 8 Plate Offsets 2:0-0-12 0-1-8 LOADING (ps I SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.78 Vert(LL) -0.10 8-9 >893 240 MT20 244/190 TCDL 15.b Lumber Increase 1.25 BC 0.70 Vert(TL) -0.25 8-9 >353 180 BCLL 10. Rep Stress Incr NO WB 0.31 Horz(TL) -0.01 8 Na Na BCDL 10. Code FBC2010/rP12007 (Matrix-M) Weight: 52 lb FT = O% LUMBER 11 BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3.11 oc purlins, 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. . MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer J Installation nuide. REACTIONS Ib/size) 8=430/Mechanical, 9=728/0-8-0 (min. 0-1-8) Max Horz 9=299(LC 7) ax Uplift8=243(LC 5), 9=-460(LC 8) FORCES (lb)'! Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD i 2-13=1197/1090, 3-13=756/563, 3-14=732/600, 4-14=724/621 BOT CHORD 2-16=1164/1345, 9-16=540/847, 9-17=358/266, 17-18=358/266, 8-18=358/266 WEBS 4-8=218/308, 4-9=938/892 NOTES 1) Wind: ASC 17-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip D0L=1. 0 ���, v� N ,��I♦ .PQ•.... 2) Plates checked for a plus or minus 0 degree rotation about its center. ,�� �.V�L ♦ 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. o E N F ♦ ♦♦ �% ' designed for live load 20.Opsf the bottom in areas where a 3-6-0 tall by 2-0-0 wide will fit ,: V� S�•' ♦♦� 4) This truss 111as been a of on chord all rectangle �� between thel bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girders) for truss to truss connections. ` * N. 68182 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=243, _ 9=460. II 7) "Semi -rigid Rdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = .d 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 77 lb up at 1-3-15, 46 - - •. T F lb down and 77 lb up at 1-3-15, 7 lb down and 91 lb up at 4-1-14, 7 lb down and 91 lb up at 4-1-14, and 58 lb down and 142 lb up at 110 •, 6-11-13, anc 58 lb down and 142 lb up at 6-11-13 on top chord, and 47 lb down and 47 lb up at 1-3-15, 47 lb down and 47 lb up at 1-3-15 Oi .•it` Q 9 lb down rd 13lb up at 4-1-14, 9lb down and 13lb up at 4-1-14, and 41 lb down and 7Ib up at 6-11-13, and 41 IIS down and 7Ib up ♦ \ �,•'� ��� at 6-11-13 an bottom chord. The design/selection of such connection device(s) is the responsibility of others. ♦♦j� SS • •' `.jam �� Warning: Ac hional bracing for truss this design) is �j� •N E 9) permanent and stability system (not part of component always required. p� ��� 10) LOAfj CASE(S) loads to the face the truss front back In the section, applied of are noted as (F) or (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 February 21,213 Continued on a e 2 ®W Design Ver(fy design parwnetes and READ NO7FZ ON THIS AND INCLUDEDWIMRBPMUMB PAGE M-747U BEFORS USE, tid for MTek This design k based Is for Individual building component.• v Applicab use only with connectors. any upon parameters shown, and an ty of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for later I support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the �l T Mi erector. I'dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 10k• fabrication, Safety Inidimation If Southe quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Iin Pine I SP or SPp) lumber Is specified, the design values are those effective 66110112012 by ALSC or proposed by SPIB. 6904 Parke East Blvd. Tampa, FL 3361D-41IS Type nal Hip Girder East Coast Tru$s, Fort Pierce, FL 34946 7.350 s Sep 26.2012 Mrrek Industries, Inc. Thu Feb 21 13:07:00 2013 ID:bY47az9k0AO ueiO4zclRMzj7ND-g3hlHLWlmPlah_L8CxkltcH8Gu4Uyj5y8ErT LOAD CASE($) Standard Uniform Lo Ids (pff) Ve 1-5=60, 5-6=-60, 7-10=35 Concentrat d Loads (Ib) VR. 13=78(F=39, B=39) 14=-5(F=3, B=3) 15=-106(F=53, B=53) 16=76(F=38, B=38) 17=14(F=7, B=7) 18=78(1`=39, 81=39) ®W - VerTy design par—elera and READ N07BS ON THIS AND INCLUDED NIITBICREFERENCE PAGE INI-7473 BEFORE USS. Design v id for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicab ity of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for later il 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 fabdcailo i, quality control, storage, delivery, erection and bracing, consult ANSI/1P11 Quality Criteria, DSB•89 and BCSI Building Component Safety Inf imatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southe Im Pme ISP or SPW fumberis specified. the design values are those effective D8t0f12012 by ALSC or oranosed by SPI6- /r�1n1�1�� FL Cert. 6634 February 21,2E 13 i�Y�• M!Tek' 6904 Parke East Blvd. Tampa, FL 3361D-4115 Job Truss Truss Type Qty Ply T4729656 24641 —HJ7A Diagonal Hip Girder 1 1 Job Reference o tional East Coast Tru" , Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:07:01 2013 Page ID:bY47az9kOA0_ueiO4zc1 RMzj7ND-IFFGUhXxXRRJ7wKmfFXQgpJOHTLh9H5Nta1 P9ziwG i 2 415 t1-9 9-10.1 i � r 2-9-15 Scale=1:25.6 2x4 II 4 5 i j 14 4.24 12 3x4 3 Ch 13 � d 12 2 � C 15 16 8 17 7 C 1 3x4 = 1x4 II 3x8 =6 5.1-9 9.9.11 5-1-9 4-8-1 Plate Offsets X 2:0-1-8 0-1-8 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.78 Vert(LL) 0.03 7-8 >999 240 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.47 Vert(TL) -0.07 7-8 >999 180 BCLL 10.) Rep Stress Incr NO WB 0.37 Horz(TL) 0.01 7 n/a n/a BCDL 10.3i i Code FBC2010/TPI2007 (Matrix-M) Weight: 48 lb FT = 0% LUMBER BRACING TOP CHORD SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except i2x4 BOT CHORD 2x4 SP No.2 end verticals. WEBS I2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-14 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=572/0-10-15 (min. 0-1-8), 7=586/Mechanical Max Harz 2=299(LC 7) Max Uplift2=-348(LC 8), 7=273(LC 5) FORCES (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=795/356, 12-13=809/281, 3-13=740/286 BOT CHORD 2-15=-425/821, 15-16=381/732, 8-16=381/732, 8-17=-381/732, 7-17=381/732 WEBS 3-7=751/334 NOTES 1) Wind: ASC 7-10: Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., G pi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ,���►1.111)f ��� grip DOL=1 60r�f♦ N 6 2) Plates chec ad for a plus or minus 0 degree rotation about its center. `�� p`• •. • • •V 3) This truss h is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,♦ 4) • This truss .i as 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 ♦♦ V� SF�' �� between th 'bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to gir er(s) for truss to truss connections. . N. 68182 •. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 2=348, * 7=273. 7) "Semi -rigid itchbreaks including heels" Member end fixity model was used in the analysis and design of his truss. .0 • . 8) Hanger(s) o j other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 77 lb up at 1-3 15, 46 •� r Q F •• lb down an i77 lb up at 1-3-15, 7lb down and 91 lb up at 4-1-14, 7 lb down and 91 lb up at 4-1-14, and 58 lb down and 142 lb up at O (U 6-11-13, an 158 lb down and 142 lb up at 6.11-13 on top chord, and 3 lb down and 47 lb up at 1-3-15, 3 lb down and 47 lb up at 1-3-15, 9 i ..E� �i V,`.• ♦ lb down an i,13 lb up at 4-1-14, 9 lb down and 13 lb up at 4-1-14, and 41 lb down and 7 lb up at 6.11-13, and 41 lb down and 7 lb up at \ �� 6.11-13 on bottorn chord. The design/selection of such connection device(s) is the responsibility of others. design)is arre noted astfront (F) or back (B),mponent always required. the fartruss ce of he truss (not 10) In he LO ) Warning: A dItional CASE(S)section loads applied bracing II LOAD CASE() Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 February 21,2 13 Continued on e 2 AIING - VerTy design poswmtera andREAD NOTES ON THIS AND INCLUDED Jf7=REFBRW CB PAW M-747U BEFORS USE. Design vglid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. f Applico ilty of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for late al support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. dditional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricatic n, quality control, storage, delivery, erection and bracing, consult ANSI/ 1`11 Quality CrIlerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf rmation available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southe n Prle 1 SP or SPp) lumber Isspecified, the design values are those effective 00112D12 by ALSC or proposed by SPIS. I Type nal Hip Girder East Coast Tru$s, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:01 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj?ND-IFFGUhXxXjRRJ7wKmfFXQgpJOHTLh9H5Nta1 P?ziwG LOAD CASED Standard Uniform Lo ds (plf) Ve : 14=60, 4-5=60, 6-9=35 Concentrat d Loads (lb) Ve ; 12=78(F=39, 8=39) 13=-5(F= 3, 121=3) 14=-106(F=53, B=-53) 15=76(F=38, 8=38) 16=14(F=7, B=7) 17=78(F=39, B=39) ' �00, C;U I N �. CP• <F ' �%% . �.\ G E N SR .�'�•. N 6818210 ;'4 T OF 'i C? ,off I FL Cert. 6634 1 February 21 AW Design v Verify design parmnetas and READ NOTES ON THIS AND INCLUDED MiTEKREFERENCE PAGE ffiI-747U BEFORE USE. lid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component .• Applicab Fly of design parameters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown is for late;d' upport of individual web members only. Additional temporary bracing to insure stabirity during construction Is the responsibllity of the A�Tek• erector.ditional permanent bracing of the overall structure is the responsibifity of the building designer. For general guidance regarding IVYfabricatlquality Safety Ination control, storage, delivery, erection and bracing, consult ANSI/IPll Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 7B1 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. IfSouthePine ISP or SPD) lumber is snecified. the deslon values are those effective 00101IM121rr ALSC or oronosed by SPIB. Tampa, FL 33610-4115 + Job Truss Truss Type City Ply T4729657 24641 —HJ7B Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:07:02 2013 Page ID:bY47az9kOA0_ueiO4zclRMzj7ND-mSpeiiYZHOZIxHVWKMmmziMYShpSQbuEbXKaxSziw t 1-5-0 Scale=1:23.1 2x4 II 4 5 i 14 4.24 12 3x4 3 13 i I 12 2Fl 1 & C 15 18 8 17 7 � lx4 II US = 6 2x4 = 5-1-9 48-1 046 LOADING (pstj SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.48 Vert(LL) -0.02 7-8 >999 240 MT20 2441190 TCDL 15. Lumber Increase 1.25 BC 0.48 Vert(TL) -0.07 7-8 >999 180 BCLL 10b Rep Stress Incr NO WB 0.42 Horz(TL) 0.02 7 n/a n/a BCDL 10b Code FBC20101rP12007 (Matrix-M) Weight: 46 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 12x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-11-11 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS :lb/size) 2=506/0-10-15 (min. 0.1-8), 7=615/Mechanical Max Horz 2=283(LC 7) Max Uplift2=285(LC 8), 7=291(LC 5) FORCES (lb)-' Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2-12=867/344, 12-13=856/361, 3-13=813/361 BOT CHORD 2-15=428/807, 15-16=-428/807, 8-16=428/807, 8-17=-428/807, 7-17=-428/807 WEBS 3-8=0/262, 3-7=833/422 NOTES 1) Wind: ASC 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Ili; Exp C; Encl., G pi=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 chec `,111111111/��� ad for a plus or minus 0 degree rotation about its center. U' N Q 3) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ...... �` ,.. ' • G E.NS'�•' ''bottom between th chord and any other members, with BCDL = 10.Opsf. �� : V� 5) Refer to girc er(s) for truss to truss connections. 6) Provide me 'hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except flit=lb) 2=285, N. 68182 * : •: 7=291. 7) "Semi -rigid bitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) o I other connection device(s) shall be provided sufficient to support concentrated load(s) 32 lb down and 59 lb up at 1-3-15, 32 .� • . lb down and�59 lb up at 1-3-15, 10 lb down and 101 lb up at 4-1-14, 10 lb down and 101 lb up at 4-1-14, and 61 lb down and 146 lb up at 15 •� T Q F 14/ 6-11-13, an 61 lb down and 146 lb up at 6-11-13 on top chord, and 25 lb up at 1-3 15, 25 lb up at 1-3-15, 15 lb down and 11 lb up at 0 O . (v 4-1-14, 151 (down and 11 lb up at 4-1-14, and 43lb down and 6 lb up at 6-11-13, and 43lb down and 6lb up at 6-11-13 on bottom ♦ • Q,; chord. The 9) Warning: Ac O `_,�� esign/selection of such connection device(s) is the responsibility of others. �I ., ,• tlitional permanent and stability bracing for truss system (not part of this component design) is always required. ��j, SS1 • •'. �� •N 10) In the LOAD �% CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �� it ►Ifil{111�� LOAD CASE() Standard 1) Regular. Lu ber Increase=1.25, Plate Increase=1.25 Uniform Lo ;ds (plf) FL Cert. 6634 Ver 14=60, 4-5=60, 6-9=35 February 21,2 13 Continued on r ioe 2 A WARMNG Design v¢lid - 9er4fy design parmnetem and READ NOTES ON THIS AND INCLUDED D1i7EKREPERENCE PAGE ffiI-747a 11MORS US& for use only with MTek connectors. This design Is based any upon parameters shown, and is foran Individual building component. • Applica is for late illty of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown k I support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. fabricati dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding n, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In jmotion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southe Fine ( SP or SPp) lumber is specified, the design values are those effective 00112012 by ALSC or proposed by Si10. )b Truss Truss Type Qty Ply T4729657 4641 -HJ7B Diagonal Hip Girder 2 1 �J.bRiaference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:02 2013 Page LOAD CASE(S) Standard Concentrate Loads (lb) Vert 112=95(F=47, B=47) 13=19(F=10, B=10) 14=-111(F=56, B=-56) 15=50(F=25, B=25) 16=29(F=15, B=15) 17=84(F=-42, B=-42) FL Cert. 6634 February 21, 3 ®W Design val - Ver(fy design parmrteters andREAD NOTES ON THIS AND INCLUDED WTEKREFERSNCE PAGE MU-7473 BEFORE USE, tl for use only with Mlek connectors. This design is based only upon parameters shown, and is for an Individual building component. f Applicabi ty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for later I support of Individual web members only. Additional temporary bracing 10 insure stability during construction Is the responsibilrity of the erector. ditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabricatio i quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crifedo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info atlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. ' Tampa, FL 33610-4115 If Southe Pine t SF or SPp) lumber is specified, the design values are those effective 0610112D12 by ALSC or proposed by S1I6- l Job Truss Truss Type City Ply T4729658 24641 Al Hip Truss 1 2 Job Reference (optional) East Coast Tru s, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb21 13:07:09 2013 Page ID:bY47az9k0A0_ueiO4zcl RMzj?ND-3okHAOdyeARIGMXtEKOPNQgNW9aZgzGC7WShYztwG 2-ao lit 3-54 12-12 5-2-6 5-z-s rr2-s 6z-6 'rz-s 3-z-1z 3-s-0 z•ao = scale1:72.9 TRUSS NOT SYMMETRIC DO NOT ERECT THE TRUSS BACKWARDS I 5x8 = _ 4x4 = 3x4 =3x6 3x4 = 4x4 = 5x8 = 6.0 12 4 29 30 5 31 32 6 33 7 34 835 36 37 9 38 39 10 2x4 2x4 i 3 11 d 2 12 1 PR 13Id 22 'i 40 2141 42 20 43 19 44 45 18 46 47 17 48 16 49 50 15 51 14 3 = 3x4 = 5x5 = 34 = 3x4 = 3x4 = 4x4 = 3x6 = 5x5 = 3x4 = 3x6 = 3.9.4 7 0•a 1a40 12-2-6 16-a5 2120 23-11-11 zs 8-0 33 o o 3s-z-12 aaao 1 3.9.4 3.2-12 3.40 1-10-6 3-9-14 3-11-11 3-11-11 5-S•5 3-4.0 3-2-12 114 Plate Offsets X : 4:0-6-0 0-2-8 10:0-6-0 0-2-8 15:0-2-8 0-3-0 LOADING (ps I1 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.82 Vert(LL) 0.2319-21 >999 240 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.70 Vert(TL) -0.33 19-21 >999 180 BCLL 10. Rep Stress Incr NO WB 0.71 Holz(TL) 0.07 15 n/a n/a BCDL 10. Code FBC2010/rP12007 (Matrix-M) Weight: 423 lb • FT = 0% LUMBER t BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 SP No.3 I REACTIONS lb/size) 2=2290/0-8-0 (min. 0-1-8), 15=5344/0-8-0 (min. 0-3-2), 12=-408/0-8-0 (min. 0-1-8) ax Horz 2=166(1-C 6) Oax Uplift 2=1677(LC 8), 15=3494(LC 8), 12=-620(LC 19) ax Grav2=2294(LC 17), 15=5344(LC 1), 12=747(LC 7) `/[�j A FORCES (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD '' 2-3=4098/2754, 3-4=3956/2714, 4-29=-4056/2872, 29-30=-4056/2872, 5-30=4056/2872, 15-31=3763/2751, 31-32=3763/2751, 32-33=376312751, 6.33=3763/2751, 6-7=2538/1931, 7-34=-2538/1931, 8-34=2538/1931, 8-35=640/625, 35-36=-640/625, 36-37=640/625, 9-37=640/625, 9-38=-2277/3550, 38-39=2277/3550, 10-39=2277/3550, 10-11=1370/1981, 11-12=-1331/1848 BOT CHORD 2-22=2273/3593, 2240=2183/3553, 2140=2183/3553, 21-41=2706/4171, 41-42=2706/4171, 20-42=2706/4171, 20-43=2706/4171, 19-43=2706/4171, 19-44=2283/3483, 44-45=-2283/3483, 18-45=2283/3483, 15-46=916/1435, �I 4647=916/1435, 1747=916/1435, 17-48=1964/1445, 16-48=1 9 64/1445, . I16-49=1964/1445,49-50=-1964/1445,15-50=-1964/1445,15-51=1721/1460, VI N V�` ��I�� �1(�,, 14-51=-1721/1460, 12-14=-1611/1288 �% Q` •"'•'�•' 4 WEBS __ 0 •. 07, ,` G E N S�• ,,�� , •••�` 15-21 3372/3158/21 •� B-17=2209/3-22�327/11564, 6-18=1 06/11 8, 8-18728244/1876, 4-2126568/77121750, 5-19=594/359, 6.19=-444/780, 9-17=2405/3513, 9-15=-3412/2453 Nc 68182 •% NOTES k 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: connected Top chords as follows: 2x4 -1 row at 0-9-0 oc. = .O • :jr Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. •• T O F ' 'ad Webs tonne 2) All loads are as follows: 2x4 -1 row at 0-9-0 oc. • • • ��� considered equally applied to all except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to connections plies, ply . ,C ave been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 1 Q P • ��� 3) Unbalanced oof live loads have been considered for this design. ��j� SS ' • • '' �� �� 4) ave=5ft; Cat. Il Exp I N AI 0��� -10; Vuft=l 70mph (3-second gust) dleft P end eeft C; EnG.SGCki=0.18; GC) MWFRS (directional); cantilever and right exposed vertical left and right exposed; porch exposed; Lumber = 1.60 plate grip DOL=1.60 5) Provide ade uate drainage to prevent water ponding. Zion 6) The solid se of the plate is required to be placed over the splice line at joint(s) 20. FL Cert. 6634 7) Plate(s) at jol�� t(s) 4, 7, 10. 2, 22, 3, 15, 14, 11, 8, 17, 6, 18. 16, 12, 21, 5, 19 and 9 checked for a plus or minus 0 degree rotation about its center. ll February 21,2 13 Continued on ae 2 AW ver4 fy desi-9n paraunetem andREAD Noma om 7wis mD =LUDED wTEKREFERB=B PAGB W-7473 BBFORS [/S& Design va d for use only with Mlek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicabil fy of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown r is for later I support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Welk' erector. aqd�ditional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Into otion available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 3361D-4115 If Souther., Pine (SP or SPp) lumber is specified, the design values are those effective W012D12 by ALSC or proposed by SPIB. Job it Truss Truss Type Qty Ply T4729658 24641 Al Hip Truss 1 n �I `Job Reference o tional East Coast Tru s, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:09 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj9ND3okHAQdyeARIGMXtEKOPNVBgNW9aZgzGC7WShYZWG NOTES 8) Plate(s) at ji int(s) 20 checked for a plus or.minus 5 degree rotation about its center. 9) This truss h is been designed for a 10.0 psi bottom chord live load nonwncurrent with any other live loads. 10) • This trus 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, ' ith BCDL = 10.Opsf. 11) Provide m hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 2=1677, 15=3494, 12=620. 12) "Semi-rigic pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) 'r other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 177 lb up at 7-0-0, 111 lb down and 177 lb up at 9-0-12, 111 lb do and 177 lb up at 11-0-12, 111 lb down and 177 lb up at 13-0-12, 111 lb down and 177 lb up at 15-0-12, 111 lb down and 177 lb up at 17-0-12, 111 lb down and 177 lb up at 1 ';0-12, 111 lb down and 177 lb up at 20-11-4, 111 lb down and 177 lb up at 22-11-4, 111 lb down and 177 lb up at 24-11-4, 111 lb down and 177 lb up at 26-11-4, 111 lb down and 177 lb up at 28-11-4, and 111 lb down and 177 lb up at 30-11-4, and 111 lb down and 177 lb up at 33-0-0 on top chord, and 613 lb down and 252 lb up at 7-0-0, 66 lb down and 3 lb up at 9-0-12, 66 lb down and 3 lb up at 11-0-12, 66 lb down and 3 lb up at 13-0-12, 66 lb down and 3 lb up at 15-0-12, 66 lb down and 3 lb up at 17-0-12, 66 lb down and:: lb up at 19-0.12, 66 lb down and 3 lb up at 20-11-4, 66 lb down and 3 lb up at 22-11-4, 66 lb down and 3 lb up at 24-11-4, 66 lb down and 3 lb up at 26-11-4, 66 lb down and I lb up at 28-11-4, and 66 lb down and 3 lb up at 30-11-4, and 456 lb down and 266 lb up at 32-11-4 on bottom chord. The design/selection of such connection device(s) i,lthe responsibility of others. 14) Warning: `ditional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE() Standard 1) Regular. Lu fiber Increase=1.25, Plate Increase=1.25 uniform Loads (plf) Ver�;1-4=60, 4-10=-60, 10-13=60, 23-26=35 Concentrated Loads (lb) Ve 4=-98(F) 7=98(F) 10=98(F) 22=-613(F) 14=-456(F) 29=-98(F) 30=98(F) 31=-98(F) 32=-98(F) 33=-98(F) 34=98(F) 35=98(F) 36=98(F) 37=98(F) 38=98(F) 39=198(F) 40=62(F) 41=62(F) 42=62(F) 43=-62(F) 44=62(F) 45=62(F) 46=62(F) 47=62(F) 48=-62(F) 49=62(F) 50=62(F) 51=-62(F) I FL Cert. 6634 1 February 21 ® W Design void - Veri fy d=fyn pammnetcm and READ NOTES ON THIS AND INCLUDED Ir MKRBFERENCB PAGE AIII-7473 BEFORE USE for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. • MV Applicabl ity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for later, I support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibllity of the iwiTek• erector. fabricatio Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i, quality control, storage, delivery, erection and bracing, consult ANSI/11`I1 Qualily Cdtedo, DSB-89 and BCSI Building Component ' 6904 Parka East Blvd. Safety Inl atlon available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. Tampa, FL 33610-4115 H Souther h PBIe ISP or SPDI lumber is sneeifie& the design values are those effective OSI0M012 by ALSC or nr000sed by SPIEL • � I I I Job Truss Truss Type oty Ply T4729659 24641 A2 Hip Truss 1 1 I Job Reference (optional) East Coast Truk Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:30 2013 Page ID:bY47az9k0A0_ueiO4zclRMzj?ND-ygVDact7hd4JlbevzEGK5xWDd_FW BAM1u63xgziwG 2-0-0 4-9-0 4-2-12 7-4-0 7-40 7-0-0 42-12 49 4 2-0.0 Scale=1:72.9 Sxe = 3x6 = 34 = 3x6 = 5x8 = j6.00 12 4 25 26 5 6 7 27 28 8 I 2x4 2x4 f- 3 9 d 4 2 '' 10 rr d 1 11 Ih 18 17 16 15 14 13 12 3 = 3x4 = 4x6 = 3x4 = 4x6 = 5x5 = 3x6 = 5x5 = 3x4 = I 230.0 -00 B0 10o a0•-0 li 9-0.00.00 3 60.-00 !I 9-0-0 80 9-0-0 Plate Offsets 4:0-6-0 0-2-8 8:0-6.0 0-2-8 13:0-2-8 0-3-0 17:0-2-8 0-3-0 LOADING (ps SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 201I'll Plates Increase 1.25 TC 0.98 Vert(LL) 0.4715-17 >754 240 MT20 244/190 TCDL 15 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.52 15-17 >690 180 BCLL 10 Rep Stress Ihcr YES WB 0.84 Horz(TL) 0.08 13 n/a n/a BCDL 10 Code FBC2010ITP12007 (Matrix-M) Weight: 208 lb FT = 0% LUMBER II BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS '4 SP No.3 WEBS 1 Row at midpt 7-13 with 2x4 SP No.3 with 2 -10d (0.131 "xT j nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS Ib/size) 2=1355/0-8-0 (min.0-1-10), 13=2597/0-8-0 (min. 0-3-1), 10=96/0-8-0 (min. 0-1-8) ax Horz 2=257(LC 6) ax Uplift2=-1207(LC 8), 13=1930(LC 8), 10=-158(LC 19) ax Grav 2=1363(LC 17), 13=2597(LC 1), 10=453(LC 7) FORCES (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3=2067/1700, 3-4=-1802/1575, 4-25=1633/1532, 25-26=1633/1532, 5-26=163311532, 5-6=1214/1200, 6-7=-1214/1200, 7-27=790/1216, 27-28=790/1216, 8-28=-790/1216, 8-9=830/1087, 9-10=698/895 ►►►►1.1111 ��� BOT CHORD 2-18=1362/1797, 17-1 8=1 098/1568, 16-17=1120/1604. 15-16=1120/1604, ��j� WEBS 14-15=254/545, 13-14=254/545, 12-13=911/1034, 10-12=764/780 %.� .Q`p�!;�••V`L 3-18=373/272, 8-13=1174/443, 8-12=0/502, 9-12=437/280, 4-17=231/270, 0 •'• G E N F �I �%, 5-15=690/462, 7-15=941/1078, 7-13=2160/1757 : ,•••V`. SF• :� �ii NOTES N 6818 2 = * .� •: 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp = C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; = .4 • . Lumber DO 1.60 plate grip DOL=1.60 .p ; r O F 3) Provide adequate drainage to prevent water ponding. io� 4) Plates chec ed for a plus or minus 0 degree rotation about its center. • F P .' _�,♦ 5) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �i • ., Q,.•• \ �� 6) * This truss as been designed for a live load of sf on the ottom chord n all areas where a -0 tall by de will hnmee chord d any other members,BCDL a .11 N Atil E 7) Provide truss topbea bearing pith anical connectom ion (by others) to capable olf withstanding 100 lb uplift aft join (s) except (jt--Olb)12 1207,t 11 13=1930, 101,E 158. 8) "Semi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Waning: Ad'itional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 LOAD CASE() 11 Standard February 21,21C I 13 A WART M' - Verify dmign parameter. andREdD' JV07W ON THIS AND INCLUDED X7WR9FMW=B FAGB DIIF7473 BEFORE USE ■ Design v Applicab id for use only with fvLTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. ty of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for later I support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the additional MiTek' erector. fabrlcati Safety Inf permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding , , quality control, storage, delivery, erection and bracing, consult ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component imatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. tf Southe h Pine SP or SPp) lumber is specified, the design values are those effective 05f0f/2012 by ALSC or proposed by SPIB. Tampa, FL 33610-4115 I Job I Truss Truss Type City Ply T4729660 24641 j A3 Hip Truss 1 1 Job Reference (optional) East Coast TrL is, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:32 2013 Page i ID:bY47az9k0A0_ueiO4zc1 RMzj7ND-uDd_7HvNDEK1XuoH4floAMbfVny7S1yfVCbAliziwG 5-9-4 i 11-0.0 17-0.0 23-0.0 240-0 34-2-12 40.0.0 42-0.0 0.2 0 jj I 5-9-4 5.2-12 8-0.0 8-0.0 8-0.0 5-2-12 Scale = 1:72.9 I i j 5x5 = __ 3x4 = 34 3x4 = 5x5 = 4 25 26 5 6 7 27 28 B 6.00 12 3x4 3x4 3 9 n d c� 2 10 •dB 1 1114 18 17 16 29 30 15 31 32 14 1g 12 1 2x4 I I 6x8 = 46 = 3x4 = 46 = 6x8 = 2x4 I I 3x6 3x 6= I I � 5-9-4 10.4-0 1 - 20-0.0 29-0-0 0. 342-12 40.0.0 I 5-9.411 4 6 12 B 9 0.0 9 0.0 4 4 2-12 5-9-4 Plate Offsets 4:0-3-0 0-2-8 8:0-3-0 0-2-8 LOADING (ps SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.) Plates Increase 1.25 TC 0.63 Vert(LL) -0.27 15-17 >999 240 MT20 244/190 TCDL 15.b Lumber Increase 1.25 BC 0.89 Vert(TL) -0.57 15-17 >624 180 BCLL 10. Rep Stress Incr YES WB 0.95 Horz(TL) 0.08 13 n/a n/a BCDL 10. Code FBC201 O/TPI2007 (Matrix-M) Weight: 212 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc purlins. BOT CHORD j2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 14-16: 2x4 SYP No.1 WEBS 1 Row at midpt 5-17, 7-13 WEBS 2x4 SP No.3 with 2x4 SP No.3 with 2 -10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS ,(Ib/size) 2=1416/0-8-0 (min. 0-1-14), 13=2689/0-8-0 (min. 0-3-4), 10=11010-8-0 (min. 0-1-8) Max Horz 2=303(LC 6) Max Upl'Ift2=-645(LC 8), 13=931(LC 8), 10=193(LC 8) Max Grav 2=1 588(LC 13), 13=2746(LC 14), 10=251(LC 7) FORCES (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2432/850, 3-4=1960/757,.4-25=1647/718, 25-26=-1647/718, 5-26=1647/718, 5-6=1208/566, 6-7=1208/566, 7-27=115/1006, 27-28=115/1006, 8-28=115/1006, 8-9=277/1282, 9.10=-303/891 �%tilll BOT CHORD 2-18=551/2300, 17-18=-551/2300, 16.17=282/1598, 16-29=282/1598, 29-30=282/1598, ,�% I� 5-3=-687/443 31-32=36/780, 14-32=36/780, 13-14=36/780, � j 115-30�282/11598,........ �,,' ,,Q,Q ,,O S�• WEBS 5 15=-585/308, 7-15=-235/1138, 4-17=114/490, 8-13=-835/333, 3-17=-571/295, :� i��•�� 7-13=2175/740, 9-13=642/318 N. 68182 • ••' NOTES * • 1) Unbalanced oflive loads have been considered for this design. 2) Wind: ASC 17-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., G pi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ,• T F grip DOL=1.60 Q , (v 3) Provide adeivate drainage to prevent water ponding. . .•.t` Q • _ ,! 4) Plates checked for a plus or minus 0 degree rotation about its center. �i ,.' ♦ �� C> ��j� 5) This truss h/i's been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SS ' • • • •'. �j�� 6) • This truss as 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 �i� N AL % between the bottom chord and any other members, with BCDL = 10.Opsf. j/i 111111%%� 7) Provide me flanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) 2=645, 13=931, 10 193. 8) "Semi -rigid iftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 9) Warning: Pu ditional permanent and stability bracing for truss system (not part of this component design) is always required. ii February 21,2 13 LOAD CASED standard A WA"NG Design v - Ver(ry designparameters andREAU N07M ON THIS AND INCLUDEDWTEKREPBRENCB PAGB ZHI-7473 BEPORB USE. lid for use only with M7ek connectors. This design is based only upon parameters shown, and is foran individual building component. Applicab Is for late ty of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown I individual Additional temporary bracing to Insure during Is the the erector. support of web members only. stability construction responsibility of 'dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MITp,Jk• fabricati n, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf motion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 3361 D-4115 If Sauthe Pine ISP or SPp) lumber is specified, the design values are those effective 06101tZOt2 byALSC or proposed SBB, Job Truss Truss Type Q ty Ply T4729661 24641 A4 Hip Truss 1 1 n Job Reference (optional) East Coast Truss Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:07:34 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj7ND-gclkQzwdlrblmCxgC4LGGnhwlbiVwzVyyW4G4bziwG -2 2-0- 2-4 ! 6.9.4 6.2-12 7-0.0 7-0.0 S9.4 2-0.0 I Scale=1:74.1 6.00 12 5x5 = 3x8 = 5x5 = I 5 6 7 i 3x6 j 3x8 3x4 i 4 8 3x4 3 9 d I 10 a 111d d11 16 15 23 14 24 13 12 2x4 I 5x8 = 2x4 I 5x8 = Zx4 I I. Us 3x6 = i I 6.9.4 13-0-0 1 1-1 2440 2510.4 7- 33.2-12 40.0.0 6.2.12 -1-1 510-4 5104 -1-1 6-2-12 6-34 Plate Offsets 5:0-2-8 0-2-4 7:0-2-8 0-2-4 13:0-3-0 0-3-0 15:0-3-00.3-0 LOADING (ps) i SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.3 Plates Increase 1.25 TC 0.89 Vert(LL) -0.09 12-13 >999 240 MT20. 244/190 TCDL 15. Lumber Increase 1.25 SC 0.63 Vert(TL) -0.25 12-13 >999 180 BCLL 10b ` Rep Stress Incr YES WB 0.82 Horz(TL) 0.04 10 Na Na BCDL 10.5 Code FBC2010/TPI2007 (Matrix-M) Weight: 216 lb 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 12x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-15, 6-15, 9-13 with 2x4 SP No.3 with 2 -10d (0.131"xT) nails and cross brace spacing of 20-0-0 oc. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=40010-8-0 (min. 0-1-8), 15=2608/0-3-8 (min. 0-3-4), 10=1184/0-8-0 (min. 0-1-10) Max Horz 2=349(LC 7) Max Uplift2=300(LC 8), 15=899(LC 8). 10=-571(LC 8) Max Grav 2=502(LC 13), 15=2740(LC 13), 10=1390(LC 14) FORCES (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3=627/317, 3-4=153/843, 4-5=125/994, 5-6=74/920, 6-7=969/501, 7-8=1045/495, 8-9=1136/449, 9-10=1969/664 BOT CHORD 2-16=361/1064, 15-16=361/318, 15-23=0/398, 14-23=0/398, 14-24=0/398, 13-24=0/398, 11,1►1.1111l�� WEBS 3-16=01285, 6-14=01390, 9-12=0276, 5.15=829/309, 3-15=935/397, 6-15=1877/627, 6.13I N ���•VF',��j 6 13=224/789, 9 13=907/388 E N $'-. NOTES i Nc 68182 1) Unbalance roof live loads have been considered for this design. * 2) Wind: ASC 17-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp •' C; Encl., G( pi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 60 13 3) Provide adequate drainage to prevent water ponding. •; T 4) Plates chec 'ad for a plus or minus 0 degree rotation about its center. F ��� 5) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent. with any other live loads. �jO � 6) `This truss as 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 Td �i *1 �,.• ♦ �� ��j between th 7) Provide me ';bottom chord and any other members, with BCDL = 10.Opsf. SS• ' • • •'. �� �� hanical connection (by others) of truss to bearing capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=300, 4r e 15=899, 10 plate N 1571. 1 r 1111111, 8) "Semi -rigid �Iltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Adl ldftional permanent and stability bracing for truss system (not part of this component design) is always required. 11 I) FL Cert. 66.34 LOAD CASE( Standard February 21,2 l 13 ®W Design v Verify desigrtpo m dem and READ NOTES ON THIS AND InMUDED bf MRSFMW=B PAGE MI-T473 BEFORS USB. slid for use only with Walk connectors. This design Is based only upon parameters shown, and Is for an individual building component. ��• Applica iri ty of design parameters and proper incorporation of component is responsibility of binding designer- not truss designer. Bracing shown is for late , I support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MOW M erector. dditlonal 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 BCSI Building Component 'rmation 6904 Parke East Blvd. Safety Inf If South available from Truss Plate Institute. 781 N. Lee Street Suite 312 Alexandria, VA 22314. Pine (SP or SPp) lumberis specified, the design values are those effective 86101IM2 by ALSC or proposed by SLAB. Tampa, FL 33610-4115 I Job ss Truss Type ' City Ply T4729662 24641 �T`u A5 Hip Truss 1 1 Job Reference o tional East Coast Tru s, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:07:36 2013 Page '1 1D:bY47az9kOA0_ueiO4zcl RMzj7ND-n_sugfyuHTrTOW53JVNkLCm IcOKeOuAFQgZNBUziwG 2-0- I 2-4-8 1-2-0 MI 3.0-0 0.10-4 5.40 5.0.0 7-2-12 7-9.4 2-0.0 Scale=1:75.4 3x6 = Sx5 = 6.00 12 2x4 I I 3x4 = 6 7 8 9 5x5 i 3x4 Q 3x6 5 10 11 3x4 i d 44 i I 4 3 �T1 y 3 21 ::121311 Id d 25 245Xs _ 22 19 20 18 32 33 17 16 15 14 44 = _ _ _ 2x4 I I 2x4 11 5x8 11 3x6 3x8 = 3x6 2x4 I I 3x6 3x6 —_ 3x4 = W 11 3x4 = i 2-4-8 8 8-Cr8 11-1-8 141-121 25-0.0 32-2-12 40.0.0 2-4-80 2-7-0 3.. 0.1 10.0.0 7-2-12 7-34 Plate Offsets - 5:0-2-4 0-3-0 7:0-3-o a2-o 9:0-2-a 0-2-4 23:0.5 8 0-2-12 LOADING (ps) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.75 Vert(LL) -0.58 16-18 >532 240 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.85 Vert(TL) -0.92 16-18 >338 180 BCLL 10. Rep Stress Incr YES WB 0.74 Horz(TL) 0.05 18 n/a n/a BCDL 10.5 Code FBC2010/rP12007 (Matrix-M) Weight: 229 lb FT = 0% LUMBER BRACING TOP CHORD .2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins. BOT CHORD 12x4 SYP No.t 'Except* BOT CHORD Rigid ceiling directly applied or 8-3-13 oc bracing. 2-24,20-23: 2x4 SP No.2, 4-24: 2x4 SP No.3 WEBS 1 Row at midpt 11-16, 6-18, 8-18 WEBS 12x4 SP No.3 with 2x4 SP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20.0-0 oc. i MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS :jib/size) 2=663/0-8-0 (min. 0-1-8), 18=2216/0-3-8 (min. 0-2-14), 12=1320/0-8-0 (min. 0-1-14) Max Horz 2=-396(LC 6) Max Uplift2=-475(LC 8), 18=-633(LC 8), 12=662(LC 8) Max Grav 2=710(LC 13), 18=2440(LC 13), 12=1567(LC 14) FORCES (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3=729/389, 3-4=1296/671, 4-5=462/438, 5-6=-141/530, 6-7=107/351, 7-8=-71/348, 8-9=1185/662, 9-10=-1289/658, 10-11=-1398/606, 11-12=2236/846 BOT CHORD 2-25=253/993, 4-23=38/395, 22-23=504/1606, 21-22=107/425, 20-21 =1 07/425, ,V1111.111/ j jjj 18-32=36/593, 32-33=36/593, 17-33=36/593, 16-17=36/593, 15-16=514/1871, .PQv.N••V�� 14-15=514/1871, 12-14=514/2166 ,,�� 8-16=139/835, 11-16=954/456, 11-14=0/264, 18-20=1017/365, 6 20=613/139, S •.��� 0 ENj ,� '0 �.•G �WEBS 8-18=13171406, 5-22=-46/317, 5-20=-785/403, 3-25=578/192. 23-25=1651771. V F 4i ♦♦ .' 3-23=288/770, 4-22=1192/412 N 68182 *'• ••'* NOTES 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 17-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf; h=15ft; B=451t; L=401t; eave=5ft; Cat. 11; Exp C; Encl., G 01=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate T F W grip DOL=1 60 •. (V 3) Provide adequate 1000 drainage to prevent water ponding.••�` Q.' • _ ��♦ 4) Plates chec 5) This truss h 'ad for a plus or minus 0 degree rotation about its center. ♦ �,• �� 0 s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��j� SS � •N 6) ` This truss � �� as 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 �I� between th ibottom chord and any other members, with BCDL = 10.Opsf. j1111111���, 7) Provide me 'hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=475, 18=633, 12=662. 8) "Semi -rigid 8chbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 9) Waning: A ditional permanent and stability bracing for truss system (not part of this component design) is always required. I) February 21,2 13 LOAD CASE( Standard ® WdRhVNG - Verfjy design pmmr dcm and READ MOM ON THIS AND RJCLrJ'DED J67EKRRFMUMB FAGB ld(I-7473 BEFORE USE. • Design v Ild for use only with IvllTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applica Irity of design parameters and proper incorporation of component Is responsbility of building designer- not truss designer. Bracing shown Is for late al support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iwiTek' erector.- Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricate n, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf )rmotlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southe rr1 Pme (SP or SPp) lumber is specified, the design values are those effective D5/81/2012 by ALSC or proposed by SPIB. I 1 Job Truss Truss Type City Ply T4729663 24641 A6 Hip Truss 1 1 Job Reference (optional) East Coast Tru is Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:39 2013 Page ID:bY47az9k0AO_ueiO4zclRMzj7ND-BZYdTh_maOD2tzge7dwRzrOrHc0KbByh6on1loziw I 4.2-0 12-0-0 -2-0-0 -8-0 9-2-0 10-". 10.1-12 171D I= 28S13 3S-311 4-- 2 -0-0 11-0-e 2-0-0 -M 4-0 5-D0 -" 1-0-02-1A2 2 6-0S 2-0-0 1�0 5x5 Scale=1:91.3 = 6.00 12 5x5 = 2x4 II 9 10 3x4 ::7-8 3x4 34 i 11 3x8 67 12 2x4 10 d 4x4 i 5x6 13 Us = 5 i 3 4 1 II 0 2 8 26 � $I 1 14 0 27 1 } , 3231 29 4x4 = 25 21 20 39 40 19 18 41 17 42 16 j 5x8 II 3x6 = 4x6 = 3x4 = 3x6 3x6 = 2x4 I I 3x4 - 2x4 12x4 I I 3x4 = 3x8 = 4x10 = 2x4 = 2x4 II 2x4 II 2x4 II 4-2-0 12-M -0-0 S-D-0 -0-0 l-. 2-1-12 2-10-4 6-0.0 ;2 fig' 1-6-0 Plate Offsets 4:0-2-0 0-2-0 9:0-2-8 0-2-4 10:0-2-8 0-2-4 LOADING (ps SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.60 Vert(LL) -0.23 19-20 >999 240 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.66 Vert(TL) -0.23 27-28 >754 180 BCLL 10. . Rep Stress Incr YES WB 1.00 Holz(TL) . -0.05 20 n/a n/a BCDL 10. Code FBC2010/TP12007 (Matrix-M) Weight: 245 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins. BOT CHORD 2x4 SP No.2 •Except• BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 1431: 2x4 SP No.3, 18-21,14-17: 2x4 SYP No.1 6-1-7 oc bracing: 27-28 WEBS 2x4 SP No.3 9-6-13 oc bracing: 16-19 B-1-5 oc bracing: 16-38. WEBS 1 Row at midpt 10-19, 11-19, 8-20, 9-20 with 2x4 SP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be 1 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS I(Ib/size) 2=736/0-8-0 (min. 0-1-8), 20=214910-3-8 (min. 0-2-13), 14=1377/0-8-0 (min. 0.1-15) Max Horz 2=-442(LC 6) ax Uplift2=543(1-C 8), 20=535(LC 8), 14=692(LC 8) ax Grav 2=761(LC 13), 20=2409(LC 13), 14=1638(LC 14) FORCES (lb) ii Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. {{{►►11 II TOP CHORD 2-3=1250/350, 3-4=1257/725, 4-5=1646/931, 5-6=-637/592, 6-7=513/596,��I� 12-13 -2227/902, 13-145 24 5/ 64101;4/689, 10 11=1242/706, 11-12=2154/925, C•E N 5.0 ,Q F•'.• BOT CHORD 2-32=513/1864, 4-30=-415/209, 29-30-246/511, 5-28=161i701, 27-28=915/2309, . • 26-27=226/553, 23-26=226/553, 22-23=226/553, 20-39=0/274, 39-40=0/274, 10 N 68182 19-40=0/274, 18-19=378/1534, 18-41=378/1534, 17-41=376/1534, 17-42=378/1534, • 16-42=378/1534, 14-16=647/2126 WEBS 11-19=923/432, 11-16=170/707, 13-16=420/285, 20-22=779/457, 8-22=353/242, 1 9-20=1271/118, 9-19=224/1126, 5-27=1772/695, 7-27=66/367, 7-22=870/398, .� 3-32=-450/172,30-32=66/261,3-30=-470/1085,28-30=-407/1306 41J� �: T F NOTES . • 1) Unbalanced roof live loads have been considered for this design. i0 • it` >�..•_�,� 2) P ,,��I s • `O •`•• �` �,, osedP •N C; EnG.SG DOL=1. pi=0.18; MWFRS (directional); cantileverdleft and right eD end verticalleftand right exposed; Lumber DOL=1 60 plate P G 0 i��tS • AL `\;,`� grip 3) Provide ade'uate drainage to prevent water ponding. ��1 {�{{�� 4) The solid se ion of the plate is required to be placed over the splice line at joint(s) 18. 5) Plate(s) at Ic int(s) 6, 9, 10, 12, 2, 31, 4, 29, 5, 22, 25, 24, 21, 19, 11, 16, 13, 8, 20, 26, 23, 27, 7, 3, 32, 28, 17 and 14 checked for a plus or minus 0 deg gee rotation about its center. FL Celt. 6634 6) Plate(s) at Ic int(s) 18 checked for a plus or minus 5 degree rotation about its center. 7) This truss N I;s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. February 21,2 13 Continued on a e 2 AW Design ' - Verify design parameUm and READ NOTES ON 77IIS AND INCLUDED AOMRSFERENCE PAGE MA-7473 EEPORB USE, d for use only with M'Tek connectors. This design is based only upon parameters shown, and is for an individual building component. .ty Applicabi of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for later 'I support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the Additional bracing the the MiTek erector. permanent of overall structure is responsibility of the building designer. For general guidance regarding tobricafit o�i, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Informatlon. If Souttl available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Pine (SP or SPp) lumber is specified, the design values are those effective 0610/12012 by ALSC or proposed by SPIEL Tampa, FL 336104115 ss Type Truss East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep'26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:39 2013 ID:bY47az9kOA0_ueiO4zcl RMzj?ND-BZYdTh_maOD2tzge?dwRzrOrHcOKbByh6onl NOTES 8) • This truss as 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, ith BCDL = 10.Opsf. 9) Provide meidditional hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=543, 20=535, 14=692. 10) "Semi-rigiIpitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE($) Standard 011►1.1111111 QU 1 N ♦��i. �0.�� G E NSF N. 68182 y oo • T O F c.: •nl el E...c�. I FL Cert. 66.34 1 February 21 ® W Design v • Verify design pa rwriters and READ NOTES ON ZWS AND INCLUDEDW1WJ &F BPAG8 DIIF7473 BSFORS USF Ild 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 late 61 support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the dditional bracing the Is the the building designer. MiTek' erector. fabrication, permanent of overall structure responsibility of For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf6imation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 336104115 If Southern Pine I SP or SPD) tumberis spelYfied the desitm values are those effective O6JOtt2Uf2 by ALSC or Dranased by SPUL i Job Truss Truss Type Oty Ply T4729664 24641 A7 Hip Truss 1 1 Job Reference (optional) East Coast Tri. is, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:42 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj7ND-b8Em5ilftJbckRZCgmU8aTONIpNgoXb7omOhM7ziwG 2.8-0 12-0-0 -2-0-0 141-0 42-09-2-0 41-12 18-0-0 21-0-0 27-1-13 333.11 40-0.0 42-0-0 2-0-0 141-0 1-" 5-0-0 -0-01.6-0 2-1-12 410-4 2-0-0 6-1-13 8-1-13 8.8.5 2-0-e 1-0 0 5x5 = Srale:l/8"=1' 5x5 = 6.00 12 9 10 2x4 I 3x4 8 3x4 3x6 11 67 d4x4 f- 5x6 5- or 2x4 II 5 K 3 4 2 8 3 14 d 1 0 27 r �} S 29 4x4 =25 3231 21 20 39 4019 18 41 17 4216 3x6 = 2x4 11 Sx8 11 3x8 3x6 = 3x6 = 3x4 = 3x6 = 3x4 = 2x4 I I 2x4 I 3x4 = 5x8 = 2x4 = 4x10 = 2x4 II 2x4 11 2x4 11 2-8-0 12-M 141-01 14-2-11 1.8-0 1-6-0 5-0-0 M.2.1-12 410-4 2-0-0 9-2-12 9-9-0 1-0-0 Plate Offsets X 4:0-2-7 0-1-0 9:o-2-a o-2-a 10:0-2-8 0-2-4 30:0-2-10 0-2-15 LOADING (p o SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.32 16-19 >957 240 MT20 244/190 TCDL 15,6 Lumber Increase 1.25 BC 0.87 . Vert(TL) -0.58 16-19 >533 180 BCLL 100 • Rep Stress Incr YES WB 1.00 Horz(TL) 0.05 20 file n/a BCDL 10 0 Code FBC201 OITP12007 (Matrix-M) Weight: 252 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-31: 2x4 SP No.3, 18-21,14-17: 2x4 SYP No.1 6-2-2 oc bracing: 27-28 WEBS 2x4 SP No.3 8-3-6 oc bracing: 16-38. WEBS 1 Row at midpt 10-19. 11-19, 8-20, 9-20 with 2x4 SP No.3 with 2 -10d (0.131 "xW) nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=745/0-8-0 (min. 0-1-8), 20=2131/0-3-8 (min. 0-2-14), 14=1390/0-8-0 (min. 0-1-15) Max Horz 2=488(LC 7) Max Uplift2=537(LC 8), 20=543(LC 8), 14=690(LC 8) Max Grav 2=752(LC 13), 20=2413(LC 13), 14=1655(LC 14) FORCES (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1257/338, 3-4=1249/709, 4-5=1642/909, 5-6=-710/572, 6-7=585/576, 855/642, 10-11 =-1 021/647, 11-12=2021/898, 2 6 QU �,I BOT CHORD 12-132173/853, 13-14 2475/943,`��P`N •�/ �, 2-32=-508/1897, 4-30=-417/204, 29-30=242/527, 5-28=155/700, 27-28=899/2348, G E lV $ �� ��, ,1i 'o ••'� 26-27=207/580, 23-26=-207/580, 22-23=207/580, 20-39=0/480, 39-40=0/480, .• �, �•'.• 19-40=0/480, 18-19=311/1411, 18-41=311/1411, 1741=311/1411, 17-42=311/1411, • Ric 68182 16-42=311/1411, 14-16=617/2098 *.• WEBS 11-19=1071/491, 11-16=-1921836, 13-16=-474/322, 20-22=-941/518, 8-22=-462/319, 9-20=-1361/45, 9-19=193/1094, 5-27=-1784/699, 7-27=61/414, 7-22=896/376, 3-32=-459/168, 30-32=69/273, 3-30= 459/1102, 28-30=393/1324 = .9 T F NOTES •• ��� 1) Unbalance roof live loads have been considered for this design. ..<` � 2) Wind: ASC 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. I% Exp �i t QGP•\••�� DOLG 80 0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate �jslS grip 3) Provide ad quate drainage to prevent water ponding. !� 11►1111111��, 4) The solid s ction of the plate is required to be placed over the splice line at joints) 18. 5) Plate(s) at joints) 6, 9, 10, 12, 2, 31, 4, 29, 5, 22, 25, 24, 21, 19, 11, 16, 13, 8, 20, 26, 23, 27, 7, 3, 32, 30, 28, 17 and 14 checked for a plus or minus o agree rotation about its center. FL Cert. 66.34 6) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. February 21,2 13 Continued on a e 2 ®W Design Verify design parametersandRSBDNOnWONTHIS BA1 IMLUDBDMITBKRIVERBNCBPAGE 15"473BEFORBUS& alid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.• Iva Applica is for lat llity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ial support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabdcat , n, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Critedo, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety In ormation available from Truss Plate Institute, 761 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL,3361D-4115 It South m Pine I SP or SPp) SDmber is specified the design values are those effective W012012 by ALSC or proposed by SNB. is Type Truss East Coast Truss. Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:07:42 2013 ID:bY47azgkOA0_ueiO4zcl RMzj?ND-b8Em5i1ttJbckRZCgmUBaTONIpNgoXb7omOhM' NOTES 8) - This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide me.,hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=537, 20=543, 14=690. 10) "Semi-rigi I pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: ddftional pemtanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE($) Standard b.0I N ,1VF �OENSF'F���'. Nic 68182 =� T OF t �, .0 �4*4,SS .•NAL���`�, 1Imill I FL Cert. 6634 1 February 21 A ' -Verify deaigrt pm -waders andRWdD WTES ONTNISANDINCLUDED WMKRWFBRENCBPdGBffiI-7473 BWORW USE, Design v lid for use only with Wek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applica fifty of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for late 61 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 fabricati��, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Solely Inf �rmation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 u r,..,�re' a..aree—r.....w ;-.,.e,.G— ewe��..,.....a.sa.,.e____ vae,s:..encm.rnues.,. w. a r..........soa— emo p 13 Job 11 Truss Truss Type Qty Ply T4729665 24641 A8 Special Truss 4 1 Job Reference (optional) East Coast Tn ss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:07:44 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj?ND-YXLW W02vOwrKzkibnBWcfu5iwd4tGRDQG4VoQOziwG 4-2-0 12-M -2-0-0 18-0 &2-0 0-0-0 1'I: 20-0-0 29-5-13 32-11-11 40-0-0 42-0-0 241-0 1 8-0 5-0-0 1.40 1-6-0 2-1-12 510-4 8513 8-5.13 7.0.5 2-0-0 1-0-0 'i 6.00 12 5x5 - Scale =1:92.8 3x6 i 10 Us 3x4 - 9 11 3x4 3x8 i 8 12 3x4 i Us g 7 13 2x4 j 4x4 sx6 i 14 2x4 I I 5 h 4 3 in 2 9 27 15 I� I 1 1 28 3332 30 4x4 = 26 22 21 40 20 19 18 17 3x8 = 2x4 II 2x4 11 5x8 11 Us = 4x6 = 3x6 =3x4 = Us = 3x4 = 2x4 I I 2x4 11 2x4 I I 5x8 = 2x4 = 4x10 = 2x4 II 2x4 11 4-2-0 12-M 1-6-0 5-0-014-0150 z-1-1z S10-0 10-0-0 10.0-0 1-0-0 Plate Offsets KY): 4:0-2-5 0-1-0 31:0-2-12 0-3-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 200 Plates Increase 1.25 TC 0.60 Vert(LL) -0.42 17-20 >747 240 MT20 2441190 TCDL 15 0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.71 17-20 >436 180 BCLL 10.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) -0.05 21 n/a n/a BCDL lob Code FBC201 OITP12007 (Matrix-M) Weight: 238 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-32: 2x4 SP No.3, 19-22,15-18,18-19: 2x4 SYP No.1 6-3-6 oc bracing: 28-29 WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 20-21 B-21: 2x4 SP No.2 B-5-1 oc bracing: 17-39. WEBS 1 Row at mtdpt 10-20, 12-20, 8-21 with 2x4 SP No.3 with 2 - 10d (0.131 "xW) nails and cross brace spacing of 20-0-0 cc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 2=738/0-8-0 (min. 0-1-8), 21=2133/0-3-8 (min. 0-2-14), 15=1378/0.8-0 (min. 0-1-15) Max Horz 2=511(LC 7) Max Uplift2=530(1_C 8), 21=553(LC 8), 15=686(LC 8) Max Grav 2=742(LC 17), 21=2424(LC 13), 15=1642(LC 14) FORCES (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1234/321, 3-4=1229/688, 45=1595/881, 5-6=714/548, 6-7=589/552, �.�I� E 9$ /110-11 81/618, 11-12=879/590, �12-133168/8213-145127%444-532424/925�,•\...... N *` BOTCHORD 2-33=-499/1877, 431=-408/197, 30-31=235/520, 5-29=148/689, 28-29=871/2315, S 27-28=185/560, 24-27=185/560, 23-24=185/560, 19.20-272/1299, 18-19=272/1299, : 17-18=272/1299, 15-17=595/2112 NP68182 * •"* WEBS I 10-20=2961374, 12-20=1121/512, 8-20=22/1099, 5-28=1771/693, 7-28=57/429, 7-23=898/362, 21-23=-2204/558, 8-23=1711/370, 3-33=454/162, 31-33=70/273, 29-31=374/1305, 3-31=-445/1087, 12-17=217/918, 14-17=-495/339 ^ .� NOTES i Z) •• T (roof 1) Unbalancec live loads have been considered for this design. ��� •• 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Ex p ••�` P.•r��,� �0# pi 0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate 1 �`. grip DOLG SS. • • '9.',� `,,,,, The solid sc platehe required to be over the splice 28, lon oft(s) t21, q11', 4) Plate(s) at j n3) P26 25, 22, 20, 12laced 9, 10 11, 2532, 4. 30, 5, 237 2(7.)24, 3, 33, 31, 29, 6, 13, 18, 15, 17 and 14 checked fora �l/ plus or min s 0 degree rotation about its center. 5) Plate(s) at j Iint(s) 19 checked for a plus or minus 4 degree rotation about its center. 6) This truss hs been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FL Cert. 6634. 7) ' This truss as 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 fd between the Ibottom chord and any other members, with BCDL = 10.Opsf. February 21,2 13 Continued on a e 2 A W Design v • VerTy design parameters and READ NOTES ON THIS AND INCLUDED ==RSFMW=B PAGB MI.7473 BBFORS US& illid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. • ITS Applicall ilty, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for WE al support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the is MiTek' erector. fabricatt Additional permanent bracing of the overall structure the responsibility of the building designer. For general guidance regarding n, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety InI ormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 If Southt Ri Fme i SP or SPp) lumber is specified, the design values are these effective 00112012 by ALSC or proposed by SPIB. i Type al Truss East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 Walk Industries, Inc. Thu Feb 21 13:07:45 2013 ID:bY47az9k0A0_ueiO4zc1 RMzj?NDAvujk3X9EzBbuHnLu1 rC6eig1 Q6?uSaUkEMz NOTES 8) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=530, 21=553, 15=686. 9) "Semi -rigid itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Waming: , dditional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE($) Standard FL Cert. 6634 1 February 21 A W Verify design parameters andREAD N07M ON THIS AM INCLUDED JUnNRBPBRENCB PAGB MU-7473 BBPORS' USE, Design v lid for use any with Mlek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicab ity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lot I support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. ddittonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricati n, quality control, storage, delivery, erection and bracing, consult ANSI/rPI1 Quality CrIteda, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. rSafety In, f jma8 on available from Truss Plate Instituter781r N.Lee Street, Suite •312 Alexandria, VA�42il 4. Tampa, FL 33610-4115 1 . 1 Job Truss Truss Type Qty Ply T4729666 24641 A9 Common Truss 7 1 d Job Reference (optional) East Coast Tru s's, Fort Pierce, FL 34946 7.350 s Sep.26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:46 2013 Page 'i ID:bY47az9kOA0_ueiO4zc1 RMzj?ND-UvTGx449wX52D2s_vbY41JA0iQn6kQ4jj0_vVuziwG 2-0.0 �� 7-0-s 7-1-7 5.10.4 5.10-0 7-1a 7-as z-0.o Scale=1:73.3 5x5 = I I 6.00 12 - 6 it 3x4 3x4 5 7 1 3x6 i U.- 3x4 4 8 3x4 3 9 , I M 2'I I 10 �} 1 11Id 16 15 23 14 24 13 12 _ - 2x4 I I 5x5 = Us = 5x5 = - 2x4 I1 3x6 I - I I 7-0.5 141-12 20.2 0 25-10.4 31-0.4 32-11-111 40.0.0 7-0.5 71;7 5-114 5-10-4 5-2-0 1-11-7 750.5 Plate Offsets 13:0-2-8 0-3-0 15:0.2-6 0-3-0 LOADING (ps,I SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.08 12-13 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.24 12-13 >999 180 BCLL 10 U ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.05 10 n/a n/a BCDL 101q Code FBC201 OrTP12007 (Matrix-M) Weight: 227 lb FT = 0% LUMBER BRACING TOP CHORD �2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14, 7-14, 9-13, 3-15, 5-15 with 2x4 SP No.3 with 2 - 10d (0.131 "xV) nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS .(lb/size) 2=502/0-8-0 (min. 0-1-8), 15=2470/0-3-8 (min. 0-3-2), 10=1245/0-8-0 (min. 0-1-12) Max Horz 2=-511(LC 6) Max Uplift2=-321(LC 8), 15=867(LC 8), 10=582(LC 8) Max Grav 2=597(LC 19), 15=2633(LC 13), 10=1460(LC 14) FORCES (Ib - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=782/169, 3-4=110/683, 4-5=-81/855, 5-6=533/394, 6-7=-490/394, 7-8=11821524, 8-9=1277/472, 9-10=2089/682 BOTCHORD 2-16=362/1320, 15-16=362/495, 15-23=711/474, 14-23=-711/474, 14-24=24/933, 7 7-131141/710, 9-139-900/395, 9-12=0/274, 3-15=-930/405, C4vi N 1/'�� WEBS 3-1640/282, 14=-1186/496, �V�,,��j 5-15=1908/721, 5-14=288/1400 �C) G E•IV �. S+'•C�� NOTES 1) Unbalance 2) Wind: ASC N: 68182 (roof live loads have been considered for this design. : ;• •; 7-10; Vult=170mph (3-second Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., G gust) Bpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=160 3) Plates chec led for a plus or minus 0 degree rotation about its center. •� 4) This truss h', r F s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O • • (��: 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 th( I bottom chord and any other members, with BCDL = 10.Opsf. 4*� XO ,. ♦ `� ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=321, �j* lSS1 • • • •'.! �� �� &2. ���� `���� 15=867, 10 N pL 7) "Semi -rigid itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE() I� Standard FL Vert. 6634 February 21,2C 13 ®W Design v'Ilid - Verify design parameters andRIM W07M ON THIS NM INCLUDED Mf7=JWF =J? PAGE 01-7473 BEFORB USE. for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. • I Is Applica Ility of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lot ial support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. fabricati 'Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding n, quality control, storage, delivery, erection and bracing, consult ANSI/iPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety In , rmation available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If South rn Pule j SP or SPp) lumber is specified, the design values are those effective 05 UMB12 by ALSO or proposed by S68. Job Truss ss Type Qty Ply C....,.s. T4729667 24641 A10 T 8 1 Job Reference (optional) East Coast Tru ' Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc, Thu Feb 21 13:07:11 2013 Page ID:bY47az9k0A0_ueiO4zcl RMzj?ND-7As2b6fCAnhOWghFMIQlgxEl cJg41 bgZgR?YmQzWG 27-2-4 2- 0 7-0.5 5-9-7 7-2-4 7-2-4 59.7 Scale = 1:76.8 5x5 = 6.00 12 6 3x4 % 3x4 5 7 3x6 3x6 3x4 q B. 3x4 3 9 2 10 ¢I 1 6 ��}} 11 Td 18 17 16 25 15 26 14 13 12 _ —_ 2x4 I I 3x6 3x8 = 3x6 = 2x4 13x6 3x6 5x5 = 5x5 = 7-0.5 i 12-9.12 i 20.0.0 27-2-4 _ , _ 30-6-15 32-11-11 40.0-0 5 5-9 7 7-2-4 7-2-4 3 4-11 2 412 7-0.5 Plate Offsets Y : 13:0-2-80-3-0 17:0-2-8 0-3-0 LOADING (psi)' SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20. Plates Increase 1.25 TC 0.71 Vert(LL) -0.12 13-15 >999 240 MT20 244/190 TCDL 15. j Lumber Increase 1.25 BC 0.70 Vert(TL) -0.27 13-15 >999 180 BCLL 10.. Rep Stress Incr YES WB 0.70 Horz(TL) 0.05 10 n/a n/a BCDL 10.j Code FBC2010/TP12007 (Matrix-M) Weight: 223 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15, 5-17, 7-15 with 2x4 SP No.3 with 2 -1od (0.131"x3') nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=465/0-8-0 (min. 0-1-8), 17=2422/0-3-8 (min. 0-3-1), 10=1337/0-8-0 (min. 0-1-13) ,Max Horz 2=511(LC 6) Max Uplift2=-315(LC 8), 17838(LC 8), 10=617(LC 8) Max Grav 2=564(LC 19), 17=2593(LC 13), 10=1553(LC 14) FORCES (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=859/206, 3-4=-76/660, 4-5=34/800, 5-6=-756/453, 6-7=699/453, 7-8=1465/637, 8-9=1605/595, 9-10=-2244/739 BOT CHORD 2-18=-402/1461, 17-18=383/399, 16-17=719/438, 16-25=719/438, 15-25=719/438, j1�11l11� 24/1939 I N• WEBS 3-176 750 323?5-17=2 898/706?5-15 —2 6/1452, 7 15' 1221/5 62-13=-424/7-13=125 6 6 i`000 `V� 9-13=-712/311 G E N 5��� �j ,O •�\ i� NOTES ♦♦�` ♦ � • r R 68182 1) Unbalanced roof live loads have been considered for this design. •;' 2) Wind: ASC I7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp %� ; C; Encl., G ,pI=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 60 : -Q 3) Plates chec 4) This truss h's ced for a plus or minus 0 degree rotation about its center. T F w been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. 5) • This truss psf O , . _ ias 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 fd ��� .•.�` Q'• ' between thebottom ♦ chord and any other members, with BCDL = 10.Opsf. x OG,.`�♦ 6) Providemei connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=315,17=��I,ss ' •iv ' 7) "Semi -rigid 6ce1 A1- ``,�,, litchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. t 1 �� i l l 111.'t 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE() Standard FL Cert. 6634 February 21,2C 13 ®W -Verify design jow= etersandRBADROTBSON7WISANDINCLUDED=T=RBFMiMl7ZFAGBM-7473BBFORRUSE, Design v slid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applica ipty of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for late al support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding in. fabricate Safety Inf quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component motion available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke Fast Blvd. If South in Palle (SP or SPp) lumber is seed, the design values are those effective 110112N2 by ALSO or proposed. by SPIB. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply T4729668 24641 All Hip Truss 1 1 Job Reference (optional) East Coast Tru Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:07:13 2013 Page �s, ID:bY47az9kOA0_ueiO4zcl RMzj?ND-yZzo0ogSiPxkl—reTASLvMJOA7TwVUKs71UfgJziwG 2-3-0 6-10-8 b11-4 6-8-12 0.11- 6-8.12 5.11-4 8.10.8 2-0.0 Scale=1:78.3 5x5 = 5x5 = 6.00 12 6 7 3x4 i 3x4 5 8 3x6' 3x6 n 3x4 i 4 9 3x4 d 3 10 2 M 1U411 12I21 20 19 18 27 1716 28 15 14 13 _ 2x4 I I 3x6 5x5 = 5x5 = 2x4 11 3x6 _ 3x6 5x5 = 5x5 = 3x6 = 6-10-8 12-9-12 19-8-8 2 5- 27-2-4 33.1-B 40-0.0 6.10-8 5.11-4 6-&12 0.11 6.8-12 5.11-4 6-10.8 Plate Offsets 6:0-2-8 0-2-4 7:0-2-8 0-2-4 14:0-2-8 0-3-0 16:0-2-8 0-2-12 17:0-2-8 0-2-12 19:0-2-8 0-3-0 LOADING (ps SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.19 14-16 >999 240 MT20 244/190 TCDL 15.6 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.43 14-16 >752 180 BCLL 106 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.06 11 n/a n/a BCDL 106 Code FBC2010lrP12007 (Matrix-M) Weight: 236 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-17, 5-19, 8-16 with 2x4 SP No.3 with 2 -10d (0.131"x3") nails and cross brace spacing of 20-0-0 6c. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=536/0-8-0 (min. 0-1-8), 19=2310/0-3-8 (min. 0-2-15), 11=1370/D-8-0 (min. 0-1-14) Max Horz 2=501(LC 6) Max Uplift2=341(LC 8), 19=-799(LC 8),11-629(1_C 8) Max Grav2=588(LC 19), 19=2514(LC 13), 11=1599(LC 14) FORCES (lb - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=813/174, 3-4=64/551, 4-5=21/694; 5-6=853/481, 6-7=656/503, 7-8=805/483, 8-9=1578/667, 9-1 0=1 722/623, 10-11=-2354/770 BOTCHORD 2-20=367/1367, 19-20=-233/422, 18-19=531/390, 18-27=-531/390, 17-27=531/390, ��i11.111►��� 16-17=0/619, 16-28=186/1374, 15-28=186/1374, 14-15=186/1374, 13-14=-455/1980, 3-20=0/257, 6-17=254/167, 3-19=785/338, 5-19=1847/683, 5-17=281/1359, .\G'E ..... �.� WEBS ``'0p,6 � ;1 F 8-16=1254/511, 8-14=136/722, 10-14=-703/312 . ��� NOTES 1) Unbalanced(roof � N( 68182 live loads have been forthis design. * •� 2) Wind: ASC considered 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., G pi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=160 3) Provide ad �•; T OF :•� quate drainage to prevent water ponding. O 4) Plates chec ed for a plus or minus 0 degree rotation about its center. 1. ♦ it` Q . _ ,� 5) This truss It is been designed for a 10.0 psf bottom chord live load nononcurrent with any other live loads. �i \ �,`.•' ♦ `� ��j� 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 SS ' • • "! \ �� I bottom ,,�� een th( chord other members, with N joints ' 7) Pro ide a banical connection nab others of truss to beariny ng late capable of withstanding 100 lb uplift at except -Ib 2=341, (Y ) 9P P 9 P J O P (Jt-) /Ill{1{{ l 19=799, 11 i 629. 8) "Semi -rigid itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: A( �+ i itional permanent and stability bracing for truss system (not part of this component design) is always required. FL Veit. 6634 LOAD CASE( ) Standard February 21,2 13 A W Design v - Var(fy design parmiaders andRSAD NOTES ON THIS AM I=LEWED IdfffXM FERENCB PAGB MU-7473 BEFORB USE. lid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. r Applica ility of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lot al support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. fabricati Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding n, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safey In ormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Sou tar Pine II SP or SPp) lumber is Weiffed, the design values are those effective 65i812012 by ALSC or proposed by SBB. Job Truss Truss Type Qty Ply T4729669 24641 Al2 Hip Truss 1 1 Job Reference (optional) East Coast TrL is Fort Pierce, FL. 34946 7.350 s Sep 26 2012 Mi rek Industries, Inc. Thu Feb 21 13:07:14 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj?ND-QIXAD7h5Ti3bN7Qglt_aSZsaZXtOEuROMPEDNIziwG 9.12 2-0- 6-2-8 6.7-4 48.12 411-0 48.12 Scale = 1:74.1 5x5 = 5x8 = 6.00 12 6 7 3x4 i 3x4 5 8 3x6 i 3x6 9 3x4. i 4 3x4 -z�' rr 3 10 d M 11 1 12l$ act 20 19 18 17 27 16 15 14 13 _ 2x4 I I 34 3x8 = 3x4 = 3x4 = 2x4 11 US 3x6 = 5x5 = 34 = i 642-8 12-9-12 17.6.6 22-5-1 27-2-4 i 33-9-8_ 40.0-0 6-2-8 6-7-4 48-12 411-0 4-8-12 6.7-4 6-2-8 ' Plate Offsets Y : 6:0-2-8 0-2-4 7:0-6-0 0-2-a 19:0-2-8 0-3-0 LOADING (ps l SPACING 2-0-0 CSI DEFL in (loc) I/defl L!d PLATES GRIP TOLL 20 0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.11 13-14 >999 240 MT20 2441190 TCDL 15 0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.28 13-14 >999 180 BCLL 100 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.06 11 n/a n/a BCDL lob Code FBC2010lrP12007 (Matrix-M) Weight: 243 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-17, 5-19, 8-16, 7-17 with 2x4 SP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS ,(Ib/size) 2=444/0 8-0 (min. 0-1-8), 19=2376/0-3-8 (min. 0-3-0), 11=1305/0.8-0 (min. 0-1-13) Max Horz 2=455(LC 7) 1Max Uplift2=302(LC 8), 19=-857(LC 8). 11=-611(LC 8) Max Grav2=532(LC 19), 19=2545(LC 13), 11=1525(LC 14) FORCES (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=495/175, 3-4=1131722, 4-5=86/833, 5-6=450/367, 6-7=319/371, 7-8=948/526, 8-9=1471/621, 9-10=1559/588, 10-11=2319/770 BOT CHORD 2-20=349/893, 19-20=349/437, 18-19-730/462, 17-18=730/462, 17-27=01720, %J111111111 873l1968 V���,,,, WEBS 8-16� 987/434, 8 11419121/0568, 10 14798335360 7-179 1 g 4/728, 217-340 .. G N ,,�% ��••�` s�• ♦♦i �� NOTES ��, • 1) Unbalance 2) Wind: ASC N68182 roof . of live loads have been considered for this design. = * y� 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp ,. �pi=0.18; C; Encl., G MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 60 .9 3) Provide adequate drainage to prevent water ponding. 4) Plates the 6cl for a plus or minus 0 degree rotation about its center. Q � 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i� .�.t` Q.• 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 ♦ 0,. ♦ �� ♦♦j� between th bottom chord and any other members, with BCDL = 10.Opsf. C�S1 ' • • •'. r�� �� 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=302, .#i.1 N AL ` 19=857, 11 611. 11hill 1 8) "Semi -rigid itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Ai 11ditional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 LOAD CASED Standard February 21,2C 13 A W Design v - Verify design paramdters and RIM NOTES ON TNIS AND INCLUDED M17=RBPBRMCB PEGS 991-747a BEFORE USE, ,2 lid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applica ilty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lot 'al support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the MiTek' er:for. fabricate;n, Safety Ini Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component, ormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. If South M P-me (Spar SPp) lumber is specified, the design values are those effective 0012012 by ALSC or proposed by SPIEL Tampa, FL 33610-4115 Job Truss Truss Type City Ply T4729670 24641 A13 Hip Truss 1 1 Job Reference (optional) East Coast TrL is, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:17 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj?ND-gKDJr9jzldS9Eb8PiOXH3CU5cks6RHKS2NStz4ziwG 2-0- 6.8-2 6-1-10 2-8-12 45-8 45-8 2-8-12 8-1-10 6-8-2 2-0.0 Scale = 1:74.1 8.00 12 5x5 = 2x4 II 5x5 = 6 7 8 2x4 II 2x4 II 8 9 3x6 3x6 3x4 i 4 10 3x4 3 11 Ob ni 12 M bI 1 13Id IM 20 19 18 27 28 29 16 17 150 14 _ 2x4 I 3x6 US = 6x8 = 2x4 11 3x6 3,6 = 8x8 = 3x6 = i 6-8.2 i 12-9.12 15-8-8 20.0-0 245-8 i 27-2-0 31114 40.0.0 i 6-B-2 6-1-10 2-8-12 45.9 4-5-8 2-8-12 8-1-10 1 .2 Plate Offsets X Y : 6:0-2-8 0-2-4 8:0-2-%0-2-4 LOADING ('s SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20 0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.15 15-17 >999 240 MT20 244/190 TCDL 15 b Lumber Increase 1.25 BC 0.79 Vert(TL) -0.29 15-17 >999 180 BCLL lob ' Rep Stress Incr YES WB 0.82 Horz(TL) 0.05 12 n/a n/a BCDL lob Code FBC2010/TPI2007 (Matrix-M) Weight: 240 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-17, 6-19 with 2x4 SP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS ' (Ib/size) 2=406/0-8-0 (min. 0-1-8), 19=2527/0-3-8 (min. 0-3-3), 12=1317/0.8-0 (min. 0-1-13) Max Horz 2=408(LC 7) Max Uplift2=286(1_C 8), 19=880(LC 8), 12=603(LC 8) Max Grav 2=495(LC 19), 19=2692(LC 13), 12=1537(LC 14) FORCES (Ib -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=652/270, 3-4=148/760, 4-5=122/908, 5-6=0/793, 6-7=679/430, 7-8=679/430, 8-9=1598/752, 9-10=1488/601, 10-11=-1575/556, 11-12=2273/736 BOT CHORD 2-20=363/1124, 19=20=363/319, 18-19=193/347, 18-27=-193/347, 27-28=-193/347, 17-28=193/347, 17-29=0/864, 29-30=0/864, 16-30=0/864, 15-16=0/864, 14-15=-433/1918, ��,p1Qv 119118 ••`•:�� 0,•' WEBS 7 174 65/221, 8-17=655/223, 6-17=-425/1435, 6-19=-1800/479, 5-19=-420/289, �%%, G E N 8-15=-446/1158, 9-15=-417/287, 11-15=-788/357, 3-19=822/367 • NOTES = * +: N 68182 1) Unbalance roof live loads have been considered for this design. ' 2) Wind: ASC 7-10; VuK=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., G pi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL= 160 •; T O F 3) Provide adequate drainage to prevent water ponding. �� O . (v •► 4) Plates the ed fora plus or minus 0 degree rotation about its center. i ..�` �G�•`� 5) This truss 6) * This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �i� 1 ��` will d has been designed for a live load of sf on the ottom chord in all areas where a rectangle l by the chord any ,ss at f 7) Provide y others) of truss to beth aring ng pCDL char cal connecom tion capable of withstanding 100 lb uplift at join (s) elxcept (jt-01b)12e286 11N p 19=880, 1 603. 'pitchbreaks 8) "Semi -rigid including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: A lditional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 LOAD CASE ) Standard February 21,2 13 ®W - Peril})) design pa namdens and PM NOTES ON THIS AM INCLUDEDWTW PEFBRBNCB PAGE bill-7473 BEFORE USS, • Design alicifor use only with Welk connectors. This design is based only upon parameters shown, and Is for an individual building component. Applica ility of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lat al support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek erector. fabricat Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding on, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Sout m Pine ( SP or SPp) lumber is specified, the design values are those effective rAtt2012 by ALSC or proposed by SPIB. Job Truss pe Oty['yTJob T4729671 24641 A14 FISsr 1 �Reference (optional) East Coast Trus J Fort Pierce, FL 34946 7.350 s Sep 26 2012 Wait Industries, Inc. Thu Feb 21 14:04:51 2013 Page 1 . ID:bY47az9k0A0_ueiO4zcl RM2j?ND-RmChZDzNggw5orKix?EJaXIG3gSjNCdl8fCtzivQg L -2 6-9-0 12- V 1 19-0 8 2 L__ 6- 33 4 8 40-0-0 42-0-0 2-0.3 6-9-0 6-2.8 0-7 5& 0 5-0 0 -2 6-11-0 6 e 243-0 Scale=1:73.9 6.00 12 5x5 = 2x4 I I 3x4 = 5x5 = f 2x4 II 5 6 7 8 9 3x6 i � 3x6 3x4 i 4 10 2x4 II 3 11 I ` ��` III, ? 1 20 9 12 31 2x4 13II}r 3I1 30 32 15 33 14 , 23 22 4X = 18 17 16 2x4 11 5x5 = 2x4 11 4x8 = 4x6 3x4 = US US = 2x4 II 5x8 = I I 69-0 9 33 -0-0 6-9-0 5 11-0 6 1-0 -0 5�-0 2-0 nil 6 7 8 Plate Offsets 6:0-2-8 0.2-4 9:0-2-8 0-2-4 19:0.2-8 0-2-8 22:0-2-4 0-2-12 LOADING (p lf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 2 .0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.25 14-16 >999 240 MT20 244/190 TCDL 1 !0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.51 14-16 >642 180 BCLL 1 !0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.02 12 n/a n/a BCDL 1 0 Code FBC2010/rP12007 (Matrix-M) Weight: 244lb FT=0% LUMBER BRACING TOP CHORD', 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,9-10: 2x4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 3-6-14 oc bracing. BOT CHORD 2x4 SP No.2 Mi fek 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) 22=2191/0-M (min. 0-2-13), 2=608/0.8-0 (min. 0.1-8), 12=1416/0-8-0 (min. 0-1-15) 1 Max Horz 2=362(LC 6) Max Uplift 22=615(LC 8), 2=-467(LC 8), 12=688(LC 8) „ Max Grav, 22=2391(LC 13), 2=662(LC 13), 12=1648(LC 14) FORCES (I ) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=764/435, 34=107/399, 4-5=-35/544, 5-6=12/393, 6-7=1212/713, 7-8=1218/719, 8-9=14431748, 9-10=-2584/1159, 10-11=2682/1119, 11-12=-2586/923 BOT CHORD 21-22=1897/465, 5-21=-435/246, 16-32=252/1321, 15-32=-252/1321, 15-33=252/1321, 14-33=-252/1321, 12-14=-603/2200, 2-23=-330/1212, 22-23=161/488 WEBS 3-23=0/285, 6-21=1346/235, 3-22=842/353, 7-19=-467/283, 6-19=469/1642, 16-19=-249/1275, 11-14=580/403, 9-14=493/1236, 8-19=-334/44 NOTES 1) UnbalancA, roof live loads have been considered for this design. ``,0100I N 2) Wind: ASC, 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B�5ft; L=40ft; eave=5ft; Cat. ��� �P .••••. ••• E N g •• II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber .•�� G elate � F•••. DOL=1.60 grip DOL=1.60 � � 3) Provide ad quate drainage to prevent water ponding. N 68182 •�, 4) Plates che6ked for a plus or minus 0 degree rotation about its center. * 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • 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 fitbetty yen the bottom chord and any other members, with BCDL = 10.Opsf. '0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 lb uplift at joint 22, 467 lb uplift at • T F • ((1 joint 2 and 88 lb uplift at joint 12. 0 • ((� •'.� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �j P : ��` 9) Warning: A ditional permanent and stability bracing for truss system (not part of this component design) is always required. ii�' s '• ••`C?\ ��� ••NpL�\,�� CASES) I��ttS LOAD Standard 11111{11{��, FL Cert. 6634 February 21,201 I Design valid verijy Hesigit parameters an for use only with Mlek connectors. This design Is based any upon parameters shown, and is for an Individual building component .• Applica ility of design parameters and proper incorporation of component is responsblity of buildingdesigner- not truss designer. Bracing shown Is for late al support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilrity of the MiTek' erector.A fabricatio Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding n, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inl 'rmation available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine ISP or SPp) tumber is specified the design values are those effective 08d01/2012 by ALSC or proposed by SPIEL C � Job Truss Truss Type Qty Ply T4729672 24641 A15 Hip Truss 1 1 Job Reference (optional) East Coast Tru s, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:21 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj?ND-j6SphXmUpsybjCSAxrcDE2ekXLBcN1w1z?Q46rziwG -2-D-0 6-0-8 1-0-8 - 1-8 19118 0-6-1 23-9-0 S3A 2' - 33-" 2-0-0 6-0-8 1S-0 6.1-0 ,S4 3.2-0 1-6-8 3-2-0 411-0 S7-0 2-0-0 Scale = 1:74.1 3x4 = 5x5 = 4x6 = 2x4 1I 3x6 = 5x5 = 4 295 6 7 8 30 931 6.00 2 24 I I' 2x4 I I 10 3 � 2 I 0 19 = g d 32 33 214x4 17 16 15 14 34 35 13 — 3x4 = 5x5 = 2x4 11 5x8 = 3x8 M18SHS = 3x4 = US 16 — 2x4 II 5x10 = 12-11-8 .I 8-48 SSO 1-1-e 8-1-0 1-0-0 4-e-12 3-2-0 411-0 - e-7.8 0.3-8 Plate Offsets 4:0-2-8 0-2-4 9:0-2-8 0-2-4 14:0-4-0 Ed a 18:0-4-8 0-2-8 21:0-2-0 0.2-12 LOADING (ps I SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.) Plates Increase 1.25 TC 0.75 Vert(LL) -0.25 13-15 >999 240 MT20 244/190 TCDL 15. Lumber Increase 1.25 BC 0.94 Vert(TL) -0.52 13-15 >624 180 M18SHS 244/190 BCLL 10. Rep Stress Incr YES WB 0.97 Horz(TL) 0.02 11 n/a Na BCDL 10.3 Code FBC20101TPI2007 (Matrix-M) Weight: 236 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 12x4 SP No.3 Mi rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS I(Ib/size) 2=627/0-8-0 (min. 0-1-8), 21=2148/0-3-8 (min. 0-2-12), 11=1410/0-8-0 (min. 0-1-15) Max Horz 2=316(LC 6) Max Uplift2=-452(LC 8), 21=634(LC 8), 11=683(1_C 8) Max Grav 2=702(LC 13), 21=2304(LC 13), 11=1620(LC 14) FORCES (lb)-' Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=601/424, 34=650/622, 4-29=0/340, 5-29=0/340, 5.6=145W784, 6-7=1456/791, 7-8=1456/791, 8-30=-1596/791, 30-31=-1596/791, 9-31=1596f791, 9-10=-2550/1080, 10-11=2497/890 BOT CHORD 2-22=-254/868, 20-21=1662/598, 5-20=-1513/614, 19-20=283/148, 18-19=-283/148, 15-34=328/1449, 14-34=328/1449, 14-35=-328/1449, 13-35=328/1449, 11-13=-567/2112 WEBS 3-22=503/342, 6-18=-467/286, 4-22=-420/1078, 4-21=611/72, 5-18=576/1911, 9-13=371/1027, 10-13=-483/336, 15-18=353/1459 C< NOTES 1) Unbalanced11roof `�� Q,QoIN•"•," Imo, live loads have been considered for this design. %SO G E N S •• `� �i 2) Wind: ASC ♦♦♦ :17-10; VuH=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp + V ��'.• i� C; Encl., Gtpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate . • •'� grip DOL=1 �60 N 68182 = * 3) Provide adequate drainage to prevent water ponding. 4) All plates ar MT20 plates unless otherwise indicated. 5) Plates chec ced for a plus or minus 0 degree rotation about its center. = .Q j): 6) This truss It s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. T O F 7) • This truss as 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 fd O . • (V between th( • 'bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=452, ♦ �,.' ♦ ��� i,��,i • •N 9) "Semkigid s j itchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss, AL ���` �, 10) Warning: qii ditional and stability bracing for truss system (not of this component design) is always required. permanent part I LOAD CASED Standard FL Cert. 6634 February 21,2 13 ®W Design v( Applica -Verify dmlgnparamders and READ N078S ON THIS AND INMEDSD JW7EKRSP EPAGE M-7473 BEFORE USE. Id for use onywith Mlek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Tty of design and incorporation of component is responsblity of building designer- not truss designer. Bracing shown ■■ Is for late parameters proper 1 support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the additional MiTek' erector. permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricatl n, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Inf jmation available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 33610-4115 IT 5outhen Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2M2 by ALSC or proposed by SPIEL it Job Truss Truss Type city Ply T4729673 24641 A16 Special Truss 1 1 Job Reference (optional) East Coast TrL Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:23 2013 Page ID:bY47az9kOA0_ueiO4zcl RM7j?ND-fUaa6CokLTCJyWcZ3GehJTkOT9tnryPKQJvBBkziwG 211a0 5-a8 4.6.0 3-5-0 6-1-0 1-4-12 410-0 2-11-0 -1-8 4a8 6.7-8 2-a0 Scale=1:76.7 Sx5 = I 4x8 M18SHS % US2x4 = 4x8 = 3x6 = 3x4 = 10 8.00 12 4 30 5 6 7 8 31 9 zx4 II 2x4. 11 3 n Lb m drill 2 1 20IJ 19 :12 'aOld 13Id 5x6 = 2x4 15 32 33 23 22 18 17 16 14 3x4 = 6x8 M18SHS = 2x4 11 5x8 =3x8 M18SHS = 3x4 = 3x8 3x8 = 2x4 II 5xio = I 9-8.8 12-8-o1z-1 -8 1s-aa a zS3-a za-z-8 33-4-8 aaao 9-6-8 3.1-8 a 8 6.1-0 -4-1 4-1a4 2-11-0 5-z-0 67-8 Plate Offsets 4:0-6-0 0-2-8 9:0-4-0 0-1-ll 15:0-4-0 Ed a 19:0-4-8 0-2-8 LOADING (p SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20 0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.27 14-16 >999 240 MT20 244/190 TCDL 15.) Lumber Increase 1.25 BC 0.90 Vert(TL) -0.62 14-16 >530 180 M18SHS 244/190 BCLL 10 Rep Stress Incr YES WB 0.91 Horz(TL) 0.04 12 n/a Na BCDL 10.5 Code FBC2010rrPI2007 (Matrix-M) Weight: 227 lb FT = 0% LUMBER BRACING L4 TOP CHORD SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. i7-9: 2x4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 3-1-4 cc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-19 WEBS 2x4 SP No.3 with 2x4 SP No.3 with 2 -10d (0.131")aj nails and cross brace spacing of 20-0-0 cc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=544/0-8-0 (min. 0-1-8), 22=2198/0-3-8 (min. 0-2-12), 12=1366/0-8-0 (min. D-1-13) Max Horz 2=295(LC 7) Max Uplift2=390(LC 8), 22=-721(LC 8), 12=658(LC 8) Max Grav 2=628(LC 13), 22=2321(LC 13), 12=1551(LC 14) FORCES (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3=774/365, 4-30=0/646, 5-30=0/646, 5-6=1550/782, 6-7=1552/788, 7-8=1552/788, 8-31 =1 765/823. 9-31 =1 765/823, 9-1 0=1 661/780, 10-11=2295/965, 11-12=2304/816 BOT CHORD 2-23=147/1084, 21-22=1633/607, 5-21=1480/621, 20-21=630/260, 19-20=630/260, �tJ�11.1111/� WEBS 3236497/3114423=123/561/1619 429/262,74�970/167,5194735/23 596/1930 `,,�N••Vc����,' 10-14=265/812, 11-14=346/261, 8-16=-418/25B, 10-16=170/409, 16-19=-446/1621, ` �f NOTES = *:• N 68182 1) Unbalanced ;roof live loads have been considered for this design. 2) Wind: ASCE17-10; Vutt=170mph (3 second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 8=45ft; L=40ft; eave=5ft; Cat. 11; Ex p C; Encl., G cat=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate rip DOL=1 e adei 3) Provide uate drainage to water �O :• T prevent ponding. 4) All plates art MT20 plates unless otherwise indicated. �� it` P ,♦ 5) Plates checked for a plus or minus 0 degree rotation about its center. ♦ `0,.•' \ �� 6) This truss h is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •N 7) • This truss ias 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 wideIf will fit I.- A1- 40, between thelbottom chord and any other members, with BCDL = 10.Opsf. �I►11111���, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=390, 22=721, 12 658. 9) "Sernkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 10) Warning: A41ditional permanent and stability bracing for truss system (not part of this component design) is always required. February 21 22 13 LOAD CASE(Standard A W Design v Vero design paramders andREAD NOTES ON7VIS AND INCLUDED bU EICRBFERENCB FAGB JUI-7473 BEFORS USE, lid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicab . of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for late I support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. dditional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek fobricatl Safety Inf n, quality control, storage, delivery, erection and bracing, consult ANSI/1Pll Quality Critedo, DSB-89 and SCSI Building Component rmalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. If Southe Pine I SP or SPp) lumber is specified, the design values are those effective 06/0112D12 byALSC or proposed by SP16- Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply it T4729674 24641 A17 Special Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:25 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj7ND-btiKKuq_t4S1 BglxAhg90upRPzYnJtOducOlGcziwG 2 ' 0 7.6-8 5-5-0 8-1-0 -40 6-2-0 3.1-8 5-0.12 5.7-4 2-0.0 I Scale=1:76.7 Sx5 = 2x4 I I j 5x8 = 48 = 3x6 = 5x8 = 8 8.00 12 3 4 8 7 2x4 II 28 5 9 I r,� i I 9 ,B ,Djj 1r? Id 2Z 4x8 = 5x8 = a 21 20 16 15 14 13 29 30 12 2x4 II 5x5 = 2x4 11 6x8 = 34 3x4 = 3,6 3x8 = 2x4 II 2x4 I li 7.6-B 12-8-0 12-1 -B 19.0.8 0. 26-2-8 34-4-12 40 )-0 7S8 5.1-8 0. 8 6.1-0 6.2-0 B-2-4 5-7-4 Plate Offsets 3:0-&0 0-2-8 :0-5-4 0-2-8 17:0-2-8 0-2-12 20:0.2-0 0.3-0 LOADING (psi)' SPACING 2-0-0 CSI DEFL in (loc) I/defl Vd PLATES GRIP TCLL 20. D Plates Increase 1.25 TC 0.69 Vert(LL) -0.28 12-14 >999 240 MT20 244/190 TCDL 15. j Lumber Increase 1.25 BC 0.93 Vert(TL) -0.64 12-14 >513 180 BCLL 10. Rep Stress Incr YES WB 0.84 Horz(TL) 0.01 10 Na n/a BCDL 10.) Code FBC201 OrTP12007 (Matrix-M) Weight: 214 lb FT = 0% LUMBER BRACING TOP CHORD ,2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid'ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 4-17 �i 17: 2x4 SP No.2 with 2x4 SP No.3 with 2 - 10d (0.131"x3') nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=623/0-8-0 (min. 0-1-8), 20=2092/0-3-8 (min. 0-2-9), 10=139610-8-0 (min. 0-1-13) Max Horz 2=295(LC 7) Max Uplift2=-411(LC 8), 20=701(LC 8), 10=658(LC 8) Max Grav 2=710(LC 13), 20=2187(LC 13), 10=1558(LC 14) FORCES (lb),I Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1236/305, 3-2B=0/562, 4-28=0/562, 4-5=2202/986, 5-6=2202/986, 6-7=2191/990, 7-8=2625/1152, 8-9=2518/1033, 9-10=2465/858 BOT CHORD 2-21=518/1890, 20-21=51/363, 19-20=1603/616, 4-19=1459/629, 18-19=-554/220, 11111.111111 13-14=330/1471, 13-29=330/1471, 29-30=330/1471, 12-30=330/1471, 17-18=554/220, ���� ��4!1 WEBS 3-21=0/296, 7-14=1297/681, 8-14=633/1481, 15-17=0/262, 6-17=500/307, N V`,:��♦♦ ♦♦♦ ,,,�559/2099,,Op,QC� 4-17=946/2814, 14-17=627/2093, 3-20=971/185, 8-12=334/956, 9-12=-422/300 ,: •�,� SF :� NOTES : i Nc 68182 * • •; 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC 17-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ff; L=40ft; eave=5ft; Cat. II; Ex p C; Encl., G pi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate = .9 • . grip DOL=1. 3) Provide ade 60 13 •• T O F late drainage to prevent water ponding. 0 O ; 4) Plates checl bd for a plus or minus 0 degree rotation about its center. i♦ .•.t` 5) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ �,.••��,�� ♦♦j♦ 6) ' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will, fit lSS• ' • • •' ,� I. ween the bottom chord and any other members, with BCDL = 110.0psf.���� 7) Provide mechanical connection (by other) of truss to bearing plate capableN of withstanding 100 lb uplift at joint(s) except at=lb) 2=411, fl 20=701, 10 1658. 8) "Semi -rigid 9) Warning: Alitional pp,itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. bracing for truss this design) is permanent and stability system (not part of component always required. FL Cert. 6634 LOAD CASE(i) Standard February 21,2C 13 ®W VerTy design pwamelers and READ NOTES ON7NIS AND INCLUDED Mi=REPER13ME PAGE Mlt 7473 BEFORE USB, Design v lid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component .• Applicab of design parameters and proper incorporation of component Is responsbiity of building designer- not truss designer. Bracing shown ,ty is for late I support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. 'dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabricati n, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety in[ rmotion available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 3361 D-4115 If Southe' Pine ISP or SP ) lumberis specified, the design values are those effective 001f2012 by ALSO or proposed by SIIB. Job Truss Truss Type Qty Ply T4729675 24641 A18 Special Truss 1 1 Job Reference (optional) East Coast Truss'. Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:28 2013 Page It ID:bY47az9k0A0_ueiO4zcl RMzj7ND-OSNT9wstA7gc2HUWMEsOWRuOAam WDZ3aadysxziwG ' o 6-84 -9A 2- 4 6-0-0 ( 12-0-0 -1.8 S2-0 3-0-6 S2-0 St-8 4-0-6 57-6 2-0-0 Scale=1:78.1 I 5x5 = 10 2x4 II 5x5 = 4x6 = 3x6 5x8 = 6.00 12 g 5x8 = 5x6 = 2x4 11 3x6 = 1112 4 5 6 7 9 34 3 8 n n32 c5 •'+ 1A 2 1 19 1314I�]d 20 , d 36 37 38 25 24 23 �5x8 = 5x12 = 18 17 16 39 15 _ 3x4 = 3x6 3x8 M18SHS I I I I 4x12 = 3x8 M18SHS = 3x4 = 3x6 3x6 —_ 6x10 =2x4 4x4 = I fib-0 -9-8 12-8-0 - -8 6-0-0 9-0-8 4-8 2 33-4-8 0.0-0 it 6-8-0 -tA 4-10-8 3-0-8 3-0A S2-0 518 4-0$ 6.7-0 Plate Offsets : 4:0-5-4 0-3-0 9:0-5-4 0-2-8 10:0-3-4 Ed a 16:0-40 Ed a 17:0-5-8 0-1-12 19:0-7-12 0.4-4 21:0-6-0 0-2-8 LOADING (PS I SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 200 Plates Increase 1.25 TC 0.92 Vert(LL) -0.39 15-17 >844 240 MT20 244/190 TCDL 15 0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.87 15-17 >374 180 M18SHS 244/190 BCLL 100 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.04 13 n/a n/a BCDL 106 Code FBC2010frP12007 (Matrix-M) Weight: 221 lb FT = 0% LUMBER BRACING TOP CHORD 12x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-8: 2x4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 2-7-5 oc bracing. BOT CHORD ! 2x4 SP No.2 *Except* WEBS 1 Row at midpt 10-17, 4-21 i2-23,16-18,13-16: 2x4 SYP No. 1, 7-18: 2x6 SYP No.2 with 2x4 SP No.3 with 2 -10d (0.131"x3") nails and cross brace spacing WEBS 2x4 SP No.3 *Except* of 18-0-0 oc. I5-20,7-20: 2x4 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) 2=265/0-8-0 (min. 0-1-8), 22=318610-3-8 (req. 0-3-12), 13=1392/D-8-0 (min. 0-1-10) Max Horz 2=250(LC 7) Max Uplift2=221(LC 8), 22=1294(LC B), 13=650(LC 8) Max Grav2=502(LC 13), 22=3186(LC 1), 13=1392(LC 1) FORCES (11 -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=980/519, 34=202/490, 4-32=1222/3304, 5-32=1222/3304, 5-33=0/372, 33-34=0/372, 6-34=0/372, 6-35=0/372, 7-35=0/372, 7-8=2619/1172, 8-9=2619/1172, 9-10=3193/1424, 10-11=2116/968, 11-12=2173/938, 12-13-2206/805 `��ti►1.11lfaf�� BOT CHORD 2-25=-419/1642, 24-25=738/472, 21-22=3108/1308, 5-21=-2255/1031, 21-36=3395/1533, 36-37�3395/15 N 7-1 9=-4781420317 183 215% 37, 16-17 307/1403 /16-39 07/1403,01/5-39=307/1403, ,,.��'OP4 �! SF�F , 13-15-49211892 V WEBS 5-20=1551/3794, 7-20=3440/1370, 17-19=-678/2246, 9-19=-860/136, 9-17=1648/846, N. 68182 3-25=-651/293, 4-25=321/923, 10-17=-871/1997, 12-15=430/290, 10-15=300/997, ;� * •• 21-24= 550/368, 4-21=2732/1079 ; _� NOTES 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=511; Cat. 11; Exp + T C; Encl., G pi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate 1,000•.. grip DOL= 160 0. 3) Provide ad ,quate drainage to prevent water ponding. �j ••` �� "e 4#I� 4) All plates a MT20 plates unless otherwise indicated. degree its ,,�� 010.0 center. ,,,, che or minus rotation about N pl 6) This s trussPlates es been delsigned for a psf bottom chord live load nonconcurrent with any other live loads. 11 `, 7) ' This trus has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between th' bottom chord and any other members, with BCDL = 10.Opf. 8) WARNING:1Required bearing size atjoint(s) 22 greater than input bearing size. FL Cert. 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 2=221, 22=1294, 3=650. February 21,2 13 Continued on 3,a e 2 ®W Design ,i,alid -VerifydesignparmrsdensandRSdDM07E5ON7MBAND INCLUDEDM(TESRSFERBNCSPAGEffif-7473BEFORBUSE. for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ■ Applic bitty of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lot" ral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector IAdditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrica ion, quality control. storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety h formation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Sou em Pine (SP or SPp) lumberis speeiffed, the design values are those effective W01/2D12 by ALSO or proposed by SPIB. Type al Truss East Coast Truss, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:07:28 2013 Page NOTES 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) r other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 104 lb up at 13-4-12, and 61 lb down and 104 lb up at 15-2-12, a d 61 lb down and 104 lb up at 17-2-12 on top chord, and 19 lb down and 22 lb up at 13-4-12, 19 lb down and 22 lb up at 15-2-12, and 19 lb down and 22 lb up at 17-2-12, a d 602 lb down and 294 lb up at 19-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: A6ditional permanent and stability bracing for truss system (not part of this component design) is always required. 13) In the LOA , CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(�S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo tls (plf) Ver I 1-3=601 3-4=60, 4-9=-60, 9-10=60, 10-14=60, 22-26=-35, 19-21=-35, 16-18=-35, 16-39=-65, 29-39=-35 Concentrated Loads (lb) Ve 19=602(B) 33=21(B) 34=21(B) 35=21(B) 36=19(13) 37=19(13) 38=19(B) OkiI NVF �4*,i DENS �.0. N 68182 • ��T OF ..� ..� I FL Cert. 6634 1 February 21 ® WAO Design UNG - Verify design pammnetera andRRdD NOBS ON THIS AND INCLUDED miETLRBF umcB PAGE W1_7473 BBFoRB USB, acid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicobifiy of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for la{eral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector'I Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrica Ion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBedo, 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 if Sou ern Pine ISP or SPP) lumber is specified, the design values are those effective 05101i2012bV ALSC or proposed bV SPIEL Job Truss Truss Type Qty Ply T4729676 24641 B1 Hip Truss 1 1 II Job Reference (optional) East Coast Trus, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:48 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj7ND-Qlbl Mm5PS9LmSMOM00bYgkGNzESaCP3OAhTOanziwG 1.0-0 3.9.4 3-2-12 3.8.0 3.8.0 32-12 39-4 1-0.0 Scale = 1:38.9 4x8 1x4 II 4x8 = 4 20 21 5 22 236 6.00 12 1x4' 1x4 3 7 V/ d \ 2< 8 M 1 9 Id • , 1' e 13 24 12 11 10 • e = 5x5 = 3x8 = 4x4 = 5x5 = 3x8 = 3.9.4 7-0.0 10.8.0 14-4-0 17 '2 21-4-0 3-9-43-2-12 3-8.0 3-8-0 3-2-12 3-9-4 Plate Offsets 4:0-5-4 0.2-0 6:0-5-4 0-2-0 10:0-z-8 0-z-1z 13:G-2-8 0-2-12 LOADING (ps SPACING 2-0-0 CSI DEFL in (lox) I/defl L/d PLATES GRIP TCLL 200 Plates Increase 1.25 TC 0.66 Vert(LL) 0.19 12 >999 240 MT20 244/190 TCDL 156 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.33 12-13 >778 180 BCLL 10 0 • Rep Stress Incr NO WB 0.37 Horz(TL) 0.11 8 Na Na BCDL lob Code FBC2010/TP12007 (Matrix-M) Weight: 109 lb FT = 0% LUMBER BRACING TOP CHORD 2.4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. BOT CHORD 2x4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 544 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) 2=2065/0-8-0 (min. 0-2-7), 8=2063/0-8-0 (min. 0-2-7) Max Horz 2=146(LC 6) Max Uplift2=998(LC 8), 8-998(1_C 8) FORCES (lb. - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 12-3=3774/1823, 3-4=-3607/1766, 4-20-3605/1832, 20-21=3605/1832, 5-21=3605/1832, 5-22=3605/1832, 22-23=3605/1832, 6-23=3605/1832, 6-7=3603/1766, 7-8=3771/1824 BOT CHORD 2-13=1492/3313, 13-24=1369/3236, 12-24=1369/3236, 11-12=1370/3232, 10-11=-1370/3232, 8-10=1492/3309 WEBS 3-13=326/155, 4-13=305/899, 4-12=316/574, 5-12=541/413, 6-12=316/578, 6-10=306/893, 7-10=327/155 NOTES ! `�111111111�1 roof live design. N have been tgust) for =132mph; Vasddered 2) Wind: 7-10; Vult=170mph (3 seconds ,,,,Q`(........... TCDL=9.Opsf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Ca. 11; Exp ♦�s C; Encl., G6pi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate G N •. ` ��� grip DOL=.J.60 .' V �•••• i 3) Provide ad quate drainage to prevent water ponding. 4) Plates che�ked for a plus or minus 0 degree rotation about its center. N( 68182 '*0 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * . 6) • This trus ;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 a bottom chord and any other members, with BCDL = 10.0psf. 7) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=998, '� T F ''�. 8=998. i 0 ' �✓ 8) "Semi-rigi pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '• 9) Hanger(s) r other connection device(s) shall be provided sufficient to support concentrated load(s) 113 Ito don and 179 Ito up at 7-0.0, �i# P113 lb up at 87-0-0, 67lb down -0, and 113 Ito w and 179 I b up at , and 113 lb down b down and 179 I313 lb and 179 lb up at 9-D-12, 113 1643 ,,��j�s •N q� up down 2 Ito 9-0-12, 67 Ib down 2 lb up atto pn at and at 14-4 0 n top chord, and Ito and and and 79oIb up at 10-8-0, and 67 lb down and 2 Ib up at 12-3-4, and 643 lb don and 313 lb up at 14-3-4 on bottom chord. The design/selection of such hfl 1111/��, connectio 'Idevice(s) is the responsibility of others. 10) Waming�Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOp D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Celt. 6634 LOAD CASE S) Standard February 21,2C 13 Continued on � , 6acie 2 ®WA .Yen;jydesignparametemand READ N07E5ON7Hf8AND INCLUDEDM17EKRBPERENCEPAGE ffiA-7473BEFOREUSE, Design" lid 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 la 6ral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek erec}o .1 Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, Safety I quality control, storage, delivery, erection and bracing, consult ANSI/rPll Qualify Cri erfa, DSB-89 and BCSI Building Component formallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. 6904 Parke East Blvd. If Sou ern Pine )SP or SPp) lumber is specified, the design values are those effective 06N7r2012 by ALSC or proposed by SPiB. Tampa, FL 33610.4115 Ply Truss T4729676 East Coast Tru 's, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:07:48 2013 ID:bY47az9kOA0_ueiO4zcl RMz)?ND-Qlbl Mm5PS9LmSMOM00bYgkGNzESaCP3OAhTO LOAD CASE( ,) Standard 1) Regular: Lu , bar Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert; 1-4=60, 4-6=-60, 6-9=60, 14-17=35 Concentrated Loads (lb) VeR2.4=99(F) 6=99(F) 11=-63(F) 13=-643(F) 12=63(F) 5=99(F) 10=643(F) 21=99(F) 22=99(F) 24=63(F) AlA - YerFfg desfgrt parameters andREW ROTES ON THIS AND INMEIDED bfIYBKR&FEREWB PAGB JUI-7473 BEFOR& USIA Design 1'alid for use onty with f.LTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applic birity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for la eral support of individual web members any. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erect I Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabric (ion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Ij'tonnation available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria. VA 22314. if S0114em Pine ISP or SPD) lumber is specifted, the design values are those effective 061012042 by ALSC or nronosed by SPIEL 0 0 1 N N 68182 �• T OF .0 O . .40 �,� S ►l N P'111110 FL Cert. 6634 February 21,2E 13 i�Y�• MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type City' Ply T4729677 24641 62 Hip Truss 1 1 Job Reference (optional) East Coast Tru §, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:50 2013 Page ID:bY47az9kOA0_ueiO4zcl RMzj?ND-MhinnR7g_mcUhfAIBRdOv9Llg29hgKaJe?y6egziwG 1-40 I� 6-7-8 2-4.8 340 2.4-8 6-7-8 1-40 Seale = 1:38.9 6x6 6x8 = 4 5 1x4 xII 6,00 12 6 3 I 2 I I � 7 � 1 8 �d e i 11 18 10 19 9 a 3x4 �I 3x4 = 3x8 M18SHS = 3x4 = I I 3x4 = 8-7-8 9-0-0 12-4-0 148.8 21-4-0 d 6-7-8 Ti-.3 4 0 2111 6-7-8 Plate Offsets : 4:0-3-0 0-2-0 5:0-3-0 0-2-0 10:0-4-0 Ed e LOADING (psi SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 200 Plates Increase 1.25 TC 0.46 Vert(LL) -0.27 9-11 >947 240 MT20 244/190 TCDL 15 0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.47 9-11 >549 180 M18SHS 244/190 BCLL 10 0 • Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 7 n/a n/a BCDL 10 0 Code FBC201 OrTP12007 (Matrix-M) Weight: 94 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly BOT CHORD 2x4 SYP No.1 BOT CHORD Rigid ceiling directly applied applied or 3-11-6 oc purlins. 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) 2=1139/0-8-0 (min. 0-1-B), 7=1139/0-8-0 (min. 0-1-8) Max Horz 2=-211(LC 6) Max Uplift2=-469(LC 8), 7=-469(LC 8) Max Grav 2=1223(LC 13), 7=1223(LC 14) FORCES (Ib - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1831/600. 3-4=1860/748, 4-5=1202/545, 5-6=1861/748. 6-7=1831/600 BOT CHORD 2-11=-687/2018, 11-18=222/1271, 10-18=222/1271, 10-19=222/1271, 9-19=222/1271, 7-9=687/1895 WEBS 3-11=-421/285, 6-9=421/285, 5-9=278/860, 4-11=278/860 NOTES j 1) Unbalance roof live loads have been considered for this design. ���►Il l llt� 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; ExpIN C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ,%� p`Q.„. . .t.�j grip DO L= �.60 equate G �� E N 3) Provide ad drainage to prevent water ponding. 4) All plates re MT20 plates unless otherwise Indicated. 5) Plates the ked for a plus or minus 0 degree rotation about its center. * N. 68182 6) This truss as been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • This trus 'Ihas 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 t e bottom chord and any other members, with BCDL = 10.Opsf. .� 8) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except of=lb) 2=469, T O F ' W 7=469. i •. 4U 9) "Semi-rigid,pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,���, lSs , Q • ��,,, \ LOAD CASES) Standard N i FL Cert. 6634 i February21,2 13 A W NG • Verify design pwwrte6am and REW M07ES ON 771IS AND INCLUDED MfTBKRBPBRENCB PAGB MI-7473 BEFORE USE, Design valid for use any with MTek connectors. This design Is based any upon parameters shown, and is for an Individual building component.• Applc bitty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for la eral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the j is building designer. MiTek erect Additional permanent bracing of the overall structure the responsibility of the For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safely I 'formation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 3361 D4115 If Sou ern Pine (SP or SPp) tumberls specified, the design values are those effective OV01/2012 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply T4729678 24641 B3 Special Truss 1 1 Job Reference (optional) East Coast Tru s, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:51 2013 Page ID:bY47az9kOAO_ueiO4zcl RMzj7ND-gtG9_n8114kLJplxi9BFSNutxRRgPIWStfhgA6ziwG 160 5-7-4 1-04 4-0.6 4A8 2-111 �j Scale=1:39.4 44 = 4 I 6.00 F12 1x4 II 1x4 II ! 3 5 3x4 = 4x4 = exe = 67 i N i `� 18 y 1 12 b dd e 17 10 9 B ' 3x4 = 3x4 = 3x8 M18SHS = 3x8, = 3x4 = 6.7-8 14-8-8 17-8-0 i 20...0 2.0-�-3 6-7-8 B-1-0 2-11-8 3.1-0 1 3 Plate Offsets 10:0-4-0 Ed e LOADING (phi SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.24 9-11 >999 240 MT20 244/190 TCDL 15I,O Lumber Increase 1.25 BC 0.88 Vert(TL) -0.47 9.11 >524 180 M18SHS 244/190 BCLL 10 0 • Rep Stress Incr YES WB 0.45 Horz(TL) 0.05 16 Na n/a BCDL 1d'i0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 108 lb FT = 0% LUMBER 1 BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc purlins, except BOT CHORD! 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or B-4-0 oc bracing. - MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1096/0-8-0 (min. 0-1-8), 16=970/Mechanical Max Horz 2=227(LC 7) Max Uplift2=462(LC 8), 16=359(LC 8) Max Grav 2=1173(LC 13), 16=986(LC 14) FORCES (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 2-3=1742/588, 34=1771/760, 4-5=1663/710, 5-6=1584/571, B-12=300/895, 7-12=-300/895 BOT CHOR 2-11=748/1747, 11-17=276/1019, 10-17=276/1019, 9-10=276/1019, 8-9=-496/1402 WEBS 3-11=-423/310, 4.11=341/944, 5-9=-329/236, 4-9=277/820, 6-8=1437/531 NOTES U11111/1� 1) Unbalan d roof live loads have been considered for this design.i)1 IN E V �� 2) Wind: AS 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; ExpPQ• • •, C; Encl., Cpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ,,� ,� •••\ G E N S • `� ��� grip DOL= .60 3) Provides quate drainage to prevent water ponding. 4) All plates , re MT20 plates unless otherwise indicated. * Nc 68182 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This trus� 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 i -10 between the 8) Refer to gi bottom chord and any other members, with BCDL = I O.Opsf. •; T O F der(s) for truss to truss connections. (V 9) Provide m lchanicel connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=462, O 16=359. 10) "Semi-ri �� 1 Q••.• ,�.. pitchbreaks including heels'. Member end fixity model was used in the analysis and design of this truss. ��j, SS • •'! �� •N id 11) Warning: �� Additional permanent and stability bracing for truss system (not part of this component design) is always required. �qL `��% 11 ��Illllll� LOAD CAS (S) Standard FL Cert. 6634 d February 21,2C 13 A vul Verify design parameters and READ JV07BS ON THIS AND INCLUDED JU EKREFERENCE PAGE ffiII-7473 BEFORE USE, DesignLvalid Applic for use only with MTek connectors. This design 4 based any upon parameters shown, and is for an Individual building component.• birity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral erect support of individual web members only. Additional temporary bracing to Insure stabirity during construction is the responsibility of the Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MITeK• fabrication, Safety reformation 'em quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 N Sou P'me (SP or SPp) lumber is specified, the design values are those effective 001r10t2 by ALSC or proposed by SPIS. I Job Truss Type Qty, Ply I T4729679 24641 C1 Tuss Truss 1 1 I Job Reference (optional) East Coast Tru ;s, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:52 2013 Page ID:bY47az9k0A0_ueiO4zc1 RMzj?ND-J3gXB78wWNsCxzK7FsfU_aQ8Vrup8Hzb5JRDjYziw 1-0-0� Sa0 gill 5-a0 1-a0 Scale=1:25.7 4x8 = 4x4 = 3 15 4 6.00 12 �f I d N � 5 ? Im 6 d II 18 B g 8 7 C E 1x4 II 3x4 = 3x4 = 3x4 = i 5-0-0 B- -0 134-0 5-0-0 3.4-0 sao Plate Offsets X 3:0-5-4 0-2-0 LOADING (p f) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 2 :0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.03 7-8 >999 240 MT20 244/190 TCDL 1 .0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.08 7-8 >999 180 BCLL 1 .0 ' Rep Stress Incr NO WB 0.11 Horz(TL) 0.03 5 n/a n/a BCDL 1 i0 Code FBC2010/TP12007 (Matrix-M) Weight: 57lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. BOT CHORDI 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-11 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. REACTIONSI (lb/size) 2=946/0-8-0 (min. 0-1-8), 5=971/0.8-0 (min. 0-1-8) Max Horz 2=104(LC 7) Max Uplift2=-424(LC 8), 5=-449(LC 8) FORCES (I I) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 4-5=-1462/598 TOP CHORE 1 2-3=1405/547, 3-15=1260/577, 4-15=1260/577, BOT CHORE! 2-8=392/1197, 8-16=345/1212, 7-16=345/1212, 5-7=-415/1247 WEBS 3-8=0/282, 4-7=0/259 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: AS E 7-10; VuH=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; E xp C; Encl., Cpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate `�Ii11.1111/�� gripDOL= .60 3) Provide a equate drainage to prevent water ponding. %� f �.••....... L I� 4) Plates checked for a plus or minus 0 degree rotation about its center. O E ,I '.'•��C N SF•'.� yip 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��, 6) • This trus 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 tfe bottom chord and any other members, with BCDL = I O.Opsf. * N. 68182 �chanlcal 7) Provide m connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=424, 5=449. 8) "Semi -rigs pftchbreaks 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) 58 Ib down and 134 lb up at 5-0-0, •� T O F : wo and 58 lb i own and 134 lb up at 6-8-0, and 212 lb down and 326 lb up at B-4-0 on top chord, and 114 lb down and 6 lb up at 5-0-0, and 0 37 lb dom land 7 lb up at 6-8-0, and 114 Ib down and 6 Ib up at 8-3-4 on bottom chord. The design/selection of such connection ♦ .•.t` Q' ,� device(s) i the responsibility of others. ♦ 10) Waming: dditional permanent and stability bracing for truss system (not part of this component design) is always required. ��j� SS •' •N CjC �� 11) In the L AD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). ��j AL E , ',i,%` ►11111111�1 LOAD CAS(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform L "ads (plf) FL Cert. 6634 V ,Irt: 1-3=60, 3-4=-60, 4-6=-60, 9-12=-35 February 21,2 13 Continued on! a e 2 ®W Desi9 ?NING-VerfrydesfgrtparametermandREADNOTESON7T11SANDINCLUDEDi�TBKRRFEIU CB PAGE M-7473BEFORE USE, valid for use only with Mirek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applic bTty of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for 1 ': eral support of individual web members any. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erect Additional pemwnent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabric tion, Safety. niorma8on quality control, storage, delivery, erection and bracing, consult ANSI/iP11 Quality Criteria, DSB-89 and BCSI Building Component available fro Truss Plate Insfitute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. if Sou am Pine (SP or SPp) lumber is spexyfleck the design values are those effective 0012012 by ALSC or proposed,by SPiB. Tampa, FL 336104115 ssType City I Ply Truss 1 T4729679 East Coast LOAD Fort Pierce, FL 34M Standard Loads (lb) 3=53(B) 4=156(13) 8=112(13) 7=-112(13) 15=53(B) 16=37(131) 7.350 s Sep 26 2012 MrFek ID:bY47az9k0AO_ueiO4zcl RM47ND-J3gXl Inc. Thu Feb 21 13:07:52 2013 V ,%��pU I N '0 N 68182 T OF N_: FL Cert. 6634 1 February 21 ®W Verify design paraua tern andRBAD NOMS ON THIS AND INCLUDED NITEKJWFBR NCE PAGE 161-7473 BEFORE USE Destg ,valid for use only with fvUTek 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 1 #eral support of individual web members only. Additional temporary bracing to Insure stability during construction k the responsibillity of the MiTek• erect r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabric tion, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB•89 and BCSI Bul ding Component 6904 Parke East Blvd. Safety nformation available from Truss Plate Institute, N. Lee Street. Suite 312 Alexandria, VA 22314. — wr er ...s... can Tampa, FL 33610-0115 Job I Truss Truss Type Oty Ply T4729680 LbReference 24641 h C2 Common Truss 3 1 o tional East Coast Tru i, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:07:53 2013 Page ID:bY47az9kOA0_ueiO4zcl 2Y7uKpaPjXozGWFECtkHlKzAnF?zKvGt 1 i0 all Scale=1:26.1 4x4 = 3 i 6.00 12 ab I' i it 4 5 d c 6 s s 1x4 II 3x4 = 3x4 = i li 6-8-0 13-4-0 6.8-0 6-8-0 LOADING (ps SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20 0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.04 6-9 >999 240 MT20 244/190 TCDL 15 0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.10 6-9 >999 180 BCLL 106 • Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10 0 Code FBC2010irP12007 (Matrix-M) Weight: 50 lb FT = 0% LUMBER BRACING TOP CHORD �2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins. BOT CHORD ',12x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS j 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatio u'de REACTIONS ii(lb/size) 2=697/0-8-0 (min. 0-1-8), 4=697/0-8-0 (min. 0-1-8) iMax Horz 2=161(LC 7) Max Uplift2=-323(LC 8), 4=323(LC 8) Max Grav 2=756(LC 13), 4=756(LC 14) i FORCES (lbll - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1246/406, 3-4=1229/406 BOT CHORD ,' 2-6=579/1712, 4-6=579/1624 WEBS 3-6=0/271 NOTES 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 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 C; Encl., G pi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ,%I/ 111111111 grip DOI '60 %�+% v�N t����� ked 3) Plates the for a plus or minus 0 degree rotation about its center. ,�� Q` .......... 4) This truss 61as been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. F E N ' �� G . 5) • This trushas 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�� ,.••�,� S�•' • between a bottom chord and any other members, with BCDL = 10.Opsf. i N. 68182 6) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=323, ` * +� 4=323. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: permanent and stability bracing for truss system (not part of this component design) is always required. = .� • :jr Iddilional :• T O F : ��1 LOAD CASE'S) Standard O •,A, • Q•; `�,�� 1 O 0 �0,, #ss . •N j AL FL Cert. 6634 February 21,2 13 ®W Design,'alld NG • Z:# 4 design parameters aadRSAD B07M ON THIS erm I=UDED btr7EKIWERM CE PAGB =I-74?a BEFORS US& for use any with MTek connectors. This design 4 based only upon parameters shown. and is for an Individual building component. Applicability is la of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown individual Additional temporary bracing to insure during is the the for '1 eral support of web members only. stability construction responsiblrity of Additional bracing the is the the building designer. For regarding MiTek• erect fabric tion, permanent of overall structure responsibility of general guidance delivery, bracing, ANSI/rPll Quality Criteria, DSB-89 SCSI Building Component Safety ll quality control, storage, erection and consult and iformotion available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, Fl- 33610-4115 If Southem Pine (SP or SPp) Lumber is specified, the design values are those effective 00112D12 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply T4729681 24641 C3 Special Truss 1 1 Job Reference (optional) East Coast Tru 3s, Fort Pierce, FL. 34946 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:54 2013 Page I ID:bY47az9k0A0_ue1O4zc1 RMzj?ND-FSylcpAA2?6vAHTWNHiy3?WMUfaLcALuZdwKnRziwG -1-0-0 0:11:11 1-0-0 6-B-0 440 Scale = 1:26.0 4x4 = I " 3 I 6.00 12 i 4 4x4 = 5 5x12 = 13 it I� o� I 2 C G 7 C 844 = 6 3x4 = 3x4 = J 3x4 = 6.8-0 11-0.0 13.2-8 6.8-0 4-4-0 2-2-6 Plate Offsets X 5:Ed a 0.3.0 LOADING (p I SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 2C 0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.04 8-12 >999 240 MT20 244/190 TCDL 1 .0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.10 8-12 >999 180 BCLL ic ; 0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 13 n/a n/a BCDL 1 :0 Code FBC2010/TPI2007 (Matrix-M) Weight: 58 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-9: 2x8 SYP SS MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS (lb/size) 2=705/0-8-0 (min. 0-1-8), 13=542/0-6-8 (min. 0-1-8) Max Horz 2=179(LC 7) Max Uplift2=-330(LC 8), 13=204(LC 8) Max Grav 2=760(LC 13), 13=555(LC 14) FORCES (1 ) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 2-3=1263/456, 3-4=731/291, 6-9=-210/575, 5-9=-210/575 BOT CHOR , 2-8=689/1723, 7-8=302/790, 6-7=302/790 WEBS 3-8=17/301, 4-8=256/166, 4-6=758/354 NOTES 1) Unbalan roof live loads have been considered for this design. `%11111111111 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp v� N V �I�� FC C; Encl., Cpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate `�r >�,0 • • , • • • • ••'� grip DOL- 60 �% O N G E F �. ,: •V 3) Provide agequate drainage to prevent water ponding. ♦♦ 46, 4) Plates checked for a plus or'minus 0 degree rotation about its center. �♦ 5) This truss ,�as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. = Rc 68182 6) • This trus$ * 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 fitbetween Ijoint(s) a bottom chord and any other members, with BCDL = 10.Opsf. = 7) Bearing a 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of ^ .fl . bearing s 8 Provide m Pface. r (Y ) bearing P 9 P 1 () Pat-) �•� T OF chanicel connection b others of truss to bearin late capable of withstanding 100 Ito uplift at 'oint s except ' -Ib 2=330, Q • (V 13=204. i i A V,, • _ ,♦ 9) "Semi-rigi pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. �i� j �,.•\• ♦ �� l •N ,j� 10) Warning dditional permanent and stability bracing for truss system (not part of this component design) is always required. SS • �'`,�,` p� LOAD CASE(S) I Standard FL Cert. 6634 February 21,2C 13 AW Verfa des&n pammmetem and READ ROWS ON7NIS AND INCLUDED J67EKRBFMWMB PAGE M-7473 BEFORE USE, Desig 'valid for use onty wish f.LTek connectors. Thk design is based any upon parameters shown, and k foram individual building component.• Applic' bility of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for 1 feral erect support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabric Pion. Safety nformation quality control, storage. delivery, erection and bracing, consult ANSI/rP11 Quality CrIleda, DSB-89 and BCSI Building Component available from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 If Sou em P"me (SP or SPp) lumber is specified, the design values are those effective 00i12012 by ALSO or proposed by SP16. Job Truss Truss Type Qty Ply I T4729682 24641 C4 Special Truss 1 1 Job Reference (optional) East Coast Tru',is, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:07:55 2013 Page ID:bY47az9k0A0 ueiO4zc1RMzj7NDIeWgg9BoplEmoR2ixDBcD2c63tJLaC2nHftJtziwG 1 ao s ao s ao 12-11-6 r 1-ao z-a•o &11-8 Scale=1:25.8 4x4 = 3 3x4 = 4x4 = 6.00 12 4 5 I c� 2 g 7 3x4 % 3x8 6 2.4 11 9-13-0 12-11-6 9-13.0 3-11-8 Plate Offsets X 2:0-2-10 0-1-8 LOADING (p SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 2 .l �0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.11 7-10 >999 240 MT20 244/190 TCDL 1 0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.31 7-10 >500 180 BCLL 1 :0 • Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 6 n/a n/a BCDL 1 i0 Code FBC2010IrP12007 (Matrix-M) Weight: 59 lb FT = 0% LUMBER BRACING TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, except BOT CHOIR 2x4 SP No.2 end verticals. WEBS it 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=570/0-3-8 (min. 0-1-8), 2=711/0-8-0 (min. 0-1-8) Max Horz 2=234(LC 7) Max Uplift6=219(LC 8), 2=328(LC 8) Max Grav 6=585(LC 13), 2=774(LC 13) FORCES (I ) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHOIR 2-3=1612/436, 3-4=909/389, 4-5=751/299, 5-6=570/225 BOT CHOR 2-7=662/2173 WEBS 3-7=119/512, 4-7=569/273, 5-7=269/859 NOTES 1) Unbalan d roof live loads have been considered for this design. �11111111/1� 2) Wind: AS E 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp ,%��� 01 N V FL C; Encl., Cpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ,�� ti�Q......... grip DOL i1.60 ,�� ,0.• G E '. `� ♦ii N 5, 3) Provide a equate drainage to prevent water ponding. .' F•'.• 4) Plates ch eked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads. RIC 68182 �• 6) • This trus 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 tie bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 6=219, 2=328. III r �O :� T O F : 8) "Semi -rig! pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �W 9) Warning: dditional permanent and stability bracing for truss system (not part of this component design) is always required. ♦ LOAD CAS (S) Standard is • • ' • • �� `, FL Cert. 6634 February 21,2E 13 ®W Desig iyarid Verify design parameters and READ NOTES ON THIS AND INCLUDED XTBKPJWERWCB PAGB td17-7473 BEPORS VS& for use only with 1WTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Appli ability of design parameters and proper incorporation of component Is responsblity, of building designer- not truss designer. Bracing shown is for I tercel erect '. support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity, of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabric Safety information tion, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke Fast Blvd. Tampa, FL 33610-4115 If Sou bem Fine )SP or Sp ) lumber is specified, the designvalues are those effective Willi by ALSC or proposed by SP18 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 14_3 " Center late on joint unless x, y /q offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. 2 diagonal or x-bracing, is always required. See BCSI. to �/1 TOP CHORDS cr-z cza 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves Q S T 4 0 WEBS c�a `: �O may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never U �pk 7 = stack materials on inadequately braced trusses. d U O o- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate ~ c7-e c�-z c5-e O designer, erection supervisor, property owner and all other interested parties. BOTTOM CHORDS plates 0-'nay from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the Y JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or Upon request. shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ]CC -ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the p p 4 x 4 width measured er endicular ESR-1311, ESR-1352, ESR 1988 of truss fabricator. General practice is to responsibility dead load deflection. camber for de to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Southern Pine lumber designations are as follows: in all respects, equal to or better than that Indicated by symbol shown and/or SYP represents current/old values as published by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SP represents SPIB proposed values as provided P P P P P 13. Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15, 2011 if indicated. 5P represents ALSC approved/new values 14. Bottom chords require lateral bracing at 10 ft. spacing, with effective date of June 1, 2012 or less, if no ceiling is installed, unless otherwise noted. BEARING (2x4 No 2 and lower grades and smaller sizes), and all MSR/MEL grades 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings 4e�� © 2012 MiTek@ All Rights Reserved approval of an engineer. (supports) occur. Icons vary but 17. Install and load vertically unless indicated otherwise. reaction section indicates joint number where bearings occur. 18. Use of green or treated lumber may pose unacceptable Min size shown is for crushing only. ® environmental, health or performance risks. Consult with project engineer before use. Industry Standards: 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone — — - - - to-C nnnPc-ted-W od TfU55-Con_ str._UCtio_ p_.- _ _ -- ' is not sufficient. — --.D —' - DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 9 p Y 20. Design assumes manufacture in accordance with - Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 09/04/2012