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HomeMy WebLinkAboutTRUSS123W1o� MiTek® RE: M11425 MiTek USA, Inc. 3135-3145 ILLUISION CIRCLE 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: Edwards Landing LLC Project Name: M11425 Lot/Block: Subdivision: Sedona Development Address: unknown City: Fort Pierce Stat : FL Name Address and License # of Structural ngineer of Record, If there is one, for the building. Name: John M Foster -Architect License #: AR0008511 Address: 11205 Ridge Ave City, County: Fort Pierce State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wince Code: ASCE 7-10 Wind Speed: 160 mp Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7 Roof Load: 37.0 psf . Floor Load: N/A psf This package includes 10 individual, dated Truss Design Drawings and 0 Additional Drawings. With -my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T14401780 a 6/26/18 2 T14401781 all 6/26/18 3 T14401782 b 6/26118 4 T14401783 gea 6/26/18 5 T14401784 va 6/26%18 6 T14401785 vb 6/26/18 7 T14401786 vc 6/26/18 8 T14401787 vd 6/26/18 9 T14401788 ve 6/26/18 10 T14401789 vge 6/26/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision I ���► ����i�� based on the parameters provided by Chambers Truss. ,Q Truss Design Engineer's Name: Velez, Joaquin � I �%� ��P•'� •N S'•�� ��� My license renewal date for the state of Florida is February 28, 2019. �' F�•'• '• Florida COA:6634 182 IMPORTANT NOTE: The seal on these truss compone It designs is a certification * * •:'� _ that the engineer named is licensed in the jurisdiction(s) identified and that the = � AM designs comply with ANSI/TPI 1. These designs are based upon parameters : CC shown (e.g., loads, supports, dimensions, shapes and design codes), which were ' S ATE O F 4Uf ¢�* iven to MiTek. An project specific information included is for MiTek .0 Q k 4U ` ✓" 9 Any P .0 P•'\�v customers file reference purpose only, and was not taken into account in the preparatio " �� O R O •.• \ �� these designs. MiTek has not independently verified rfhe applicability of the design �� CSSi • • • • • • • �� �� eters veri or li abil9ns for of design np aricular ameterslandproperlyteincorporatethe utlhese designs ����; 1111 Al - should E verify PP tY 9 P g into the overall building design per ANSI/TPI 1, Chapter 2. Jo quin Vel PE No.68182 MI ek USA, nc. FL Cart 6634 69 4 Park East Blvd. Tampa FL 33610 June 26,2018 nn 1 of 1 Vele , oaquin i Job Truss Truss Type Qty Ply CIRCLE �3135-3145ILLUISION T14401780 M11425 A SPECIAL 24 1 Job Reference o tional unam0ers i russ, Inc., Ton Tierce, f-L 2-0-0 6.10-0 11-04 2.0-0 6-10 0 4-2-0 t1.i.ju s Nlar 11 ZU 10 NIr ILK IrlUUsrlles, IT IL;. 1 Ue Jun ZO I I; 10;0e eu 16 rage 1 'TgDg3xFgX2KypcYO-aB51IDtobNrwU9n?V_?9JQKX2co51cW gQlmuOHz2QrH 34.4-0 1 38-6-0 45-4-0 .47-4-0 ' 5-11-9 5.8-7 5-8-7 5-11-9 4- 5x6 II 4.00 12 6 3x5 - 3x5 5 26 I 27 7 5x6 % 5x6 4 1 8 3x5 3 15 25 7x10 MT18HS = 2 16 14 1 3x5 % 3x5 0 18 17 3x4 11 5xl2 MT18HS = 4.00 12 4x8 = 13 12 3x4 II 5x12 MT18HS = Scale=1:80.7 28 6 11I ei 6 4x8 = • 6-10-0 11-0-0 16-11-9 22-8-0 28-4-7 34-4-0 38-6-0 45-4.0 6-10.0 41 0 5.11-9 5 8-7 5-8-7 5-11.9 4-2-0 6-10-0 Plate Offsets (X Y)--f4:0-3-0,0-3-01,r8:0-3-0,0-3-01,fl3:0-8-4,0-2-41 r17:0-8-4,'0-2-41 LOIADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.5 Vert(LL) -0.67 15 >817 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.7 Vett(CT) -1.24 14-15 >439 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.4 Horz(CT) 0.50 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.85 15 >640 240 Weight: 226lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-4-10 oc bracing. WEBS 2x4 SP No.3 *Except* 6-15,8-13,4-17: 2x4 SP M 30 REACTIONS. (lb/size) 2=178810-8-0, 10=1788/0-8-0 Max Horz 2— 273(LC 10) Max Uplift 2— 1040(LC 12), 10= 1040(LC 12) FORCES. (lb) - Max. Comp./Max..Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 4497/2652, 3-4=-4027/2460, 4-5_ 5162/3092, 5-6=-5477/3229, 6-7=-5477/3209, 7-8=-5162/3114, 8-9= 4027/2460, 9-10=-4497/2652 BOT CHORD 2-18=-2368/4218, 17-18=-2368/4218, 16-17=-2203/4003, 1-16=-2751/5125, 14-15=-2813/5125, 13-14= 2244/4002, 12-13=-2406/4218, 0-12= 2406/4218 WEBS 6-15= 1726/3150, 7-15=-199/528, 7-14=-527/372, 8-14=-55 /1115, 8-13=-926/578, 9-13=-533/314, 5-15=-67/5.17, 5-16= 527/359, 4-16_ 537/1 15, 4-17=-927/577, 3-17=-531/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VUlt=160mph (3-second dust) Vasd=124mph; TCDL— .2psf; BCDL=3.Opsf; h=1311; B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-Q-9 to 2-8-10, Interior(1) 2-8-10 to 22-8-0, Extedor(2) 22-8-0 to 27-5-3 zone;C-C for members and forces 1£ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord liveload noncoltcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on.th.e bottom c ord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capa le of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1040, 10=1040. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 26,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M(TEK REFERANCE PAGE M17­7473 rev. 10/032015 BEFORE USE Design valid for use only with lvi fe'4ID connectots. This deslgn Is based only Upon (otametels shown, and Is for an individual bull ding component, not a truss system. Before Use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web dnd/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllfty and to prevent collapse with possible personal Inju and property damage. For general guidance regarding the fabncatlon, storage, dellvery, erection and bracing of trusses and truss systems, sgeANSMII BualftyCrifeda, DSB-89 and SCSI BuHdfng Component 6904 Parke East Blvd. Safety infonnationcivaltable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CIRCLE 118 T14401781 M11425 Al SPECIAL 1 �3135-3145ILLUISION Job Reference o tional r;namDers i russ, inc., MR rrerce, r-L 2-0-0 6-10-0 11-0-0 16-11-9 22-8 2-0-0 6-10-0 4-2-0 5-11-9 5.8- • 4.00 12 3x5 5 25 Sx6 4 4x5 3 24 �n 2 c%1 i 6 17 4x6 3x6 II = .. a-i n-n 15 3x5 16 4.00 12 5x8 = 16-11-9 5-11-9 1-5-12 ( ID:1 rBy73sLN6PTgDg3xFgX2KypcYO-WZDo9w27?5djTxNdP2dOrPwKQVCBSZzucF?S9z2QrF 28-4-7 34-4-0 , 38-6-0 , 45-4-0 Scale = 1:79.5 5x6 = 6 3x5 26 7 5x6 8 4x5 14 9 27 6x8 = o 13 m 3x5 10 Im 6 12 11 5x8 = 3x6 11 4x6 45-4.0 LOADING (psfj SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.63 14-15 >730 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.74 Horz(CT) 0.29 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.43 14-15 >999 240 Weight: 223 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1493/0-8-0, 11=1972/0-8-0 Max Harz 2=270(LC 11) Max Uplift 2=-886(LC 12), 11=-1042(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3590/1973, 3-4=-3102/1787, 4-5=-3737/2073, 5-6=-3566/1899, 6-7=-3569/1880, 7-8= 2780/1467, 8-9= 1177/661, 9-1 0=-1 087/690 BOT CHORD 2-17=-1793/3385, 16-17=-1793/3385, 15-16=-1586/3080, 14 15=-1797/3701, 13-14= 1206/2744,12-13= 479/1147,11-12=-59511102,10-11=-595/1102 WEBS 6-14=-908/1948, 7-14=-398/889, 7-13=-827/598, 8-13= 955/ 628, 8-12=-1188f761, 9-12=-131211866,9-11=-1788/1444,5-14= 354/391,4-15= 06/620,4-16=-629/374, 3-16=-549/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4. psf; BCDL=3.Opsf; h=1311; B=95ft; L=48ft; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-019 to 2-8-10, Interior(1) 2-8-10 to 22-8-0, Exterior(2) 22-8-0 to 27-5-3 zone; cantilever right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load noncon current with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom ch Ord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=886, 11=1042. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 26,2018 ® WARN/NG -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 70/D32015 BEFORE USE. MITelt0 This design is based only upon ametets shown, and is for M Individual iwad6ng component not �' Design valid for use only with cohhectots. a truss system. Before use. the building designer must verity the applicability of des gn parameters and properly incorporate this design Into the overall truss d/or only. Additional temporary and permanent bracing MiTek building design. Bracing Indicated Is to prevent buckling of Individual web a chord members Is always required for stability and to prevent collapse with possible personal injuryland property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, se ANSMII GuaNyClBeda, DSB-89 and SCSI SaHdtng Componant Tampa, FL 33610 Satefy/ntormaHonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, aexandrla, VA 22314. Job Truss Truss Type Qty Ply CIRCLE i T14401782 M11425 B COMMON 3 1 �3135-3145ILLUISION I Job Reference (optional) cnamoers I fuss, inc., rvn rrerr:e, rL I ... ....... ...... .. �., ,., ..., ..,............. __ ID:mxt3z000IcPw?thmwC9H WgzwlOu-?mmANFvhulDULdWaA6Zsx3y5Ygwnw3S66G?Y_Cz2QfE 7-0-0 I 14-0.0 7-0-0 7-0-0 4x6 = Scale=1:24.9 2 6.00 F12 12 13 14 it 3 1Ef Im 0 4 2x3 I 3x4 = 3x4 — 7-0-0 14.0-0 7-0-0 I 7-0-0 Plate Offsets (X Y)-- f l:0-0-8 Edgel r3:0-0-8 Edgel I LORDING (psfj, SPACING- 2-0-0 CSI. DEFL. In (too) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.07 4-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.13 4-10 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.12 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 4-10 >999 240 Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=518/0-8-0, 3=518/0-8-0 Max Horz 1= 150(LC 10) Max Uplift 1= 275(LC 12), 3=-275(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh n shown. TOP CHORD 1-2=-748/609, 2-3=-748/609 BOT CHORD 1-4— 384/605, 3-4=-384/605 WEBS 2-4=-82t326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1311; B=951t; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-9-3, interior(1) 4-9-3 to 7-0-0, Extedor(2) 7-0-0 to 11-9-3 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=275, 3=275. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 26,2018 ® WARNING - Vtyeridesign parameters and READ NOTES ON THIS AND INCLUDED Mill— REFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. ��' Design valid for use only with IYtten5 connectors. This design Is based only upon potametets shown, and is for an Individual building component net a truss system. Before use, the building designer must verify the applicability of dejign parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web apd/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury, and property damage. For general guidance regarding the MiTek° fabilcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIf CualByCdleda, DSB-89 and SCSI BugdingCompononf 6904 Parke East Blvd. Sarefylnlonnaflonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. �exandrta, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply ILLUISION CIRCLE I �31135-3145 T14401783 M 11425 GEA GABLE I 3 1 Job Reference (optional) chambers truss, Inc., ron Fierce, rL -1-4-7 7-0-0 1-4-7 7-0-0 6.00 12 4 16 3 15 cl 2 3x4 = 14 13 O. IJu 3IVIdl 1I 4v I o IVII I tln]I IUUMIIuz, IIR„ Iucu 1— I w— I aUc . ID:mxt3z000IcPw?thmwC9HWgzwlOu-TyKYabwJfcLLzn5mkg45TGVJ1 DKCfW3FLwk6X2z2QrD 14-0-0 15-4-7 7-0-0 1-4-7 Scale=1:27.3 4x4 = 5 6 17 7 18 8 g CO 12 11 10 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 9 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 9 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S PLATES GRIP MT20 244/190 Weight: 65 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-0-0. (lb) - Max Harz 2=181(LC 11) Max Uplift All uplift 100 lb or less at joints) except 2=-192(LC 12), 8=-192(LC 12), 13=-111(LC 12), 14=-103(LC 12), 11=-111(LC 12), 10= 103(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5- 81/283, 5-6=-81/293 WEBS 4-13=-131/308, 3-14=-171/343, 6-11 =-1 30/308, 7-1 0=-1 71/343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft B=95ft; L=48ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corri -1-5-4 tp 3-4-0, Exterior(2) 3-4-0 to 7-0-0, Comer(3) 7-0-0 to 11-9-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposied to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. I 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 2, 192 lb uplift at joint 8, 111 lb uplift at joint 13, 103 lb uplift at joint 14, 111 lb uplift at joint 111 and 103 lb uplift at joint 10. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 26,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKI REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. , Design voild for use only with MITekb connectors. This design is based only upon parajeters shown, and Is for on Individual bukding component, not this design Into the a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury ar{d property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeAWII GuafffyClffelfa, DSO-89 and BCS1 Buffding Component 6904 Parke East Blvd.fabrication, Tampa, FL 33610 Safety friformallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Al(YSexandria, VA 22314. Job Truss Truss Type Qty Ply CIRCLE T14401784 M11425 VA VALLEY 6 1 �3135-3145ILLUISION Job Reference (optional) unamoers I russ, inc., ron coerce, rr. 6-8-0 6-8.0 6.00 12 10 2x3 11 2 9 3x4 i ID:mxt3z000IcPw9thmwC9HWgzwlOu-xBuwoxxxQwTCaxfylXbKOU 1 SBdglOzLPaaUf3Uz2QrC 13-4-0 6-8-0 Scale=1:22.4 4x4 = 3 7 2x3 II 6 2x3 II 42x3 11 12 3x4 A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLC 20.0_ Plate Grip DOL 1.25 TC 0.28 Vert(LL) nla nla 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress incr YES WB 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 48 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-4-0 (lb) - Max Horz 1=-130(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 6= 196(1-12), 8=-196(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=324(LC 18), 8=324(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when s lown. WEBS 4-6= 241/336, 2-8=-242/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 5-4-10, Interior(1) 5-4-10 to 6-8-0, Exterior(2) 6-8-0 to 11-5-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurre t with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in II areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb) 6=196, 8=196. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REF Design valid for use only wlth rfiTekO connectors. This design Is based only upon paramete RANCE PAGE MII-7473 rev. 10/03/20f5 BEFORE USE. shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design par meters building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or c rd and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and pr per fabrication, storage, delivery, erection and bracing of trusses and truss systems, se0ANSVIVII y damage. For general guidance regarding the Aual9yCrBedd, DS"9 and BCSI BuIlding Component 6904 Parke East Blvd. Safety lntormaffanavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type j Qty Ply 3135-3145 ILLUISION CIRCLE T14401785 M11425 VB GABLE 6 1 Job Reference (optional) L:namDers I runs, Inc., r-uit rieice, rL 5-4.0 6.00 12 0 4x5 = 1 2 4 3x4 i 2x3 II 1 thmwC9HWgzwlOu-PKSJ?HyZBDb3C4E9sF6ZZhaYulxY7QbYpEDCbxz2QrB 10-8-0 3x4 3 Scale=1:18.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vdefl Ud PLATES GRIP TCL'L 20.0. Plate Grip DOL 1.25 TC 0.60 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) n/a n/a 999 BCLL . 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=157/10-8-0, 3=157/10-8-0, 4=383/10-8-0 Max Horz 1= 101(LC 10) Max Uplift 1=-98(LC 12), 3=-98(LC 12), 4= 174(LC 12) Max Grav 1=161(LC 17), 3=176(LC 18), 4=383(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4= 247/334 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; CDL=3.Opsf; h=13ft; B=9511; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurren with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) 4=174. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 26,2018 I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design vaild for use only with hiffelnV connectors. This design Is based only upon parameters shown, and Is for an individual txaiding component, not a Truss system. Before use, the building designer must verify the applicability of design paran ieters individual truss and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing MiTek' building design. Bracing Indicated Is to prevent buckling of web and/or cho id Is always reclulred for stability and to prevent collapse with possible personal Injury and progerty damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSYMI CualOyCriteda, DS"9 and BCSI Bu0dhig Component 6904 Parke East Blvd. Tampa, FL 33610 Safety fnfaimati on3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandri VA 22314. Job Truss Truss Type Qty Ply ILLUISION CIRCLE T14401786 M 11425 VC VALLEY 6 1 �3135-3145 Job Reference (optional) Gnamioers I cuss, mC•, ton tierce, rL �. ,.,�o,. ,.... ...,,, ID:mxt3z000IcPw?thmwC9HWgzwlOu-tXOhDcyByXjwgEpLPydo5v719RISstHi 1 uzm7Nz2QrA 4-0-0 8-0-0 6.00 12 0 2 4x4 = 4 3x4 i 2x3 II 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TC�L 20.p Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Horz 1= 73(LC 10) Max Uplift 1=-85(LC 12), 3= 85(LC 12), 4=-96(LC 12) Max Grav 1=126(LC 17), 3=137(LC 18), 4=250(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when s Scale=1:14.7 Cl 3x4 PLATES GRIP MT20 244/190 Weight: 25 lb F" = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psfhih BCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;M, for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord ini all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/03/201S BEFORE USE. F Design valid for use only with MITek0 connectors. This design Is based only upon paramet rs a truss system. Before use, the building designer must verify the applicability of design Pa shown, and is for on individual building component, not meters and properly Incorporate this design Into the overall No building design. Bracing indicated Is to prevent buckling of Individual truss web and/or c ord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and p ,operty fabrication, storage, delivery, erection and tracing of trusses and truss systems. seeANSLM1 damage. For general guidance regarding the r GDaIHyClCedd, DSB49 and BCSI BDlidtng Component 6904 Parke East Blvd. Safety fnfounaffonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexangda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CIRCLE �3135-3145ILLUISION T14401787 M11425 VD VALLEY 6 1 Job Reference o tional Cnamoers I russ, Inc., Fort Fierce, t-L o.iova 1w 111— 1 o mu .— ,uo ....,, .,.,.y., ID:mxt3z000IcPw?thmwC9HWgzwl0u-Lja3QyzpirsnROOXzf81 e6f?prgcbLvrGYiJgpz2Qr9 5-4-0 2-8-0 2-8-0 4x4 = 6.00 12 2 3 0 4 3x4 2 11 3x4 Scale=1:10.8 - 2-8-0 I 5-4-0 2-8-0 2-8-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC;rL 20.Q Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=76/5-4-0, 3=76/5-4-0, 4=151/5-4-0 Max Harz 1=-44(LC 10) Max Uplift 1=-51(LC 12), 3— 51(LC 12), 4=-58(LC 12) Max Grav 1=76(LC 17), 3=83(LC 18), 4=151(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when St own. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; PCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C.0 Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreI with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in �II areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of %Ythstanding 100 lb uplift at joint(s) 1, 3, 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: June 26,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev. 10/032015 BEFORE USE. Design vaild for use only with MITekb connectors. this design Is based only upon paiameterrrrrr66¢66¢ shown, and Is for an Individual building component, not a Truss system. Before use, the building designer must verify the applicablllly of design paralneTers building design. Bracing Indicated Is to buckling of Individual truss web and/or ch¢¢rd and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stability and to prevent collapse with possible personal injury and pro fabrlcatlon, storage, delivery, erection and bracing of trusses and Truss systems, seeAIYSUIP 1 ly damage. For general guidance regarding the GualBy Crgeda, DSO-89 and BCSI BuBd/ng Component 6904 Parke East Blvd. Safety fnformatlon3vallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandd , VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3135-3145 1 LLUI SION CIRCLE T14401788 M11425 VE VALLEY 6 1 Job Reference o tional L.namoers truss, mu., run rmice, r, 1-4-0 6.00I12 2 1 4x6 ID:mxt3zUU&cW. thmwC9HW gzwlOu-Lja3QyzpirsnROOXzf81 e6fl9rh7bLerGYiJgpz2Qr9 2-8-0 3x4 3 1-4-0 Scale = 1:6.0 2.8.0 Plate Offsets (X Y)-- fl:0-3-8 0-1-121 f1:0-1-12 Edqel f2:0-0-14 0-1-121 I LOADING (psf`J SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-8-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 1=53/2-8-0, 3=53/2-8-0 Max Harz 1=15(LC 11) Max Uplift 1=-28(LC 12), 3= 28(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Nith any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 26,2018 ® WARNING - Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERdNCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with WirfakB connectors. This design is based only upon parameters shown, and is for an Individual building component, hot a truss system. Before use, the building designer must verify The applicability of design parameters design. Bracing Indicated is to buckling Individual truss web and/or chord and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing MBTek° building prevent of Is always required for stability and to prevent collapse with possible personal Injury and properly fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSVWII damage. For general guidance regarding the QualityCdf®rla, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safety Intormaflonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CIRCLE �3135-3145ILLUISION T14401789 M 11425 VGE GABLE 3 1 Job Reference o tional chambers truss, Inc., tort werce, I-L 7-10-11 7-10-11 6.00 FIT 2 13 Li 3x4 i 12 14 3 m C.1 ou s Mar 7 1 ZUI V IVII I eK INULISUIes, IhU. I Ue UUII ZO 1 1: 1 om9I 4u I O r`M I I D:mxt3z000IcPw?thmwC9H W gzwl0u-pv8Rdl_RT8_e3YzjXNgGAKC9xE 1 IKnY?VCSsCFz2Qr8 15-9-5 4x4 = 4 10 9 7-10-11 5 15 6 16 8 3x4 Scale = 1:24.9 7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud I PLATES GRIP TCLL 20.9 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 64lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 THIS COMPONENT IS TO BE USED IN T CONJUNCTION AREACTIONS. All bearings 15-9-5. THIS DIAPHRAGMITH MUST BE CAPABLE OF (lb) - Max Harz 1— 156(LC 10) TRANSFERRING ROOF LOADS TO THE GROUND Max Uplift All uplift 100 lb or less at joint(s) 1 7 11 9 except 12=-1 5(LC 12) 8=-175(LC 12) WITH NEGLIGIBLE LATERAL DEFLECTIONS. Max Grav All reactions 250 lb or less at joint(s) 1, 7, 10, 11, 9 except 12=288(LC 17), 8=288(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-12=-210/291, 6-8=-210/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; B DL=3.Opsf; h=1311; B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 5-4 10, Interior(1) 5-4-10 to 7-10-11, Extedor(2) 7-10-11 to 12-7-14 zone;C-C for members and forces & MW FRS for reactions sh Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of witi istanding 100 lb uplift at joint(s) 1, 7, 11, 9 except Qt=lb) 12=175, 8=175. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 26,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design vaild for use only with MSTeI V connectors. This design is based only upon parameters sHowh, and Is for a7 Individual bu'lding component, not a truss system. Before use, the building designer must verify The applicability of design parame e s and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or embers only. Additional temporary and permanent bracing Welk` Is always required for stability and to prevent collapse with possible personal Injury and pchord rope damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSUIPII Qua19yClSeda, DSB-89 and SCSI Building Component 6904 Parke. East Blvd. Safety lnformaRonavatlable from Truss Plate Institute, 218 N. tee Street. Suite 312, Alexandria, �A 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y 1 /4 offsets are indicated. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves wide spacing, 0 WEBS may require bracing, or alternative Tor I 0,bracing should be considered. = a 3 �� 3 O h 3. Never exceed the design loading shown and never inadequately braced trusses. astack materials on O 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 C6-7 BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-1/19' 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 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. p THE LEFT 7. Design assumes trusses will be suitably protected from 'Plate location detaft available in MiTek20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. the environment in accord with ANSI/TPI 1. soffware or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication, PRODUCT CODE APPROVALS 9• Unless expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber Is a non-structural consideration and is the 4-x--4 width -measured -perpendicular —ESR-131-1 ESR-1-352 aR-1-988 responsibility of truss fabricator. General practice is to ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load -deflection. to slots. Second dimension is 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 In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated, Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing 10 ft. spacing, section 6.3 These truss designs rely on lumber values g y th or less, if no ceiling is installed, unless otherwise noted.. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur, 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only, �,p 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. Is not sufficient. DSB-89: Design Standard for Bracing.. a BCSI: Building Component Safety Information, MiTek 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: M11-7473 rev. 10/03/2015