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HomeMy WebLinkAboutTRUSS PAPERWORKMiTeW RE:M11364 70' ROYAL W/2 CAR GARAGE Site IInformation: Project Customer: Wynne Project Name:Subdivision: Lot/Block: Address: unknown State: FL City: St. Lucie County MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 S ANY ED St Lucie County 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 Wind Code: ASCE 7-10 Wind Speed: 165 mph Desin oogLoad Method: WFRS (Directional)/C-C hybrid Wind ASCE 7- N/A p Roof Load: 37.0 psf This package includes 19 individual, dated Truss Design Drawings and 0 Additional Drawings. With 'Imy seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. S I# Truss Name Date No. 1 ea T13631434 a 3/29/18 2 ; T13631435 al 3/29/18 3/29/18 3 4 T13631436 T13631437 a2 a3 3/29/18 5 6 T13631438 T13631439 a4 ata 3/29/18 3/29/18 7 8 1 T13631440 T13631441 atb bha 3/29/18 3/29/18 9 i T13631442 gra 11 3/29/18 3/29/18 10 11 T13631443 T13631444 12 3/29/18 12 T13631445 13 3/29/18 3/29/18 13 14 T13631446 T13631447 14 15 3/29118 15 T13631448 16 3/29/18 3/29/18 16 17 T13631449 T13631450 17 8 3/29/18 18 19 T13631451 T13631452 �i7 kJ8 3/29/18 18 The truss drawing(s) referenced above have been prepared by MiTek,USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. Florida' COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the'engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e,g., loads, supports, dimensions, shapes and design codes), which were given td MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 82 ; -?� STATE OF �41J 0� 4 O R %'o Q . \�`�. /ONM_,; � e Jo uln Vel PE No.68182 M k USA, c. FL Cert 6634 69 Parke st Blvd. Tampa FL 33610 March 29,2018 1of1 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE � T13631434 M11364 A HIP 1 1 Job Reference (optional) o f.I=T 1...1a.;,.,. Inn Tk KAo. on no n7.oa 7n4a Pa 1 Chambers I russl inc., rort rierce, rL i s ar I , , ,.o,1 y ID:OLulzpiQ?_SmS_J U bP6BgtzFJ4j-I BZnoknOr9U HOeGU 1 cTv5dfnDgcnYAt9eM2YgSzW 77T i-O-Q 6-7-15 10-0-0 14-11-0 19-11-8 25-0-0 28-4-1 35-0-0 36-0-Q 1 0-0 6-7-15 3-4-1 4-11-0 5-0-8 3-4-1 6-7-15 -0-0 Scale = 1:60.3 4x8 2x3 ll 4x4 = 4.00 12 3x5 = 4 24 5 6 25 7 N. 6 10-0-0 14-11-0 2b-0-0 alb-u-u 10-0-0 4-11-0 10-1-0 10-0-0 Plate Offsets (XIY)-- f2:0-3-14 0-1-8j (4:0-5-4 0-2-01 [9:0-2-2 Edge] LOADING (psf)I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.46 11-21 >530 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.39 15-18 >460 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix -MS Weight: 160 lb FT = 0% 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 4-7-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. I �(Iblsize) 2=406f0 8-0, 13=1644/0-8-0, 9=648/0-8-0 Max Harz 2=-105(LC 8) Max Uplift 2=-212(LC 10), 13=-1481(LC 10), 9= 781(LC 10) Max Grav 2=450(LC 15), 13=1644(LC 1), 9=672(LC 20) FORCES. (lb) '- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3=-590/45, 3-4=-345/135, 4-5=-996/820, 5-6=-996/820, 6-7=-786/1640, 7-8=-869/1692, 8-9=-1233/2116 BOT CHORD 2-15=0/616, 13-15=-116/580, 11-13= 287/274, 9-11= 1897/1147 WEBS 3-15=-450/525, 4-15=-1461435, 4-13=-983/867, 5-13= 300/342, 6-13=119111903, 6-11=-1278/663, 7-11=-322/181, 8-11=-426/667 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011t; L=34ft eave=5fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Extedor(2) 5-2-5 to 10-0-0, Interior(1) 14-11-0 to 19-11-8, Exterior(2) 25-0-0 to 36-0-0 zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=212,13=1481,9=781. Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING - Verily i design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid foci use only with MITekV connectors. This design Is based only upon parameters shown, and is for an Indildua; building component, not �v a truss system. Before building design! use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �A y Is always required prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IYI� I�.kO fabrication• storage, delivery, erection and bracing of trusses and truss systems, seeANSYWII QualifyCrdeft DSB-89 and BCSI6uild/ny Component 6904 Parke East Blvd. Safety InfolmaRonavatlabte from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631435 M11364 Al SPECIAL 1 1 • Job Reference (optional) cnamoers I russi Inc., ron coerce, rL 1-0- 6-5-9 o 6-5-9 I 4.00 12 2x3 3 20 of 2 — 3x6 = 12-0-0 O. I JV J rural I I cv 1 o IVII 1 en II IUUOII IOJ, II ayo , ID:OLuIzpiQ?_SmS_JUbP6BgtzFJ4j-DN7AE4oecScBeorgaKZBe ,;f4stHeuls0o6CvzW77S 23-0-0 25-10-5 35-0-0 $6-0-Q 4-11-5 2-10-5 9-1-11 1-0- 5x6 = 3x4 = 5x6 = 4 21 5 22 6 2x3 7 11 10 6x10 MT1 BHS = 13 12 3x4 = 3x4 = 5x6 = 2.00 12 Scale = 1:61.3 3x12 = 8-8-2 14-9-0 23-0-0 , 24-6-8 L 35-0-0 8-8-2 6-0-14 8-3-0 1-6-8 10-5-8 Plate Offsets KY)-- f2:0-0-6 Edge], f8.0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.66 10 >638 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9011-12 >466 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.32 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 154 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-6: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS �x4 SP No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2= 124(LC 8) Max Uplift 2=-825(LC 10), 8=-825(LC 10) I FORCES. (lb)1 Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3367/2195, 3-4=-3094/2020, 4-5=-2710/1857, 5-6=-3852/2480, 6-7=-5343/3381, 7-8= 5640/3549 BOT CHORD 2-13= 1948/3170, 12-13= 1473/2537, 11-12=-1985/3321, 10-11=-2220/3914, 8-10= 3240/5364 WEBS 3-13=-389/390, 4-13= 295/550, 4-12=-148/416, 5-12— 898/629, 5-11= 257/704, 6-11=-297/193, 6-1 0=-1 343/2154, 7-10=-364/382 NOTES- 1) Unbalanced rpof live loads have been considered for this design. 2) Wind: ASCE -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 32-7-3, Exterior(2) 32-7-3 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates areMT20 plates unless otherwise indicated. 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 betweel the bottom chord and any other members. 7) Bearing at joints) 8 considers parallel to grain value using ANSIITPi 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=825, 8=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33010 Date: March 29,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE MIh7473 rev. fO/03MS BEFORE USE. Design valid for ruse only with MiTekV connectors. This design Is based only upon parameters show;, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the 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 and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAAFSUI II CualRyCriledet DSR.89 and SCSI SuBdingComponent 6904 Parke East Blvd. Safety Intotmaffan3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 70' ROYAL W/2 CAR GARAGE T13631436 M11364 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 5-0-1 7-0-0 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 29 09:07:29 2018 Pagel I D:O LulzpiQ?_SmS_J UbP6BgtzFJ4j-DN7AE4oecSc8eorgaK?8egCue4sLHb5lsOo6CvzW 77S 26-1-2' 35-0-0 36-0-0 4x6 = 5x8 = d nn r9 35-0-0 Scale=1:61.3 m 1cp C? 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.70 9-10 >600 360 MT20 2441190 TCDL 7.0' Lumber DOL 1.25 BC 0.92 Vert(CT) -1.14 9-10 >368 240 MT18HS 244/190 BCLL 0.0I ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 151 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3'Except' 5-9: 2x4 SP M 30 REACTIONS. (lb/size) 2=1349/0-8-0, 7=1349/0-8-0 Max Harz 2=-143(LC 8) Max Uplift 2= 825(LC 10), 7=-825(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3199/2015, 3-4— 2457/1632; 4-5— 2354/1616, 5-6=-5342/3284, 6-7=-5686/3506 BOT CHORD 2-11= 1747/2990, 10-11=-174712990, 9-1 0=-1 688/3009, 7-9=-3200/5412 WEBS 3-11=-0/309, 3-10= 810/573, 4-10=-229/498, 5-10=-818/481,5-9=-1531/2742, 6-9=-396/421 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=70f; L=34ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 32-7-3, Exterior(2) 32-7-3 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade uate drainage to prevent water ponding. 4) All plates ar,.T T20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss htas 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) Bearing at jolpt(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 7=82 . Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING - Veri7y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2075 BEFORE USE. Design vaild forluse only wtih N1[Tek'D connectors. This design Is based only upon parameters shown, and Is to,, an Individual building component, not a Truss system. Before building designl use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always requiry�d fabrication, storage, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSLapI1 9tralByCtCeda, DSO-69 SCSI Building Component 6904 Parke East Blvd. Safely7nflannotionovallable and from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T73631437 M11364 A3 SPECIAL 1 1 Job Reference (optional) unamoers Irussl Inc., 1-onrlerce, rL ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-hahYRQpGNmk?FxQs81 WNB212eUC802WS5gXfkLzW77R 1-0- 8-0-10 16-0-0 19-0-0 26-1-3 35-0-0 6-0- -0- 8-0-16 7-1.1-6 3-0-0 7-1-3 8-10-13 Sc _ Scale = 1:62.3 = 4.00 14x6 2 5x8 = 4 5 5x6 = 3x12 = 3x5 2x3 I 2.00 F12 8-0-10 14-9-0 19-0-0 24-6-8 8-0-10 6-8-6 4-3-0 5-6-8 Plate Offsets (X Y)-- f2'0-1-2 Edgel (3:0-4-0 0-3-01 (5:0-4-0 0-2-31 f7:0-3-0 Edgel f8:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.74 10 >571 360 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.97 10-19 >434 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBEF TOP CHI BOT CHI WEBS OTHER£ REACTIt N 30 *Except* SPM31 030 Vo.3 *Except* 4SPM30 Vo.3 2=1349/0-8-0, 8=1349/0-8-0 rz 2=-162(LC 8) ift 2=-825(LC 10), 8=-825(LC 10) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 161 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceifing directly applied or 2-2-0 oc bracing. FORCES. (lb) t Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3306/2048, 3-4=-2410/1551, 4-5=-2431/1632, 5-6=-5311/3218, 6-8=-5707/3486 BOT CHORD 2-13=-1793/3101, 12-13=-1793/3094, 11-12= 1159/2233, 10-11=-1278/2480, 8-10=-3184/5432 WEBS 3-13=0/327, 3-12=-959/697, 4-11= 217/544, 5-11= 402/220, 5-10= 1772/3057, 6-10� 488/513 NOTES- 1) Unbalanced 2) Wind: ASIDE II; Exp C; En to 36-0-0 zor 3) Provide ade( 4) All plates are 5) This truss ha 6) * This truss f will fit betwe( 7) Bearing at jo capacity of b. 8) Provide mec 2=825, 8=82 of live loads have been considered for this design. - -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=5ft; Cat. GCpt=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 32-7-3, Exterior(2) 32-7-3 ;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ate drainage to prevent water ponding. AT20 plates unless otherwise indicated. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. t(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify tring surface. lnical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/OM015 BEFORE USE. Design vaild for use only with 1,411c.0 connectors. This design Is based only upon parameters shown, and Is for on lindividtlal building component, not this design Into the �v a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate overall building design l 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 and property damage. For general guidance regarding the fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSM1I 9uaW Cdteda, DSO-69 and SCSI Sunding Component 6904 Parke East Blvd. SofetvintoaooBonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W12 CAR GARAGE T73631438 M11364 A4 SPECIAL 16 1 Job Reference (optional) unamoers truss, inu rUIL rierce, rL I D:OLuizpiQ?_SmS_J UbP6BgtzFJ4j-9m Fwel pu84sst5_3i 11 cj FHERuYu1 WzbKJH DHm 1.0-q 8-6-0 17-6-0 24-6-8 27-4-2-9-157 35-0-0 36-i 9-p 0�1 8-6-0 9-0-0 7-0-8 7-7-9 4 4.00 12 �1 0 5x12 MT18HS = 5 24-6-8 Scale = 1:60.3 l� OI�r n 6 rIQIC VIIJCIJ \/�' r / IG V-1-G CVVC� �I.Vy-V Luyc� �J.V-1-,J LVUc, LOADING (psf)l SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.80 11-12 >527 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.2811-12 >329 240 MT18HS 244/190 BCLL 0.01 Rep Stress Incr- YES WB 0.91 Horz(CT) 0.36 9 n/a n/a BCDL 10.0I Code FBC2017[TP12014 Matrix -MS Weight: 154 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 'Except' -4,7-10: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 'Except' -11: 2x4 SP M 30 OTHERS 2x4 SP No.3 I REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2= 176(LC 8) Max Uplift 2= 825(LC 10), 9=-825(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 5-11 FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3277/2276, 3-5=-2406/1758, 5-6= 5437/3798, 6-8= 5388/3667, 8-9=-5734/3894 BOT CHORD 2-13= 2008/3074, 12-13=-2008/3074, 11-12= 1323/2149, 9-11=-3580/5462 WEBS 3-13=0/301, 3-12=-978/751, 5-12=-77/365, 5-11=-2276/3499, 6-11= 317/356, 8-11= 317/299 NOTES- i 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASCEi7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 14-1-3, Exterior(2) 14-1-3 to 17-6-0, Inti rior(1) 20-10-13 to 32-7-3 zone;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.10 3) All plates area MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 2=825, 9=825. Joaquin Velez PE No.88182. MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33810 Date: March 29,2018 ® WARNING - Ver7fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 70Po3/ZO15 BEFORE USE. [',es;gn va{d touse only with triTek✓ID connectors. Thts des{grt is based on{y upoh parammeters shown, and Is for an {r;di'dua9 building comlxnenf, rtaT a truss system. �efore use, the building designer must verity The applicability of design parameters and properly Incorporate this design Into the overall building design, &acing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing p� T Itll� l�'ke is always requlrgd for stability and to prevent collapse -Uh possible personal InJury and property damage. For general guidance regarding the fabrlcaaon, storage, delivery, erection and bracing of Tmsses and truss systems, seeANS7/tPlr Aua/tlyC7U®da, DSB-09 and SCSI BuQd/ng Component 6904 Parke East Blvd. Sotetytntom7afh7ravailable from Truss Plate Institute, 2" N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 70' ROYAL W/2 CAR GARAGE T13631439 M11364 ATA ROOF TRUSS 5 1 i Job Reference (optional) ..A *.r,.,. !..,. Tk nn,.. nn nn•n7•Qn onto Dane 1 Chambers I russi Inc., Pon Pierce, FL Q. i ov a ar i i v o w i c, uo!—Q „ U. y„ . I D:yDOd W M W eu991 iJ70SDvei FyfR5h-dypls5q WvN-jVFZFGSYrGTgTzlykU3ZkYzOmpEz W 77P r1-0-Q 8-5-4 13-0-0 17-6-0 22-00 26-6-12 35-0-0 36-0-Q 11-0 00 8-5-4 4-6-12 4-6-0 4-6% 4-6-12 8-5-4 10-0 Scale=1:69.5 4.00 12 4x5 = 6 6 1 'n I6 6 8-5-4 13-0-0 22-0-0 26-6-12 35-0-0 8-5-4 4-6.12 9-0-0 4-6-12 8-5-4 Plate Offsets (XY)-- f2:0-0-2 Edqel r10.0-0-2 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.63 14-15 >669 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(CT) 0.13 10 n/a rVa BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-1-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Harz 2=-176(LC,8) Max Uplift 2=-775(LC 10), 10=-775(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3397/2081, 3-5=-2796/1761, 5-6=-2788/1857, 6-7= 2788/1857, 7-9=-2796/1761, 9-10=-3397/2081 BOT CHORD 2-17=-1815/3181, 15-17=-1815/3181, 14-15=-1043/2053, 12-14=-181513181, 10-12=-1815/3181 WEBS 6-14=-548/953, 9-14=-689/516, 6-15=-548/953, 3-15=-689/516 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 14-1-3, Extedor(2) 14-1-3 to 17-6-0, Intedor(1) 20-10-13 to 32-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC upit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=77,5, 10=775. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 I A WARNING - Vetify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design vaild for use only with MITe'AID connectors. This design Is based only upon parameters shown, and Is for an Individual buRdng component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSOPII Quality CiHedd, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Sofe/ylntotmaRonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 70' ROYAL W/2 CAR GARAGE T13631440 M11364 ATB ROOFTRUSS 2 1 Job Reference (optional) unam0ers i russ, inc., rorr rierce, rr- rt-O-Q 8-5-4 1 13-0-0 r; 6 8-5-4 8-5-4 13-0-0 4.00 12 44 = 6 o.IJV J IVI41 I I G )91 iJ7OSDveiFyfR5h-58Ng3Rr9gh7Z6PSRp934ogNi khH0DX9undmJLc 26-6-12 35-0-0 4-li-12 8-5-4 Scale =1:59.3 1 N I6 6 LOADING (psf) TCLL 20.d TCDL 7.6 BCLL O.0 BCDL 10.0 ' SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.35 BC 0.66 WB 0.48 Matrix -MS DEFL. in (loc) 1ldefl L/d Vert(LL) -0.17 15-16 >498 360 Vert(CT) -0.24 19-22 >695 240 Horz(CT) 0.04 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 166 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or5-11-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-1-7 oc bracing. WEBS 2x4 SP N0.3 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=176(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 2=-464(LC 10), 10=-464(LC 10), 16=-311(LC 10), 15=-311(LC 10) Max Grav All reactions 250 lb or less at joints) except 2=688(LC 1), 10=688(LC 1), 16=717(LC 15), 15=711(LC 1) FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1227/905, 3-5=-452/491, 5-6= 447/589, 6-7= 447/589, 7-9= 452/491, 9-10=-1227/905 BOT CHORD 2-19= 700/1123, 17-19=-700/1123, 16-17=-144/394, 15-16= 144/394, 14-15=-144/394, 12-14=-700/1123,10-12=-700/1123 WEBS 9-14— 875/622, 9-12=94/377, 3-17= 875/622, 3-19=-94/377 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70I1; L=34ft eave=51t Cat. It; Exp C; En6l., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 14-1-3, Exterior(2) 14-1-3 to 17-6-13, In erior(1) 20-10-13 to 32-7-3 zone;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1. 0 3) 100.Olb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss h �s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss F 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 464 lb uplift at joint 2, 464 lb uplift at joint 10, 311 Ib uplift at joint 16 and 311 lb uplift at joint 15. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valld fat use only with IVI Teke connecto s. This design is based only upon parameters shown, and Is for an hdivkiudl building component, not �" a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requlrpd for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS/4p►► QualityCiBerb, DSB-89 and BCSI Bulld/ng Component 6904 Parke East Blvd. Safety lntormalbiiavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631441 M11364 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss[ Inc., Fort Pierce, FL t5.13u s mar i i zul c Na i eK mausmes, uu:. r nu rvrdi ca Uxvw [oo cv! o rays 1 I D:yDOd W M W eu991iJ70SDveiFyfR5h-2XURU7tPCl NHMjlgxa5Yt5S3xV22hKGBFxFQQYzW 77M 15.6-0 21-6-0 1-0- 7.0-0 9.6-0 11-6.0 13-6-0 1 -0 0 17-6-0 19-6-0 21-0-0 23-6-0 25-6-0 28.0-0 35-0-0 6-0- 1-0-0 7-0-0 2-6-0 2-0-0 2-0-0 -6- 1-6-0 2-0-0 2-0-0 1-6-0 -6- 2-0-0 2-0-0 '2 7-0-0 1-0-0 Scale=1:62.4 THIS COMPONENT IS TO BE USED IN 400 12 4x4 —_ CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 14 17 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 14-0-0 1 21-0-0 1 28-0-0 , 35-0-0 LOADING (psf)l I SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.30 Vett(LL) 0.10 30-41 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.14 30-41 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(CT) 0.02 28 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix -MS Weight: 208lb FT=0 LUMBER- i BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 32-33. JOINTS 1 Brace at Jt(s): 11, 19, 15, 23, 7 REACTIONS. Ali bearings 0-8-0. (lb) - Max Harz 2=-176(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-332(LC 10), 33— 512(LC 10), 32=-465(LC 10), 28=-341(LC 10) Max Grav All reactions 250 lb or less at joint(s) except 2=521(LC 19), 33=838(LC 1), 32=822(LC 1), 28=521(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 790/492, 27-28=-788/521 BOT CHORD 2-35= 323/764, 33-35= 324/736, 30-32= 351/687, 28-30=-350/714 WEBS 3-35=0/301, 27-30=0/301, 3-33=-932/646, 11-33=-364/432, 19-32=-358/415, 27-32= 922/616, 20-21=-211/265, 9-10= 211/264 NOTES- 1) Unbalanced I oof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--3.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=34ft; eave=5ft; Cat. II; Exp C; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 12-8-5, Exterior(2) 12-8-5 to 17-6-0, Interior(1) 22-3-11 to 32-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 3) Provide adequate drainage to prevent water ponding. 4) All plates are12x3 MT20 unless otherwise indicated. 5) This truss ha$$ been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 6) ' This truss h`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 betweep the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 332 lb uplift at joint 2, 512 Ito uplift at joint 33, 465 lb uplift at joint 32 and 341 lb uplift at joint 28. 8) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 i ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design vaild for{ use only with h'ITeki� connectors. This design Is based only upon parameters shown, and Is for on Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgnl Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Isalways required for stability and To prevent collapse wah possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and Truss systems, seeANS!/IPII CualffiyC10eda, DSB-89 and BCSiBWfding Component 6904 Parke East Blvd. safety rnMrma)lolravalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631442 M11364 GRA HIP 1 1 Job Reference (optional) cnamoers truss; Inc., rorr rrerce, rL I D:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-Wj2piTtl zcV8zstOVl dnQJ?5jvJCQmUKTb_zy?: ri-0-q 8-0-0 14-11-0 , 17-6-0 20-1-0 27-0-0 35-0-0 -1 9-0-0 9-0-0 6-11-0 2-7-0 2-7-0 6-11-0 8-0-0 1-0 Scale = 1:60.3 2x3 I I 5x8 MT18HS = 5x8 MT18HS = 4.00 12 2x3 4x6 = 4x6 = 3 23 24 25 26 427 28 5 296 7 3031 32 33 348 I ,n1 2 9 10 N o Im 6 16 35 36 1537 14 3839 40 13 41 4212 43 11 44 3x5 = 3x6 II 4x6 = 6x10 = 6x10 = 4x6 = 3x6 3x5 = I I 8-0-0 14-11-0 20-1-0 27-0-0 35-0-0 8-0-0 6-11-0 5-2-0 6-11-0 8-0-0 Plate Offsets (X)Y)-- (3:0-5-4 0-2-81 f6:0-3-0 Edge], (8:0-5-4 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.40 11-22 >607 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT)-0.2711-22 >886 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.96 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 158lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceifing directly applied or 4-6-1 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 3-14, 8-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=671/0-8-0, 14=3675/0-8-0, 9=1214/0-8-0 Max Horz 2=86(LC 7) Max Uplift 2= 393(LC 8), 14=-2734(LC 8), 9= 1147(LC 8) �Aax Grav 2=685(LC 17), 14=3675(LC 1), 9=1218(LC 18) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1216/511, 3-4=-1332/1820, 4-5=-1332/1820, 5-7= 115211141, 7-8=-1152/1141, 8-9= 2877/2430 BOT CHORD 2-16=-366/1113, 14-16=-379/1156, 13-14= 431/353, 11-13= 2222/2731, 9-11=-2192/2688 WEBS 3-16= 229/825, 3-14=-3151/2032, 4-14=-8177750, 7-13=-786/720, 8-13=-1707/1356, 8-11=-566/829,5-14=-2011/1681,5-13=-189912268 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 1 -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70111; L=34ft; eave=5ft Cat. II; Exp C; Endl., GCpi=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates areIMT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 2, 2734 lb uplift at joint 14 and 1147 lb uplift at joint 9. 8) Hanger(s) or ther connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb down and 229 lb up at 8-0-0, 107 lb down and 173 lb up at 8-6-0, 107 lb down and 173 lb up at 10-6-0, 107 lb down and 173 lb up at 12-6-0, 107 lb down and 173 lb ur at 14-6-0, 107 lb down and 173 lb up at 16-6-0, 107 lb down and 173 lb up at 18-6-0, 107 lb down and 173 lb up at 20-6-0, 10711) down and 173 lb up at 22-6-0, 107 lb down and 173 lb up at 24-6-0, and 107 lb down and 173 lb up at 26-6-0, and 131 lb down and 229 lb up at 27-0-0 on top chord, and 515 lb down and 303 lb up at 8-0-0, 79 lb down and 1 lb up at 8-6-0, 79 lb down and 16 up at 10-6-0, 79 lb down and 1 lb up at 12-6-0, 79 lb down and 1 Ib up at 14-6-0, 79 lb down and 1 lb up at 16-6-0, 79 lb down and 1 lb up at 18-6-0, 79 lb down and 1 lb up at 20-6-0, 79 lb down and 1 lb up at 22-6-0, 79 lb down and 1 lb up at 24-6-0, and 79 lb down and 1 lb up at 26-6-0, and 515 lb down and 303 lb up at 27-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid foruse only with MITake connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the 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 and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSVWII-CualOyCiffe da, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lntotmallonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE , T13631442 M11364 GRA HIP 1 1 Job Reference o tional Chambers Trussl Inc., Fort Pierce, FL tf.13u s mar 11 zui t5 rvii I eK Ina usirles, inc. Thu iviar za ua:ui:an zu i a rage z I D:OLulzpi Q?_SmS_JUbP6BgtzFJ4j-Wj2piTtl zcVBzstOVldnQJ?SjvJCQmUKTb_zy?zW 77L LOAD CASE(S), Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert:l1-3=-54, 3-8=-54, 8-10= 54, 17-20=-20 Concentrated Loads (lb) Vert: l3=-131(B) 8=-131(B) 16=-515(B) 11=-515(B) 23=-107(B)24= 107(B) 25=-107(B) 27= 107(B) 28=-107(B) 29= 107(B) 30=-107(B) 32=-107(13) 33= 107(B) 34=- 107(B) 35=-50(B) 36=-50(B)37=-50(B)38= 50(B)39=-50(B)40=-50(1]1) 41=-50(B) 42=-50(B) 43=-50(B) 44=-50(B) ® WARNING - Verrfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. Design vaild for �use only with P ille'M conrecfors. This design Is based only upon parameters shown, and is for an Individual building component, not �^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the 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 and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAlyS M11 Quality Ciffeda, DSB-89 and BCSI Buedtrtg Component 6904 Parke East Blvd. Safety lntoimaMonavallabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE , T13631443 M11364 J1 MONO TRUSS 4 1 Job Reference (optional) GnamDerS I russ, Inc., ran Nerce, rL o. r ov a rviai 1 1 —dc I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-_wcBvpufkwd?bOSC2?8OzW XRQJpK9RhTi FkXURzW 77K -1-0-0 1-0-0 1-0-0 1-0-0 4 3x4 = Scale =1:6.1 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.Oi Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0, Code FBC2017/TP12014 Matrix -MP Weight: 5 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD f x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4= 1/Mechanical Max Horz 2=48(LC 10) Max Uplift 3— 4(LC 7), 2=-141(LC 10), 4=-1(LC 1) Max Grav 3=10(LC 15), 2=118(LC 1), 4=18(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft eave=4ft Cat. II; Exp C; En I., 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 2) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss t 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3, 141 lb uplift at joint 2 and 1 lb uplift, at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING- Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid fat use only with KA.FleR� connectors. This design Is based only upon parameters shown, and Is for a't Individual building component not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building designs Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stofage, delivery, erection and bracing of trusses and truss systems, seeANSVWII QualliCdleda, DSO-69 and BCSI 1u9d01g Component 6904 Parke East Blvd. Sate tylntormaRonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631444 M11364 J2 MONO TRUSS 4 1 Job Reference (optional) unamoers I russ, Inc., I r-ort rlerce, M w a I � � . �,, ­ .,., ,,...,— .. __ . . _ _ . I D:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-_wcBvpufkwd?bOSC2?8ozWXRQJoY9RhTiFkXURzW 77K -1-0-0 2-0-0 1-0-0 2-0-0 iJ 4 3x4 = Scale =1:7.8 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0� Code FBC2017/TPI2014 Matrix -MP Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3= 27(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=37(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) 1- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft L=34ft eave=4ft Cat. II; Exp C; En I., 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING - Vsa erily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M/I-7473 rev. 1010312015 BEFORE USE. Design valid fof use only Win MlTel O connectors. This design is based only upon potartreteis shown, and Is for an Individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desigr). 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 and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAAMM/► QualRyCrllerla, DSB-89 and BCS! Butid/ng Component 6904 Parke East Blvd. Safety lnfonm4th navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631445 M 11364 J3 MONO TRUSS 4 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 29 09:07:38 2018 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-S6AZ69vHUDIsDA1 PcjfFVk4cAi7SuuxdxvT40tzW77J -1-0-0 3-0-0 r 1-0-0 3-0-0 Scale = 1:9.4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.d Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.d Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10A Code FBC2017/TP12014 Matrix -MP Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=61/Mechanical, 2=169/0-8-0, 4=35/Mechanical Max Horz 2=83(LC 10) Max Uplift 3= 51(LC 10), 2= 145(LC 10), 4= 4(LC 10) Max Grav 3=61(LC 1), 2=169(LC 1), 4=48(LC 3) FORCES. (lb)1- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss 11as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 3, 145 lb uplift at joint 2 and 4 Ib uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 29,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid foj use only with MITek8 cchneciors. This design Is based only upon parameters shown, and Is for an individual building component- not �" a truss system. before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desigg. 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 and property damage. For general guidance regarding the fabrication, stolage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII QuaillyCdfedo, DSB-89 and BCSI BuQdhig Component 6904 Parke East Blvd. Safety InfomlgfAanovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631446 M11364 J4 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss', Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. Thu mar zy 09:0i::ia 2018 rage 1 I D:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-wlkxKVwvFXtjgKcbAQAU2xdk_6QhdLBm9ZDeZKzW 771 1-0-0 4-0-0 1-0-0 4-0-0 I Scale=1:11.1 3x4 4-0-0 4-0-0 LOADING (psf)l I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FB02017[TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 10) Max Uplift 3=-77(LC 10), 2= 159(LC 10), 4=-7(LC 10) Max Grav 3=87(LC 1), 2=204(LC 1), 4=67(LC 3) FORCES. (lb) L Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft eave--lft; 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to gird9'r(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 159 lb uplift at joint 2 and 7 lb uplift at joint 4. I I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MR EK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design valid for ruse only with WillekO connectors. This design Is based only upon pataurelets shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design) Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 6VIiTek` Is always reclulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcailom storage, dellvery, erection and bracing of trusses and truss systems, seeANSU1Pil Qualify Crifedd DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satetylntormatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 70' ROYAL W/2 CAR GARAGE T13631447 M11364 J5 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss; Inc., Fort Pierce, FL -1-0-0 3x4 = 8.130 s Mar 112018 Mi rek Industries, Inc. Thu Mar 29 09:07:39 2018 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbO DE-wl kxKVwvFXtjgKcbAQAU2xdfH6MbdLBm9ZDeZKzW 771 5-0-0 LOADING (psf)l I SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.01 1 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.06 4-7 >999 360 TCDL 7.01 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.06 4-7 >999 240 BCLL O.O ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- l BRACING - Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% TOP CHORD 2x4 -Sr No.3 TOP CHORD Structural wood sheathing directly applied or5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=112/Mechanical, 2=239/0-8-0, 4=62/Mechanical Max Horz 2=121(LC 10) ,Max Uplift 3=-102(LC 10), 2=-175(1_C 10), 4=-9(LC 10) Max Grav 3=112(LC 1), 2=239(LC 1), 4=85(LC 3) FORCES. (lb) L Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE F-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=7011; L=34fh eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe+ the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3, 175 lb uplift at joint 2 and 9 Ib uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING - Vero design parameters and READ NOTES ON THIS AND INCLUDED M/fEK REFERANCE PAGE M1I-7473 rev, 10/03/2015 BEFORE USE. Design vaild forluse only with MITe.8 connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building designl Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requir6d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeAMMp/1 QualByCidedd, DS"9 and SCSI Hu0ding Component 6904 Parke East Blvd. Safety Infannatlon3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631448 M11364 J6 MONO TRUSS 4 1 Job Reference o tional Chambers Trust, Inc., Fort Pierce, FL 1-0-0 3x4 = 6.13u s Mar 11 2u18 MI Tek industries, inc. Thu Mar 29 ua:vi:vu 20r c rage i I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-OVI KXgwY01'?aSU Bnk7hja9gv2 W enMoawODyB5mzW 77H 6-0-0 Scale=1:14.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.34 Vert(LL) 0.11 4-7 >664 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.11 4-7 >652 240 BOLL 0.01 ' Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20 lb FT = 0% LUMBER- IBRACING- TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical. Max Harz 2=140(LC 10) Max Uplift 3=-129(LC 10), 2=-192(LC 10), 4=-8(LC 10) ,Max Grav 3=142(LC 1), 2=275(LC 1), 4=100(LC 3) FORCES. (lb) i- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. i NOTES- 1) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mec6anical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at joint 2 and 8 ib uplift at joint 4. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 999018 I ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. 101=2015 BEFORE USE. m Design vaild fo� use only w51h MITekb connectors. This design Is based only upon parameters shown, and Is for an individual building 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. Addllional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeAMSVWI► QualByCdteft DSB-89 and BCSI Buffeting Component 6904 Parke East Blvd. safety lntonnatiamx lailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631449 M 11364 J7 MONO TRUSS 12 1 Job Reference o tional unamoers iuss, inu., I I rorrriuice,rL ...—....a...—,,,,.,,, ,.,....'.,,o�................,�.,.,.,..,....,�.,......�.,. ID:oHTg5O5Ds3TR?kt?m4?ZGyzbQDE-OVIIOCgwY r?aSUBnk7hja99t6WkBMoQwODyB5mzW77H 1-0-0 7-0-0 1-0-0 7-0-0 3x4 = 4 Scale: 3/4"=1' 7-0-0 7-0-0 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.d Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >490 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.18 4-7 >468 240 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 -MP Weight: 23 lb FT = 0% 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. REACTIONS. (lb/size) 3=163/Mechanical, 2=312/0-8-0, 4=87/Mechanical Max Horz 2=159(LC 10) Max Uplift 3= 150(LC 10), 2=-209(LC 10), 4=-12(LC 10) Max Grav 3=163(LC 1), 2=312(LC 1), 4=123(LC 3) FORCES. (lb)I- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCq7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft L=34ft; eave=oft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss tsas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 3, 209 lb uplift at joint 2 and 12 lb uplift at joint 4. i I I I I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101=2015 BEFORE USE. Design valid fof use only wiih MlTel.b connectors. This design Is based only upon parameters shown, and Is for on Individual building component, hot �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS!/IPII Quality Crlbft DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lntonnaMornvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply 70' ROYAL W12 CAR GARAGE T13631450 M11364 J8 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss; Inc., Fort Pierce, FL -1-0-0 1-0-0 I 3x4 8.130 s Mar 1 120i8 Ivll 1 ek Inuuslnes, Inc. i nu Mar to va.vr.•r r 40 18 rage r ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-shrilAxAn87R4e1_HrCy7Mi?jw5o5Fg3dtikdCzW 77G Scale=1:17.4 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.25 4-7 >378 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.28 4-7 >331 240 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 -MP Weight: 26 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 REACTIONS. �(lb/size) 3=185/Mechanical, 2=348/0-8-0, 4=102/Mechanical Max Horz 2=178(1-C 10) ,Max Uplift 3=-173(LC 10), 2=-226(LC 10), 4=-15(LC 10) jMax Grav 3=185(LC 1), 2=348(LC 1), 4=143(LC 3) FORCES. (lb) i Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; 11=34ft eave--4ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-0-9, Extedor(2) 3-0-9 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 3, 226 lb uplift at joint 2 and 15 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 29,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design valld fct use only with MifekV contoctors. This design is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �A e' building desig Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYY eW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMI► QualifyCdtedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/nforma,N0lpvollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 70' ROYAL W/2 CAR GARAGE T13631451 M11364 KJ7 MONO TRUSS 2 1 I Job Reference o tional Chambers Truss', Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 29 09:07:42 2018 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-KtP4yWyoYSFlhnKArYjBgaFH3KU2ggPDsXR19ezW 77F -1-5-0 6-11-1 9-10-1 1-5-0 6-11-1 2-11-0 Scale=1:20.6 6-11-1 LOADING (psf)' TCLL 20.Oi TCDL 7.0 BCLL 0.0 BCDL 10.OI SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.18 BC 0.17 WB 0.16 Matrix -MS DEFL. in Vert(LL) 0.05 Vert(CT) -0.06 Horz(CT) 0.01 (loc) I/defl Ud 7-10 >999 360 7-10 >999 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 38 lb FT = 0 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) 4=38/Mechanical, 2=28910-11-5, 6=328/Mechanical Max Harz 2=159(LC 8) Max Uplift 4=-38(LC 8), 2=-233(LC 8), 6=-206(LC 5) Max Grav 4=47(LC 13), 2=289(LC 1), 6=328(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-572/400 BOT CHORD 2-7=-369/531, 6-7=-369/531 WEBS 3-6= 618/430 NOTES- 1) Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 4, 233 lb uplift at joint 2 and 206 Ibl uplift at joint 6. 6) Hanger(s) or, other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 67 lb up at 1-6-1, 64 lb down and 67lb up at 1-6-1, 18 lb down and 75 lb up at 4-4-0, 18 lb down and 75 lb up at 4-4-0, and 21 Ito down and 118 lb up at I7-1-15, and 21 lb down and 118 lb up at 7-1-15 on top chord, and 47 Ito up at 1-6-1, 47 lb up at 1-6-1, 2 lb down and 31 lb up at 4-4-0, 2 lb down and 31 lb up at 4-4-0, and 18 lb down and 29lb up at 7-1-15, and 18 lb down and 29lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOADICASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Rool` Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loatls (pit) Vert: 1-4=-54, 5-8=-20 Concentrate Loads (lb) Vertc 3_ 43(F= 21, B=-21) 7=-35(F=-18, B=-18) 11=134(F=67, B=67) 12=40(F=20, B=20) 13=48(F=24, B=24) 14=-3(F=-2, Joaquin Velez PE No.88182 34 B ?) 9104 ParkeUSA,I st Blvd. TaFL Cortmpa FL 33610 Date: March 29,2018 ® WARNING- fedfirdesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE Design vaild far use only with MitekS connectors. This design Is based only upon parameters shown, and Is for on Individual buiding comment, not a truss system.Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the 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 and property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 AualdyOffedla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Solety/nloml6fildi variable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T73631452 M11364 KJ8 MONO TRUSS 2 1 � Job Reference (optional) Char 3x4 = 7-8-2 1-1-8 LOADING (psf) TCLL 20.0 TCDL 7.6 BCLL 0.0 BCDL 10.0 i SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.22 BC 0.26 W B 0.29 Matrix -MS DEFL. in Vert(LL) 0.08 Vert(CT) -0.10 Horz(CT) 0.01 (loc) Vdefl L/d 7-10 >999 360 7-10 >999 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0% 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 9-11-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=128/Mechanical, 2=35910-11-5, 6=465/Mechanical Max Horz 2=178(LC 8) Max Uplift 4= 138(LC 6), 2=-274(LC 8), 6=-253(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-822/559 BOT CHORD 2-7=-522/772, 6-7= 522/772 WEBS 3-7=-13/304, 3-6=-876/592 NOTES- 1) Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mec6nical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 4, 274 lb uplift at joint 2 and 253 lb uplift at joint 6. 6) Hanger(s) or, other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 67 lb up at 1-6-1. 64 lb down and 67 lb up at 1-6-1, 18 lb down and 75 lb up at 4-4-0, 18 lb down and 75 lb up at 4-4-0, 21 lb down and 118 lb up at 7-1-15, 21 lb down and 118 lb up at 7-1-15, and 65 lb down and 162 lb up at 9-11-14, and 65 lb down and 162 lb up at 9-11-14 on top chord, and 47 lb up at 1-6-1, 47 lb up at 1-6-1, 2 lb down and 31 lb up at 4-4-0, 2 lb down and 31 lb up at 4-4-0, 18 lb down and i29lb up at 7-1-15, 18 lb down and 29lb up at 7-1-15, and 45 Ito down and 12 lb up at 9-11-14, and 45lb down and 12 lb up at 9-1 -14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD1 CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(5) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa6 (plf) Vern: 1-4= 54, 5-8=-20 Concentrated Loads (lb) Vert: 11=134(F=67, B=67) 12=40(F=20, B=20) 13=-43(F= 21, B=-21) 14=-130(F=-65, B=-65) 15=48(F=24, B=24) Joaquin Velez PE No.88182 16=13(F=-2, B=-2) 17=-35(F= 18, B=-18) 18=-63(F= 31, B= 31) MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: March 29,2018 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. -- Design valid fat use only with MffekV connectors. This design Is based only upon parameters shown, and Is for an 6hdfvldual building component, not �' a truss system.'lBefore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMIf GualdyClBada, DSO-89 and SCSI BuIld/gg Component 6904 Parke East Blvd. Safetyfntormufl rnavdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Symbols Numbering System � 0 General Safety Notes PLATE LOCATION AND ORIENTATION 14- 314 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1/191 from outside edge of truss, This symbol indicates the required direction of slots in connector plates, `Plate location detar7s available in M►Tek20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only, Industry Standards. ANSI/TPI1; National Design Specification for Metal -- ---------Plate Connected -Wood -Truss Construction.- DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 c O U a O 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWEE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved Failure to Follow Could Cause Property Damage or Personal Injury 1, Additional stability bracing for truss system, e.g. diagonal or X-bracing, is ahvays required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words - -- - --- -- --- -- — --- —and .pictures) -before -use. -Reviewing -pictures -alone- -- - — is not sufficient. 20, Design assumes manufacture in accordance with MiTekANSI/TPI 1 Quality Criteria, MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015