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HomeMy WebLinkAboutTRUSS 3-15-18�. Architectonic Inc March 22, 2018 3CANN St. Lucie County 13Y Building & Code Regulation Division St Lucl✓ 0 2300 Virginia Avenue Fort Pierce, FL 34982 Re: Crull Services Inc 1937 N Old Dixie Hwy Permit# 1706-0646 RECEIVED APR 0 3 2018 ST. Lucie County, Permitting Please be advised that the following items are in response to plan review comments for the above referenced project dated 8/1/2017 1. You will need separate sex ADA rest rooms per section 403.2 FPC 2014, Response: See Warehouse Sheet #1 2. You will need a service sink per table 403.1. Response: See Warehouse Sheet #1 3. You will need a hi to drinking fountain per table 403.1. Response: See Warehouse Sheet #1 4. Total occupant load for both buildings are over 15 the exemption of not being required to have these items do not apply to these buildings per section 403.2 and exemptions foot note F and G under table 403.1 of the FPC 2014. I Response: See Warehouse Sheet #1 806 Delaware Avenue Fort Pierce, Florida 34950 Tel: 772 460 7751 Fax: 772 460 4244 1 i THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS ;REQUIRED BY i IELD INSPECTORS THAT.. ;Yin19OTO.p!CY n ' www.architectonicinc.com FL Reg #AA26003348 1 of 1 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs) rely on lumber values established by others. MiTek° RE: J34453-J34453A - Crull Office/Storage THcSE I LANS AND ALL PROPOSED W09K 't: ARE UBJECT TO AWY CORRECTIONS Mrnf 9 101:1111 nV FiRri INSPECTORS THAT. Site Information:��? Customer Info: Summit Const. Mgmt. Project NaAe T Lot/Block: Subdivision: Address: ..1.937 .N .Old .Dixie .Hwy City: Ft'Pierce /'St Lucie Co State:' Florida BG ECE �ARy.IN R 0 E Ili Office/Storage Model: NITCVi% USA, Inc. �IcY East Blvd. ampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: Sta e: General Truss Engineering Criteria & Design Loads Loading Conditions): Design Code: FBC2014/TP12007 Desig Wind Code: ASCE 7-10 [All HeighIl Wind Roof Load: 47.0 psf Floor This package includes 17 individual, Truss Design Dram With my seal affixed to this sheet, I hereby certify that I i conforms to 61 G15-31.003, section 5 of the Florida Boa No. I Seal# I Truss Name I Date 1 1 T12875429 1 A01 1/4/18 12 I T1287543O I A02 1 1/4/18 13 I T12875431 I A03 1 1 /4/18 14 1 T12875432 1 A04G 1 1/4/18 1 15 1 T1 2875433 1 BO1 1 1 /4/18 1 16 1 T12875434 1 B02 1 1 /4/18 J 17 1 T12875435 1 B03 1 1 /4/18 18 1 T12875436 1 B04 1 1 /4/18 1 19 1 T12875437 1 B05 1 1 /4/18 .1 110 1 T12875438 1 B06 1 1/4/18 11 I T12875439 1 B07 1 1/4/18 1 112 1 T12875440 1 B08G 1 1/4/18 113 1 T12875441 1 ZCJ 1 1 1 /4/18 114 1 T12875442 1 ZCJ3 1 1/4/18 15 1 T12875443 1 ZCJS 1/4/18 16 1 T12875444 1 ZEJ7 1 1/4/18 1 117 1 T12875445 1 ZHJ7 1 1/4/18 1 Truss Design Drawings Show Special Program: MiTek 20/20 8.1 peed: 170 mph ,oad: N/A psf gs and 0 Additional. Drawings. i the Truss Design Engineer and this index sheet of Professional Engineers Rules. SHOP DRAWING / SUBMITTAL REVIEW © APPROVED ❑ APPROVED AS NOTED Q REVISE AND RESUBMIT ❑ REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS', ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE. QUANTITIES. FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORD ATION OF HIS WORK WITH OTHER TRADES AND FUL C MPL NC WITH CONTRACT DOCUMENTS By: Date: 3• 19!. 2v` $ Architectonic Inc. Fort Pierce, FL 34950 i The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on thelparameters provided by East Coast Truss. Truss Design Engineer's Name: Magid, Michael My license renewal date for the state of Florida is February 28; 2019. IMPORTANT NOTE' The seal on these truss component design) is a certification that the engineer named is licensed in the jurisdiction(s) 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 to MiTek. Any project specific information included is for MiTek'slcustomers 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 shoold verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 1 m ,� '��i, 0%% %�G�PGELS ENS+ • No 536 • h STATE OF Michael S. Magid PE No,53681 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 4,2018 Magid, Michael 1 of 1 East Coast Truss, Ft. Pierce, FL 34946 -2-" 6-3-14 2-0-0 6314 Job Truss Truss Type Qty Ply Crull Office/Storage T12026793 J34453 J34453A A01 Common 12 1 Job Reference a floral 5-8-2 • 5.00 12 1 x4 \\ 3 1x4 II 2 o 1 3x4 9 = • 3x4 = i 8.13U s Sep 11 2U17 MI FeK Industries, Inc.- I nu sep 14 12:49:49 LUI / Nage 1 ID:koogSjSO6FLAFOlmMuYEnzygMZY-CpGvxMU93OLo51 DnCo4cTmecUwLgihuESZIHh2ydirO II 17-8-2 24-0-0 _ _26-0-0 5 B 2 6314 2-M Scale: 1/4"=1' 4x6 = 4 8 5x5 = tx4 5 6 1x4 II 7 t$ 3x4 = LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.15 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.72 Vert(TL) -0.29 8-9 >992 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS I Weight: 113 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1272/0-8-0, 6=1272/0-8-0 Max Horz 2=223(1_C 6) Max Uplift 2=820(1_C 8)r6sT820(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2119/1183, 3-4=-1859/109B, 4-5=1858/1098, 5-6=2119/1183 BOT CHORD 2-9=891/1883, 8-9=-460/1281, 6-8=891/1883 WEBS 4-8=299/618, 5-8=-429/417, 4-9=-299/618, 3-9=429/417 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; 5=55ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandingi 820 lb uplift at joint 2 and 820 lb uplift at joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. i I i i i I - a I 6 •1. �� ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11•7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MITekO 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 property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. lAdditional 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, see ANS11 PN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. r Safety Information available from Truss. Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Y East Coast Truss, Ft. Pierce, FL 34946 -211 5-9-14 2-0-0 5-9-14 Job Truss Truss Type Ply Crull Office/Storage �Qty T12026794 J34453-J34453A ® A02 Hip 2 1 - Job Reference a tional • 5.00 12 3x4 3 4 1x4 II 2 1 12 3x4 = 1x4 II 6.13u s Sep 11 ZU7 t MI I el( maustnes, Inc. I nu Sep 14 1Z:49:bl ZU1 t rage 1 I D:ko o�Sj SO6FLAFOlmMuYEnzygMZY-8 BOg M2 WPbd bW LLNAJ D64ZBjybj2TAY7XvtEOixydir 1-0-011-0-0 13-0-0 18-2-2 24-0-0 -0-0 5-2-2 2-0-0 5-2-2 5-9-14 2-0-0 Scale: 1/4"=l' 't ' 4x4 = 4x4 = — 4 5 i 3x4 6 h 7 1x4 II 8 j$ 11 10I 9 3x4 = Sx5 = 1x4 II 3x4 = 3-0-0 5-2-2 2-0-0 5-2-2 5-9-14 Plateullsets(A.Y)— 11a1-Z-Z.U-U-r11.16:U-Z-[,U-U-if 1. 11 U:U-Z-if,U-3-UI l LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.'39 Vert(LL) -0.14 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.70 Vert(TL) -0.26 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS I Weight: 122 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 6-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1272/0-8-0, 7=1272/O-B-0 Max Horz 2=207(LC 6) Max Uplift 2=820(LC 8) 7=-820(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2170/1162, 3-4=-15841929. 4-5=-1398/926, 5-6=1595/934, 6-7=2169/1162 BOT CHORD 2-12=-878/1933, 11-12=-878/1933, 10-11=-505/1398, 9-10=-879/1932, 7-9=-879/1932 WEBS 3-11=-673/415, 4-11 =-1 39/329, 5-10=143/331, 6-10=665/413 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.OprsIf; h=30ft; B=55ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 820 lb uplift at joint 2 and 820 lb uplift at joint 7. 1 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. I I I I 1 � r' ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, 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, see ANS11"I M Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Y Y East Coast Truss, Ft. Pierce, FL 34946 -2-0-0 4-9-14 2-0-0 4-9-14 Job Truss Truss Type City Ply Crull Office/Storage III T12026795 J34453-J34453A A03 Hip 2 1 I I Job Reference o tional r 5.00 12 1x4 3 1x4 II 2 �1 1 3x4 = 6.13u S Sep 11 zu1 i Nit I el( InaustneS, Inc. I nu sep 14 1Z:49:b4 ZU1 / rage 1 I D: kooASj SO6FLAFOlmMuYEnzygMZY-Zm3o_4YHtYz5Co61?LgnApLSExOpNztzcgS2LGydigx 9-M 15-M 19-2-2 24-M _ 26-0-0 4-2-2 6-0-0 4-2-2 4-9-14 2-0-0 Scale: 1/4"=l' 5x5 = 5x5 = 4 19 20 5 1x4 6 7 1x4 II LU e j$ 10 9 3x4 = 5x5 = 3x4 = 15-0-0 94-0.0 , Plate Offsets (X.YI— r1:0-2-2.0-0-81r2:0-2-2,Edael.r7:0-2-2.Edael.r8:0-2-2.0-0-81.r9:0-2-8,0-3-01 I LOADING (psf) SPACING- 2-0-0 CSI. DFFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.50 Veri(LL) -0.32 10-15 >912 240 MT20 244/190 -0 TCDL 7.0 Lumber DOL 1.33 BC 0.92 V rt(TL) .49 10-15 >593 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 orz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 110 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1272/0-8-0, 7=1272/0-8-0 Max Horz 2=175(LC 6) • Max Uplift 2=819(1_C 8),-7_820(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2162/1273, 3-4=-180711043, 4-5=1627/1029, 5-6=-1818/1045, 6-7=-2165/1271 • BOT CHORD 2-10=-990/1968, 9-10=-669/1647, 7-9=989/1939 WEBS 3-10=-399/353, 4-10=-54/342, 5-9=-57/344, 6-9=393/351 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; B=55ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumbeli DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *"his 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 819 lb uplift at joint 2 and 820 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord. I ® 4JARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, 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 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. Forl'general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1rP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314.1 Tampa, FL 36610 = s East Coast Truss, Ft. Pierce, FL 34946 -2-M 3-9-14 2-M 3-9-14 Job Truss Truss Type Qty Ply Crull Office/Storage T12026796 J34453-J34453A A04G Hip Girder 2 1 Job Reference o tional 3-2-2 5-0-0 4x8 M18SHS = 1x4 II • 5.00 12 4 21 22 5 23 3x4 3 I I 1x4 II 2 1 14 13 25 26 12 27 4x8 — 2x4 II 6x6 = 7x8 = i 3-9-14 , 7-0-0 12-0-0 r 3-9-14 3-2-2 5-0-0 I u.13u s Sep 11 zui t MI I eK maustneS, Ine. I nu Sep 74 1z:4`u:bt zui t rage 1 Sj S06 FLAFOlmMuYEnzyg MZY-zLtxd6bAATLf3GgKgU DUoSzvB87jaG DQl ohiybydiqu 17-M 20-2-2 24-0-0 _26-0-0 5-0 0 3-2-2 33 1-14 2-0-0 Scale: 1/4"=l' 4x8 M18SHS = 24 6 3x4 7 c�5 8 1x4 II 9 I$ 28 11 10 Li 6x6 = 2x4 II 4x8 = Plate Offsets (X Y)— f1:0-2-2 0-0-81.f4:0-5-4.0-2-01.f6:0-5-4,0-2-01,f9:0-2-2.0-0-81 f11:0-3-0,0�01.f12:0-4.0,0-4-81.f13:0-3-0,0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d_ PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.38 12 >763 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.52 Vert(TL) -0.58 12 >497 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.40 orz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -MS Weight: 145 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-9 oc purlins 4-6: 2x4 SP 285OF 1.8E BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x6 SP SS MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 2=2568/0-8-0, 8=2568/0-8-0 Max Horz 2=143(LC 7) Max Uplift 2=1569(LC 8), 8=1569(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5695/3125, 3-4=-5550/3136, 4-5=6030/3460, 5-6=6030/3460, 6-7=-5550/3136, 7-8=5695/3125 BOT CHORD 2-14=-2717/5226, 13-14=-2717/5226, 12-13=2666/5151, 11-12=2666/5151 10-11=2717/5226, 8-10=-2717/5226 WEBS 3-13=-384/290; 4-13=-447/1083, 4-12=598/1122, 5-12=838/776, 6-12=59 /1122, 6-11=-447/1083, 7-11=384/290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; B=55ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumbir DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anylother live loads. ---7)�This truss has been designed for a live load of 20.Opsf on the bottom chord -in all areas -where a rectangle-3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1569 lb uplift at joint 2 and 1569,lb uplift at joint 8. 1 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 lb down and 226 lb up at 7-0-0, 175 lb down and 220 lb up at 9-0-12, 175 lb down and 220 lb up at 11-0-12, 17516 down and 220 lb up at 12-11-4, and 175 lb down and 220 lb up at 14-11-4, and 177 lb down and 226 lb up at 17=0-0 on top chord] and 724 lb down and 399 lb up at 7-0-0, 79 lb down at 9-0-12, 79 lb down at 11-0-12, 79 lb down at 12-11-4, and 79 lb down at 74-11-4, and 724 lb down and 399 lb up at 16-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the,face of the truss are noted as front (I) or back (B). LOAD CASE(S) Standard I � I & AVIRNIN.. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall r building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. JAdditional 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. M!Tek' 6904 Parke East Blvd. Tampa, FL 18610 1 1 East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.26 Uniform Loads (plf) Vert: 1-4=74, 4-6=74, 6-9=74, 2-8=20 Concentrated Loads (lb) ' Vert: 4=148(F) 6=148(F) 13=724(F) 11=724(F) 21=148(F) 22=-148(F) 23=148 1 & 14ARIVING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE�PAGE MII.7473 rev, 1010312015 BEFORE USE. Design valid for use only with WNW 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 i building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• 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 oftrusses and truss systems, see ANStrrPI1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. b Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite M2, Alexandda, VA 22314. Tampa, FL 36610 East Coast Truss, Ft. Pierce, FL 34946 -211 1 7-13 2-0-0 7-13 Job Truss Truss Type Qty Ply Crull Office/Storage I T72026797 J34453 J34453A B01 Common 7 1 Jab Reference o tional • 2x4 °b 3 2x4 II 2 1 3x6 = 103-14 103-14 O. IOU b oup 1 1 LU I l IVII 1 UK IIIUubu ICJ, 111, 1 Ilu oup IY IL.JU.uu Gu I I rayc I I D: ko oq,SjSO6 FLAFOlmMuYEnzygMZY-OwR3F7d2TOjEwjZvLcnBQ4bQcL5FnbPs_mvNZwydirjr 13-6-10 20-0-0 126-5-0 32-10-13 _ 40 0 0 42-0-0 , 6-5-6 6-5.6 6-5-0 65�i 7-13 2-0-0 Scale=1:75.5 5x5 = 5.00 12 _ 6 3x4 i 3x4 4x6 % 5 7 4x6 4 8 2x4 9 10 2x4 I I 11 I¢ 16 1525 26 14 27 2813 12 0 3x4 =4x6 = 4x6 =3x4 = 3x6 = 3x8 = Plate Offsets (X Yl- f1:0-2-2 0-1-01 f4:0-3-0 Edgel f8:0-3-O.Edgel. f11:0-2-2,0-1-01 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.69 Vert(LL) 0.41 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.79 J�`ert(TL) -0.82 14-16 >589 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 ryorz(TL) 0.21 10 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -AS II Weight: 204 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD 4-0-0 oc bracing. J WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14, 7-14, 5-14 OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 2=2024/0-8-0, 10=2024/0-8-0 Max Harz 2=351(LC 6) Max Uplift 2=1235(LC 8), 10=1235(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3908/2201, 3-5=-3525/2010, 5-6=2500/1555, 6-7=2500/1555, 7-9=35 5/2010, 9-10=-3908/2201 BOT CHORD 2-16=-1813/3519, 14-16=-1343/2896, 12-14=1343/2896, 10-12=1813/3519 WEBS 6-14=-802/1398, 7-14=932/688, 7-12=219/615, 9-12=-468/482, 5-14=-931/688, 5-16=-219/614, 3-16=-468/482 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0 , f; h=30ft; 8=55ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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 1235 lb uplift at joint2 and 1235 lb uplift at joint 10. — - - 1 - - '- 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord. • J" & MRNING - Verify design parameters and READ NOTES ON.TH/S AND INCLUDED MITEN REFERENCE�PAGE M11.7473 rev. 1010312015 BEFORE USE. - Design valid for use only with WNW 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 property Incorporate this design Into the overall ��• J building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. 14dditional temporary and permanent bracing MiTek Y Is ahvays 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, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qtyr Ply Crull Office/Storage T12026798 J34453-J34453A B02 Hip 2 1 Job Reference o tienal East Coast Truss, Ft. Pierce, FL 34945 2-0-0 6-9� 12-10-' 2-0-0 6 93 6-1-6 5.00 12 3x4 4x6 % 5 4 2x4 3 2x4 II 2 ¢I 1 cc 18 17 27 3x4 = 4x6 = 316 = 9-9-14 19-0-0 9-9-14 - 9-2-2 6-1-6 ' 2-0-0 5x5 = , 5x51= —8 7 16 15' 3x4 = 3x4I = o.i su s aep I I zu i / ivu I ex meusmes, Inc. , nu aep Iv Iz:ou.uz zu it reue r )6FLAFOlmMuYEnzygMZY-KJYggpeJ??zy9ljHT1 pfWhmM9nMFVZ9R4OTdoydigp ?7-1-6 33-2-13 40-0-0 6-1-6 6-1 6 6-9-3 Scale=1:76.3 t F ,I. 3x4 8 44 9 2x4 10 os 11 2x4 I I IV 12 I,} 28 14 13 d 4x6 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.68 1�'ert(LL) -0.42 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.75 Vert(TL) -0.86 16-18 >561 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.21 11 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -AS Weight: 212 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 BS 1 Row at midpt 5-16, 8-15 OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 2=202410-8-0, 11=2024/0-8-0 Max Horz 2=335(1_C 6) Max Uplift 2=1235(LC 8), 11=1235(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3936/2207, 3-5=-3579/2031, 5-6=-2591/1598, 6-7=2313/1555, 7-8=2591/1598, 8-10=-3579/2031, 10-11=3936/2207 BOT CHORD 2-18=-1824/3547, 16-18=1392/2969, 15-16=893/2313, 13-15=1392/2969, 11-13=1824/3547 WEBS 3-18=-425/448, 5-18=-194/596, 5-16=-937/667, 6-16=376/688, 7-15=376/688, 8-15=-937/667,8-13=-194/598,10-13=-425/448 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; B=55ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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, with BCDL = 10:(Yj1`sf.7 i -_ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1235 Ito uplift at joint 2 and 1235 lb uplift at joint 11. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied di iectly to the top chord. v I ®WARNING - VedIlydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MRek®connectors. This design is based only upon parameters shown, and Is four 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 i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSgTPIt QuallCriteria, DSB-89 and BCSI Building Component tY 9 P 6904 Parke East Blvd. r Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Crull Office/Storage I [ly T12026799 • J34453-J34453A B03 Hip 2 1 Job Reference (optional) East Goast Truss, I-t. fierce, FL 34946 -2-M 6-1-3 11-6-10 17-" 2 556 55-0 ,., 5x8M18SHS= 5.0o 12 6 4x6 3x4 5 4 2x4 J 3 18 17 16 3x4 = 5x6 WB = 3x4 = 3x6 = o.wu s aep , I Zu i r WHIM mausmes, inc. r nu oep ry ,c.au.vu cu r r rnye i I D:kooASjSO6FLAF01mMuYEnzygMZY-kuEylihBlwMXOVRs89NM78JFcMpfS17b72d6E7ydigm >3-0-0 28-5-6 33-10-13 40-0-0 42-0-0 6-0-0 5.5-6 5-5 6 6-1-3 2-0-0 Scale=1:78.3 ¢x8 M18SHS 7 3x4 8 4x6 9 2x4 10 15 3x4 = 14 13 5x6 WB = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.90 16-18 >531 246 TCDL 7.0 Lumber DOL 1.33 BC 0.71 Vert(TL) -1.26 16-18 >381 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 i rz(TL) 0.20 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER- BRACING- \2x4 1112 _ `'" b I� 3x6 = PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 205 lb FT = 0% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. _. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD 4-0-0 oc bracing. 14-17: 2x4 SP 285OF 1.8E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during,truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.2 *Except* Installation guide. 17-17,14-14: 2x4 SP No.3 REACTIONS. (Ib/size) 2=2024/0-8-0, 11=2024/0-8-0 Max Horz 2=303(LC 6) Max Uplift 2=1235(LC 8), 11=1235(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3983/2227, 3-5=-3673/2074, 5-6=2819/1708, 6-7=2538/1652, 7-8=2819/1708, 8-10=-3673/2074, 10-11=-3983/2227 BOT CHORD 2-18=-1851/3595, 16-18=-1479/3102, 15-16=-1050/2538, 13-15=1479/3102,1 11-13=1851/3595 WEBS 3-18=-363/390, 5-18=-162/504, 5-16=-878/576, 6-16=300/656, 7-15=300/656, 8-15=878/576, 8-13=-1621504, 10-13=363/390 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=55ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip 1301_=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed fora 10.0 psf.boftom•chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1235 lb uplift at joint 2 and 1235 lb uplift at joint 11. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. I I 1 1 • � I sl AWARNING • VerNy design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekO 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 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, see ANSUTPIt Quality Criteria, DSB-89.and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.1 MF M!Tek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss- Truss Type _® Qty-�- Ply Cru11Office/Storage T12026800 J34453�134453A B04 Hip 2 1 Job Reference o floral East Coast Truss, Ft. Pierce, FL 34946 , -2-0-0 , 7-9-14 2-0-0 7-9-14 2x4 11 2 0 1 0 7-2-2 5-0-0 5.00 12 5x5 = 3x4 = 4 5 14 13 24 4x6 = 3x8 = 'ti La V-U I lnnrrl 8.130 s Sep 112017 MiTek Industries, Inc. Thu Sep 14 12:50:00 2017 Page 1 :koaASjS06FLAFOlmMuYEnzygMZY-9Tw5wsj3ark6tyARpHw3lmwkQamAfCdl gOrorSydigI 25-0 0 32-2-2 40-0-0 , 42-0-0 , 5-0-0 7-2-2 7-9-14 2.0 Scale=1:78.1 5x5 = 6 5x8 7 r; B 2x4 I I 9 I¢ 25 12 11 10 0 3x8 = 4x6 2x4 II 3x6 = Plate Offsets (X.Y)- 11:0-2-2.0-1-01 13:0-3-12.0-3-01.f7:0-3-12.0-3-01.19:0-2-2.0-1-01 - "I LOADING (psf) SPACING- 2-0-0 I]EFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 _CSI. TC 0.90 Vert(LL) -0.45 12-13 >999 240 TCDL 7.0 Lumber DOL 1.33 BC 0.98 )' lert(TL) -0.95 12-13 >506 180 BCLL 0.0 ' Rep Stress Incr YES, WB 0.55 ryorz(TL) 0.24 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS PLATES GRIP MT20 244/190 Weight: 207 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 - TpP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-0-0 oc bracing. 11-14: 2x4 SP No.1 BS 1 Row at midpt 3-13, 7-12 WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 2=2024/0-8-0, 8=2024/0-8-0 Max Horz 2=271(LC 6) Max Uplift 2=1235(LC 8), 8=1235(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3911/2139, 3 4=-3089/1769, 45=2765/1732, 5 6=276511732, 6 7=3089/1769, 7-8=3911 /2139 BOT CHORD 2-1 5=1 751/3616, 13-15=1746/3521, 12-13=1297/2893, 10-12=1746/3521, 8-1 0=-1 751/3516 WEBS 3-15=0/258, 3-13=856/613, 4-13=-279/687, 5-13=-453/203, 5-12=4531203, 6-12=-279/687, 7-12=-856/613, 7-10=0/258 NOTES- _ 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; B=55ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyJother 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, with BCDL = 10.0psf. I- - — 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1235 lb uplift at joint 2 and 1235 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. I ®WARNING- Verify design paramefors and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 1010342015 BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, 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 and/or chord members only. JAdditionat temporary and permanent bracing M iTek' Is ehvays 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, see ANSIITPII Quallty Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231I. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Crull Office/Storage I T12026801 J34453.134453A B05 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 112017 MiTek Industries, Inc. Thu Sep 14 12:50:11 2017 Page 1 _ ID:koo SjSO6FLAFOImMuYEnzygMZY-Z2bEZulytm6gkQvOUQTmMPYJOnoYsYRUW 4SSnydigg -2-0-0 6-9-14 13 0-0 20-M 27-0-0 33-2-2 40-0-0 42-0-0 2-0-0 6-9-14 6-2-2 7-M 7-0-0 6-2-2 6-9-14 2-0-0 Scale=1:76.7 5x8 = 2x4 I I 5x8 = 5.00 12 4 5 6 3x4 % 3x4 3 7 u Z'_ 2x4 11 2 8 2x4 11 — EM 9 1'Ah ,,}} Td 16 15 14 13 12 11 10 2x4 II 4x6 = 3x8 = 3x4 = 2x4 11 3x6 3x6 = 3x4 = 4x6 = i 6-9-14 13-0-0 20-0-0 27-0-040-0-0 6-9-14 6 2-2 7-0-0 7 0 0 6 2_2 6 9_14 Plate Offsets (X.Y)— 11:0-2-2.0-1-01.14:0-5-12,0-2-81,16:0-5-12.0-2-81.19:0-2-2.0-1-01 1 - LOADING (psf) SPACING- 2-0-0 CSI. DEF I. in (loc) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.46 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.74 13-14 >646 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.25 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS I Weight: 209 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT C ORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 ek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 stalledduring truss erection, in accordance with Stabilizer Fbn allation vide. REACTIONS. (lb/size) 2=2024/0-8-0, 8=2024/0-8-0 Max Horz 2=239(LC 6) �. Max Uplift 2=1235(1_C 8), 8=1235(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3945/2143, 3-4=-3291/1881, 4-5=3407/2068, 5-6=3407/206B, 6-7=3291/184 7-8=-3945/2143 BOT CHORD 2-16=-1764/3552, 14-16=-1764/3552, 13-14=1340/2967, 12-13=1340/2967, 10-12=1764/3552, 8-1 0=-1 764/3552 WEBS 3-14=-666/470, 4-14=-127/428, 4-13=-312/772, 5-13=569/474, 6-13=3121772, 6-12=-127/428, 7-12=-666/470 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=55ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 15, 11. 5) Plate(s) at joint(s) 1, 4, 6, 9, 2, 3, 16, 14, 13, 5, 12, 7, 10 and 8 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 15 and 11 checked for a plus or minus 4 degree rotation about its center. _ 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'• This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where -a rectangle-3:6-0 tall by 2-6:0 wide will fit between the bottom chord and any other members. 1 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1235 Ib Liplift at joint 2 and 1235 lb uplift at joint S. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to lthe top chord. • ®WARNING - Verify design pammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Wit-7473 rev. 101031201 S BEFORE USE. r Design valid for use only with MiTek® 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 property 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• 4_ •ways 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, see ANSVTP11 Quality Criterla, Dams and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. I Tampa, FL 36610 Job Truss Truss Type City Crull Office/Storage [ly T12026602 J34453-J34453A B06 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 -2-M 5.9-14 11-0-C 2-0-0 5Z14 5-2-2 6-M Il . r 5x5 = 5.00 12 4 26 27 r 3x4 3 2x4 I I 2 d 1 - 17 16 15 3x6 = 2x4 11 5x6 VVB = 3x8 = a.131.1 s bep 11 zui f Ivu i etc mausmes, Inc. I nu oep Iq -i c:ou: W zu if rage i I D:kooASj SO6F LAFOlmM uYEnzygMZY-VQj_anCPNMOJ3OcrWESgegabYfKWJmzlZZ Wfydige 23-0-0 29-0-0 34 2-2 40-0-0 42.0-0 6-0-0 6-0-0 5 2-2 5.9-14 2-0-0 Scale=1:76.7 1 3x4 = 3x4 = 5x5 = 5 6 28 29 7 12 >3Zx4z�' I � 9 2x4 11 10 I¢ 14 13 12 111 3x4 = 3x8 = 2x4 I I 3x6 = 5x6 WB = Plate Offsets KYI- 11:0-2-2.0-1-01.110:0-2-2,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFLtII in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.61 Vert(l) - 0.50 14 >951 240 MT20 244/190 TCDL 7.0 Lumber DOL- 1.33 BC 0.76 Vert(TL) -0.87 14-16 >554 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.24 9 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -AS I Weight: 209 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CI ORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 6-12 OTHERS . 2x4 SP No.2 *Except* MiTek recommends that Stabilizers and required cross bracing 15-15,13-13: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=2024/0-8-0, 9=202410-8-0 Max.Horz 2=207(LC 6) Max Uplift 2=1235(LC 8), 9=-1235(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3958/2160. 3-4=-3496/1971, 4-5=3190/1902, 5-6=3937/2286, 6-7=-3190/1902 7-8=3496/1971, 8-9=-3958/2160 BOT CHORD 2-17=-1792/3571, 16-17=-1792/3571, 14-16=1903/3878, 12-14=1903/3878, 11-12=1792/3571,9-11=-1792/3571 WEBS 3-16=-465/357, 4-16=-409/907, 5-16=-1033/538, 6-12=-1033/538, 7-12=409/907, 8-12=-466/357 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=55ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 boftom'chord and ahy other membees: I- -- 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1235 lb uplift at joint 2 and 1235 lb uplift at joint 9. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to theIItop chord. I I • I AWARNING • Verfiy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. f0/OJ/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this�idesign 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidancelregarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 WIF MiTek• 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Crull Office/Storage I T12026803 J34453-J34453A B07 Hip 2 1 Job Reference c tional East Coast Truss, Ft. Pierce, FL 34946 2-0-0 , 4-9-14 9-M 2-0-0 4-9-14 4-2-2 7-0-9 5x8 = 5.0o 12 4 26 27 7-2-13 3x4 = 4x6 5 6 8.130 s Sep 112017 MiTek Industries, Inc. Thu Sep 14 12:50:16 2017 Page 1 .00ASjS06FLAFOlmMuYEnzyg MZY-w?07cbp5ilkzrBnzHz3x3SG4zoY8XpgDf(3nD7ydigb 31-0 0 35 2-2 40-0-0 142-M 7-4-9 4-2-2 4-9-14 2-M Scale 1:76.9 2x4 II 5x8 = 7 28 29 8 2x4 Zx4 3 I 9 2 i I 1 1 3x6 = 17 16 15 3x4 = 4x6 = 3x4 = 14 13 12 3x8 = 4x6 _ 3x4 = 9-0-0 164-9 23-7-7 I 31-0-0 40-0-0 9-10 7-0-9 7-2-13 7-4-9 9-D-0 Plate Offsets (X.Y)- f1:0-2-2.0-1-01. f4:0-5-12.0-2-81, r6:0-3-O.Edael. f8:0-5-12.0-2-81. f11:0-2-2.0-1I�01 LOADING (psf) SPACING- 2-0-0 CSI. DEFLI in (loc) I/defL_ Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.64 14-15 >750 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.78 Vert(TL) -1.03 14-15 >465 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.24 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS I Weight: 202 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,6-8: 2x4 SP No.1 BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 4-15, 8-14 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation Quide, REACTIONS. (lb/size) 2=202410-8-0, 10=2024/0-8-0 Max Horz 2=175(LC 6) Max Uplift 2=1235(LC 8), 10=1235(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3960/2257, 3-4=-3672/2072, 4-5=-4736/2764, 5-7=4736/2763, 7-8=4736/2763, 8-9=-3672/2072,9-10=-3959/2256 BOT CHORD 2-17=1888/3573, 15-17=-1623/3368, 14-15=2403/4736, 12-14=1623/3368, 10-12=1887/3573 WEBS 3-17=-254/289, 4-17=-7/323, 4-15=878/1674, 5-15=622/483, 7-14=566/482, 8-14=-876/1673, 8-12=7/323, 9-12=255/289 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6,0psf; h=30ft; B=55ft; L=40ft; eave=5ft; Cat. - II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.I60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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: - - I — -'-- - - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1235 lb uplift at joint 2 and 1235 lb uplift at joint 10. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. I AWSIRNING • Vedly design parameters and READ NOTES ON THIS AND /NCLUDE(1 MITEK REFERENCE PAGE M11-7473 rev.10/0312015 BEFORE USE. • Design valid for use only with MITekO connectors, This design Is based only upon parameters shown, and Is for an Individual h�uilding 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 and/or chord members only. Additional temporary and permanent bracing MiTek is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdeation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS -89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Crull Office/Storage T12026804 J34453-J34453A B08G HIP GIRDER — 2 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 I 6.13U s Sep 11 ZU11 MtfeK Inrtustnes. Inc. Thu Sep 14 12:50:21 2017 Pagel ID:kooASjSO6FLAFOlmMuYEnzygMZY-GzCOfJtDXrNFxygx4Wf6mWz?hpHfClwypXV oCydigW -2-0-0 , 3-9-14 7-0 0 12-3 7 175-2 22-6-14 , 27-8-9 33-0-0 36 2-2 40-0-0 42-M , 2-0-0 3-9_14 3-2-2 5-3-7 5-1-11 5-1-11 5-1-11 5-3-7 3-2-2 3-9 14 2-0-0 ' Scale = 1:76.9 5.00 12 5x8 2x4 II 5xl4 M18SHS = 4 11' 3x8 = ' 5x5 = 4 30 31 5 32 33 34 6 35 36 737 38 39 840 41 42 9 3x4 It 3x4 3 10 2x4 11 2 11 zx4 II _ yf 1 d 12 I � 21 20 43 44 19 45 46 18 47 48 49 17 50 51 52 16 15 53 54 14 13 2x4 II 3x4 = 2x4 11 3x8 = 2x4 II 3x6 = 5x10 M18SHS = 3x8 = 5x8 MI BSHS WB = 3x6 = 3-9-14 7-0-0 12-3-7 175-2 225-14 27-8-9 33-0-0 36-2-2 40-0-0 3-9-14 3-2-2 5 3-7 5-1-11 5-1-11 5-1-11 5 3-7 3-2-2 3-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.73 Vert((L) 0.93 17-18 >515 240 TCDL 7.0 Lumber DOL 1.33 BC 0.69 Vert(TL) -1.45 17-18 >331 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 Horz(i L) 0.30 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 425 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc pudins. 4-6,6-9: 2x4 SP 285OF 1.8E — BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x4 SP 2850F 1.8E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 *Except* 15-15: 2x4 SP No.3 REACTIONS. (Usize) 2=4124/0-8-0, 11=4123/0-8-0 Max Horz 2=143(LC 24) Max Uplift 2=2405(LC 8). 11=2404(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=8569/4711, 3-4=-8997/5007, 4-5=11813/6589, 5-6=11887/6656, 6-7=13797/7689, 7-8=13797/7689, 8-9=8434/4747, 9-10=8999/5001, 10-11=8561/4710 BOT CHORD 2-21=-4144/7793, 20-21=-4144/7793, 19-20=-4397/8330, 18-19=7347/13692, 17-18=7329/13733, 16-17=6415/12007, 14-16=6415/12007, 13-14=-4142/7784, 11-13=-4142/7784 - WEBS 3-21=-392/284, 3-20=-527/779, 4-20=-261/749, 4-19=2199/4114, 5.19=764/710, 6-19=-2153/1153,6-18=0/433,7-17=-801/718,8-17=1124/2121,8-14=-4190/2272, 9-14=-1387/2816,10-14=-527/791,10-13=-396/278,8-16=01404, NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered-equally-appiied4o all plies, except -if noted as front (F) or back (B) face in they LOAD CASE(S) section. -Ply to — ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf; h=30ft,' B=55ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed; Lumber DOL=1. IO plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2405 lb uplift at joint 2 and 2404 lb uplift at joint 11. WARNING • Verf/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7477 rev. 1e/07/2015 BEFORE USE. • Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, 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 and/or chord members only. Additional temporary and permanent bracing Is M iTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrfration, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. I Tampa, FL 36610 Job Truss Truss Type Oty Ply Crull Office/Storage I T12026804 J34453-J34453A B08G HIP GIRDER 2 2 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 I 8.130 s Sep 11 2017 MiTek Industries, Inc. Thu Sep 14 12:50:21 2017 Page 2 ID:kogASjSO6FLAFOlmMuYEnzygMZY-GzCGfJtDXrNFxygx4Wf6mWz?hpHfClwypxk oCydigW NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 175 Ib down and 224 Ib up at 7-0-0, 175 lb down and 218 lb up at 9-0.12, 175 Ib down and 218 Ib up at 11-0-12, 165 lb down and 218 lb up at 13-0-12, 165 Ib down and 218 lb up at 15-0-12, 165 Ib down and 218 Ib up at 17-0-12, 165 Ib down and 218 Ib up at 19-0-12, 165 lb down and 218 lb up at 20-11-4, 165 Ib down and 218 Ib up at 22-11-4, 165 lb down and 218 lb up at 24-11-4, 165 lb down and 218 Ib up at 26-11-4, 175 lb down and 218 Ib up at 28-11-4, and 175 Ib down and 218 Ib up atl 30.11-4, and 175 Ib down and 224 Ib up at 33-0-0 on top chord, and 695 lb down and 373 lb up at 7-0-0, 79 lb down at 9-0-12, 79 lb down at 11-0-12, 79 lb down at 13-0-12, 79 lb down at 15-0-12, 79 lb down at 17-0-12, 79 lb down at , 19-0-12, 79 lb down at;20-11-4, 79 lb down at 22-11-4, 79,lb.;down at 24-11-4, 79 Ito down at 26711-4, 79 lb down -at 28-11-4, and 79.Ib down at 30-11-4, and 695,Ib down and 3731b up at 32-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1,25 Uniform Loads (plf) Vert: 1-4=74, 4-9=-74, 9-12=74, 24-27=20 Concentrated Loads (lb) Vert: 4=147(F) 9=147(F) 20=695(F) 6=147(F) 14=695(F) 30=147(F) 31=147(F) 33=1 47(F) 34=147(1`) 35=147(F) 36=-147(F) 37=-147(F) 38=-147(F) 39=147(F) 41=147(F) 42=147(F) 43=62(F) 44=-62(F) 45=-62(F) 46=-62(F) 47=-62(F) 48=62(F) 49=62(F) 50=-62(F) 51=62(17) 52=62(F) 53=-62(F) 54=-62(F) ,& WARNING - Vedry deslan parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 10/0312015 BEFORE USE. • Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, 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 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, see ANSUTP11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Crull Office/Storage T12026805 J34453-J34453A ZCJ1 Jack -Open 16 1 Job Reference o floral East Coast Truss, Ft. Pierce, FL 34946 2-M 0 8.130 s Sep 112017 MiTek Industries, Inc. Thu Sep 14 12:50:23 2017 Page 1 ID:kai ASIS06FLAFOlmMuYEnzygM O-0DLKm4?vU2SdzAGpJBxhasx2Nzd5Sg6vFGr 4t4ydigU 1-0-0 Scale: 1.5"=1' 3 5.00 12 2 4 Plate Offsets (X,Y)— 11:0-2-2.0-0-81 1 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.16 Vert(TL) 0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 9 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 2x4 SP No.3 BOT CHORD 10-0-0 cc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=0/Mechanical, 2=312/0-8-0, 4=75/Mechanical Max Horz 3=93(LC 8). 2=211(LC 8) Max Uplift 2=-400(1_C 8), 4=75(LC 1) , Max Grav 2=312(LC 1), 4=152(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=55ft; L=40ft; eave=5ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 Ib uplift atIjoint 2 and 75 lb uplift at joint 4. 1 I ' ®YVARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. M03615 BEFORE USE. • Design valid for use only with Mrrek0 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 andfor 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, derivery, erection and bracing of trusses and truss systems, see ANSIRPN Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. I Tampa, FL 36610 East Coast Truss, Ft. Pierce, FL 34946 Jab Truss Truss Type Qty PlyT1JCorb ll Office/Storage T12026806 J34453 J34453A ZCJ3 Jack -Open I 16 Reference o tional 8.13u s Sep 11 ZU17 MI I ek InOustnes, Inc. Tnu Sep 14 12:50:25 ZU17 Page 1 2-0-0 ID: i oASjSO6FLAFOf-0MuYEnzygMZY-9kRWVgwka3thQZziJMj2xM8jSQnK8OPXk9TBxzydigS 2.0.0 3-0-0 Scale = 1:12.2 3 5.o0 12 i 2 I N I 4 2x4 = Plate Offsets (X.Y1— 11:0-2-2.0-0-81. 12:0-3-6.Edge1 I LOADING (psi) SPACING- 2-0-0 CSI. DEFL. I in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.01 4-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.13 Vert(TQ -0.01 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MP I Weight: 15 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD 3-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=69/Mechanical, 2=330/0-8-0, 4=21/Mechanical Max Horz 2=177(LC 8) _ Max Uplift 3=50(LC 8), 2=329(LC 8) Max Grav 3=70(LC 13), 2=330(LC 1), 4=47(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=55ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directionao; cantilever left and right exposed ; Lumber DOL=1.601plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 Ib uplift aijoint 3 and 329 lb uplift at joint 2. I • I ® WARNING - Verify design p...fers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0i3/2015 BEFORE USE. Design valid for use only with MrrekO connectors. This design Is based only upon parameters shown, and Is for an Individual buildingl 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 and/or chord members only. Additional temporary and permanent bracing is MiTek' 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, see ANSUTP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I Tampa, FL 36610 Job Truss Truss Type Qty Ply Crull Office/Storage T12026807 J34453-J34453A ZCJ5 Jack -Open 16 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 -2-0-C 5,00 12 2 1x4 6. 6• 1 6• 6 2.4 = 8:1W s Sep 11 2017 MiTek Industries, Inc. Thu Sep 14 1Z:50:Z6 2017 Page 1 06F LAFOlmMuYEnzygMZY-dWtu iOxM LN?Y1jYut3FHTZgu Wg3GtTfhypCrrPydigF 5-M 5-0-0 3 N 4 Scale=1:16.3 mace unsecs (A,r)— Il:u-z-z,U-u-nl I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOE 1.25 TC, 0.60 Vert((L) 0.03 4-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.41 Vert(TL) -0.07 4-8 >910 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz L) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 21 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD 3-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=147/Mechanical, 2=404/0-8-0, 4=57/Mechanical Max Horz 2=237(LC 8) Max Uplift 3=130(LC_B), 2=-338(LC 8) Max Grav 3=147(LC 1), 2=404(LC 1), 4=84(LC 3) FORCES. (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=55ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 3 and 338 lb uplift at joint 2. f 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord, i A&YARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/g3/ om BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, 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 and/or chord members only. Additional temporary and permanent bracing MiTek Ls 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, see ANSUTP11 Quality Criteria, DSO-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd, 1 Tampa, FL 36610 Job Truss Truss Type City Ply Crull Office/Storage I T12026808 J34453 J34453A ZEJ7 Jack -Open 40 1 Jab Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1 8.130 s Sep 11 2017 MiTek Industries, Inc. Thu Sep 14 12:50:28 2011 Page 1 ID:kooASjSO6FLAFOlmMuYEnzygMZY-ZJ7f7izct FGH1iH_UHIY_ID9edaKN9_Q7hrYlydigP WM-0 7-0-0 Scale = 1:20.3 3 i 5.90 12 o A d N 2 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL-I in (loc) Vdefl Ud TCLL 30.0 Plate Grip DOL 1.25 TC . 0.66 Vert(LL) 0.13 ' 4-8 >633 240 TCDL 7.0 Lumber DOL 1.33 BC 0.86 Vert(TL) -0.28 4-8 >301 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TI) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS PLATES GRIP MT20 244/190 Weight: 28 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD 3-0-0 oc bracing. OTHERS 2x4 SP No.3 MRek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=222/Mechanical, 2=490/0-8-0, 4=83/Mechanical Max Horc 2=298(LC 8) Max Uplift 3=204(LC 8), 2=-364(LC 8) Max Grav 3=222(LC 1), 2=490(LC 1). 4=119(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf: h=30ft; B=55ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rec6ngie 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 to uplift at joint 3 and 364 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. I • ®WARNING- Verify design paramefers and READ NOTES ON THIS AND INCLUDED mrrEK REFERENCE PAGE 111I1-7473 rev.,'f0/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I MiTek' 6904 Parke East Blvd. Tampa, FL 36610 7 rL ';L. Job Truss Truss Type Qty Ply Crull Office/Storage I T12026809 J34453-J34453A ZHJ7 Diagonal Hip Girder 8 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 B-130 s Sep 112017 MiTek Industries, Inc. Thu Sep 14 12:50:30 2017 Page 1 ID:kooAS)S06FLAFOlmMuYEnzygMZY-ViFPYO_IpcV WLsg6vJDePrcZRPdoB4GtRAydAydigN -2-9-15 5-2-9 I 9-10-1 2-9-15 5-2-9 4-7.8 I Scale=1:23.7 2x4 I I 5 6 3.54 12 19 3x4 4 18 N I N 3 2 g 1 s d 20 21 9 22 8 1x4 11 5x5 =7 3x4 = 11 3x4 = 3x4 II 9 5-2.9 I 70 Plate Offsets (X,Y)— i2:0-0-8.0-1-121.i11:0-2-0,1-3-01,111:0-0-0,0-1-121 I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Weill L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.09 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.51 Vert(TL) -0.10 9-17 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Holz(TL) 0.01 8 file n1a BCDL 10.0 Code FBC2014frPI2007 Matrix -MS Weight: 48 lb FT = 0% LUMBER- BRACING; TOP CHORD 2x4 SP No.2 TOP CHO(2D, Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 I except end verticals. WEBS 2x4 SP No.3 BOT CHORD 3-0-0 oc bracing. M. a recommends that Stabilizers and required cross bracing b . installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. (lb/size) 6=0/Mechanical, 3=475/0-10-15, 8=689/Mechanical Max Horz 6=471(LC-1),.3=-471(LC 1) Max Uplift 3=399(LC 8), 8=-388(LC 8) Max Grav 3=642(LC 31), 8=689(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=589/153, 4-5=260/499, 5-6=209/452, 5-8=329/241 BOT CHORD 3-9=509/1000, 8-9=509/1000 WEBS 4-9=0/253, 4-8=1034/516 I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=5511t; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. - 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live load I. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 lb uplift atljoint 3 and 388 lb uplift at joint 8. _ 7) Hanger(s) or other connection devices) shall be provid—eff 'Sufficient to support concentrated load(s) 127lb down and 66 lb up at _ --- 4-2-15, 127 lb down and 66 lb up at 4-2-15, and 159 lb down and 155 lb up at 7-0-14, and 159 lb down and 155 lb up at 7-0-14 on top chord, and 144 lb down and 103 lb up at 1-4-15, 144 lb down and 103 lb up at 1-4-15, 32 lb down and�l lb up at 4-2-15, 32 lb down and 1 lb up at 4-2-15, and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection devices) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back'(B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5=74, 5-6=-74, 7-15-20, 10-12=20 AYYARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, 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 and/or chord members only. Additional temporary and permanent bracing MiTek' isatways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iTampa, FL 36610 Job Truss Truss Type City Ply Crull Office/Storage I T12026809 J34453-J34453A ZHJ7 Diagonal Hip Girder 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 IDJ LOAD CASE(S) Standard Concentrated Loads (lb) _ Vert: 19=84(F=42, B=42) 20=72(F=36, 13=36) 21=3(F=1, B=1) 22=-57(F=-29, B=29) t'y 1 8.130 s Sep 11 2017 MTek Industries, Inc. Thu Sep 14 12:59:31 2017 Page 2 iS06FLAFO[mM uYEnzyg MZY_uonik? VAvdr8U RsfdgSAd N ml dsXeKQ65wWgdydigM WARMNO - Verify design paameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll•74T3 rev. 10/0312015 BEFORE USE. Design valid for use only with MI7ek0connectors. 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 chard members an. y. Additional temporary and permanent bracing MiTek' t Isways required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Symbols - PLATE LOCATION AND ORIENTATION 31 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. O'I.1e For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. 1fhis symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE I 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 I 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. Y} Industry Standards: ANSI/TP11: 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. i r 0_ O 2 U EL O H Numbering System 1 2 dimensions shown in ft-in-sixteenths (Drawings not to scale) 3 BOTTOM CHORDS 8 7 6 5 it O 2 U o_ O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: { ESR-1311, ESR-1352, ESR1988 It 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 =1111111110 MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 i ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 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 ANSUTPI 1. 7. Design assumes trusses will be suitably protected from the environment inlaccord with ANSI/rPI 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 after truss member or plate without prior approval of an engineer. 1 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 ANSIlTPI 1 Quality'iCriteda. i