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HomeMy WebLinkAboutTRUSS ENGINEERING CRITERIA AND DESIGN LOADSLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. iTek 0 in \-C ��--ii,\\'G. RE: M11392 - THE WINDSOR MiTek USA, Inc. S� a information: 6904 Parke East Blvd. Tam a FL 33 0 4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 71 Carlton 3 Bedroor>pi Rear orch Lbt/Block: Subdivision: A" dress: unknown SCANNED Cl y: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the buildilli !Luau county Name: License #: Address: ("il'.: State: Iral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special ing Conditions): jn Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Code: ASCE 7-10 Wind Speed: 165 mph Load: 37.0 psf Floor Load: N/A psf package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet )rms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. N. . Seal# Truss Name I Date 1 :; T13569660 1 3/22/18 __. 21; _.1 T13569661 _A __ Ai 3122/18 31 T13569662 1 A2 3/22/18 41'1 T13669663 1 A3 3/22/18 [511 1 T13569664 J A4 3/22/18 16,11 1 T13569665 1 A5 1 3/22/18� 17 i 1 I T13569666 1 ATA 1 3/22/18 811 I T135696671 B 1 3/22/18 1 9 T13569668 1 BHA 3/22/18 110.1 1 T13569669 1 GRA 3/22/18 11 T13569670 J 1 3/22/18 1 I T13569671 1 J3 1 3/22/18 1 13 T13569672 I J5 _ 1 3/22/18 1 TA13569673 J7 3/22/18 1 LT13569674 KJ7 3/22/18 rawing(s) referenced above have been prepared by MiTek under my direct supervision based on the parameters y Chambers Truss. ;ign Engineer's Name: Finn, Walter renewal date for the state of Florida is February 28, 2019. AT NOTE: The seal on these truss component designs is a certification eer named is licensed in the jurisdiction(s) identified and that the ,ly with ANSI/TPI 1. These designs are based upon parameters )ads, supports, dimensions, shapes and design codes), which were K. Any project specific information included is for MiTek's customers purpose only, and was not taken into account in the preparation of MITek has not independently verified the applicability of the design the designs for any particular building. Before use, the building designer applicability of design parameters and properly incorporate these designs II building design per ANSI/TPI 1, Chapter 2. o�, �` S •• ,ems No 22 • r STATE OF i0 �(/♦ �.�4 O R 1 O P• •N ,pNA,r 0,,�� Walter P. FInn PE No22839 MITek USA, Inc. Fl. Cart 6634 6904. Parke East Blvd. Tampa FL 33610 Date: FILE COPYFinn, Walter March 22,2018 1 of 1 Job I � Truss Truss Type Qty Ply THE WINDSOR T13569660 M11392 A HIP 1 1 Job Reference (optional) TCLL TCDL BCLL BCDL LUMBI TOP C BOT C WEBS FORCI TOP C BOT C WEBS i russ, Inc., Tort Pierce, I-L 9-0-0 . 14-11-0 4x8 = 4.00 F12 2x3 4 8.130 s Mar 11 2oi8 MI I eK Industries, Inc. I nu Mar 22 09:13:05 2018 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-jR3gUsZbktWXUduXL4V56b8N7zH_LSgUaLgXZYzYQiC 20-2-13 26-0-0 28-1-2 35-0-0 6-0- 5-3-13 5-9-3 2-1-2 6-10-14 0- 2x3 11 3x6 = 4x4 = 4x8 = 2x3 26 5 6 7 27 8 9 3 25 28 24 29 17 16 3x4 3x6 = 9-0-0 14-11-0 ffEn 15 14 6x8 = 3x4 = 13 12 3x6 = 3x4 = (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a 10.0 Code FBC2017/TP12014 Matrix -MS BRACING- D 2x4 SP M 30 TOP CHORD D 2x4 SP M 30 BOT CHORD 2x4 SP No.3 S. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Horz 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 2-3=-639/108, 3-4=-396/0, 4-5_ 967/776, 5-7=-967/776, 7-8=-454/938, 8-9= 1009/1884, 9-10— 1265/2154 D 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971/1174 3-17=-372/461, 4-17= 272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399, 8-14=-580/997, 8-12=-958/447, 9-12=-358/600, 7-15=-1329/2190 Scale = 1:60.5 LO m 10 11 t2 Io 3x6 = PLATES GRIP MT20 244/190 Weight: 161 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 4-5-1 oc bracing. 1) Unbal I nced roof live loads have been considered for this design. 2) WindR ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511t; B=70ft; L=35ft; eave=5ft; Cat. II; E C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 910-0, Exterior(2) 9-0-0 to 30-i t , Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumb r DOL=1.60 plate grip DOL=1.60 3) Provi adequate drainage to prevent water ponding. 4) This Miss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This russ 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 fits etween the bottom chord and any other members. 6) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=23 1 15=1439. 10=799. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 ® wi N/NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MiTEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Deslg I valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not �° a iru build system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall g design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW aiw fabri ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' tion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Bid. Safe ' nformanon available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type A Qty Ply THE WINDSOR T13569661 M11392 Al SPECIAL 1 1 Job Reference (optional) i russ, Inc., rori r-ierce, rL 8-6-0 0. IOU b IVId1 I I CV 10 IVII I tlA ❑ W u."'.., O N. III '—, .G va. , auu — .. rayc ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-BdcDiCaDVBeO6nTjvol KfpgX?NVK4xWep?Q56?zYQiE 14-9-0 19-8-14 24-0-0 27-4-7 35-0-0 $6-0•Q 3-9-0 4-11-14 4-3-2 3-4-7 7-7-9 -0- ! 5x6 = 2x3 11 4.00 F12 5 ' 2x3 \\ 4 21 3 i I 20 In of Plate TCLL TCDL BCLL BCDL LUMB TOP C BOT C WEBS TOP C BOT C WEBS 13 12 3x5 = 5x8 MT18HS = 3x4 = 5x6 = 6 22 7 RR 2x3 8 11 7x8 MT18HS = 2.00 12 Scale=1:61.3 t2 23 — 9 10It2 r 0 3x12 = 10-0-0 4-9-0 9-9-8 10-5-8 f,(Sets (XY)-- [2:0-0-2 Edge) [9:0-1-15 Edgel G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TIC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 MT18HS 244/190 0.0 Rep Stress [nor YES WB 0.77 Horz(CT) 0.35 9 n/a n/a 10.0 Code FBC2017fFP12014 Matrix -MS Weight: 155Ib FT=20% BRACING- D 2x4 SP M 30 TOP CHORD D 2x4 SP M 30 BOT CHORD 2x4 SP No.3 S. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2= 117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 2-3=-3209/2102, 3-4= 3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9= 5751/3700 D 2-13=-1883/3007, 12-13=-1591/2657, 11-12= 2456/3908, 9-11=-3442/5478 3-13=-425/410, 4-13=-354/571, 4-12= 362/617, 5-12=-269/279, 6-12= 1034/712, 6-11=-373/892, 7-11=-897/1523, 8-11= 404/435 Structural wood sheathing directly applied or 2-7-7 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=70ft; L=35ft eave=5ft; Cat. II; Ex $ C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for memo, rs and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provi�le adequate drainage to prevent water ponding. 4) All pl-, es are MT20 plates unless otherwise indicated. 5) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This!russ 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) Beari 3 at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capa, :y of bearing surface. e) Provid' mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=826 9=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q W 6 1 N/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Desl valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a U system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall build I ig design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is al required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabri, " tlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safefy information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569662 M11392 A2 SPECIAL 1 1 Job Reference (optional) cnam0 rs I russ, mG., ron merCe, FL 8.130 s iViar 11 2016 MI I eK ind U5ule5, inc. r nu rvlar 22 09 I3:V / 20 r o rd9e r ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-fpAbvYbrGUmFjx2vTVYZBODhBnrxpNMn2f9eeRzYQiA 1.0 8-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 6-0- 1-0 8.6-0 4-6-0 1-9-0 7-3-0 5-4-7 7-7-9 0- I Scale=1:61.3 it Sx6 = 3x4 = 5x8 = 4.00 12 4 21 5 22 6 2x3 \\ yx3 3 7 20 23 v �1 10 0 11 B 9 7x8 MT1 BHS = IM = 3x4 o 13 12 I3x6 Ii 3x4 — Sx8 = 3x12 = = 2.00 12 10-0-0 14-9-0 22-0-0 24-6-8 35-0-0 10-0-0 4-9-0 7-3-0 2-6-8 10-5-8 Plate O sets X,Y -- 2:0-0-6,Edge], 6:0-4-0,0-2-3 , 8:0-1-15 Edgel LOAD[ 13 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL i 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 160 lb FT = 20% LUMB l EIRACING- TOP C bRD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT C , ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS I 2x4 SP No.3 --TONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCE . (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C RD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 5-6= 3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CJ RD 2-13=-1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, 8-10= 3410/5485 WEBS 3-13= 420/418, 4-13_ 427/688, 4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277, 6-10= 1318/2268, 7-10=-503/530 1) Unbalanced roof live loads have been considered for this design. 2) Windl, ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35fh eave=5ft; Cat. II; E4 C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for mere ers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provi a adequate drainage to prevent water ponding. 4) All pl tes are MT20 plates unless otherwise indicated. 5) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - Thi 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) Beari g at joint(s) 8 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capa ty of bearing surface. 8) Provl a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=82 , 8=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q W NING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Desl' valid for use only withMiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component. not �° a tru. � system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall bull design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is al required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabit' tiort storage- delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Insatute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569663 M 11392 A3 SPECIAL 1 1 Job Reference (optional) I russ, Inc., For[ Fierce, rL 8-6-0 O. IOU J IVIAI 1 1 eu I O IVII 1 C& UIUUJU ICJ, II IU. 1 IIU 1V 1 ee vtl 1 J.VO LV IO r q. I ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-70kz6ucT1 ou6L5d61 D3okEmtrABCYrBwGJvBAtzYQi9 15-0-0 20-0-0 24-6-8 27-4-7 35-0-0 $6-0-Q 6-6-0 5.0-0 4-6-8 2-9-15 7-7-9 .0- Scale = 1:62.3 1 4.00 12 5x6 = 45 = I it 5 6 3x4 5x6 4x6 7 5x6 ' 4 3 B In fi N 21 / 22 01 2 11 9 n 10 m jj12 7x8 MT18HS = Im 14 13 4X8 = d �i 3x5 = 2x3 11 5x6 = 2.00 12 3x12 = 8-6-0 14-9-0 20-0-0 24-6-8 35-0-0 8-6-0 6-3-0 5-3.0 4-6-8 10-5-8 Plate Offsets (X Y)-- [2:0-1-6 Edge] [3:0-3-0 Edge] [8:0-3-0 0-3-0] [9:0-1-15 Edge] LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.97 11-20 >432 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160lb FT=20% I LUMBE - BRACING - TOP r- RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CFORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS I 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACT I NS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCEI . (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH RD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554 BOT CHI RD 2-14= 1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12= 2935/5103, ( 9-11=-3302/5445 WEBS 4-14=0/329, 4-13= 897/636, 5-12=-316/661, 6-12= 317/616, 7-12=-2727/1643, 7-11=-1072/1939,8-11=-390/391 1) Unbi 2) Win( II; EI men 3) Prov 4) All p 5) This 6) • Thi will f 7) Beal capz 8) Prov Inced roof live loads have been considered for this design. ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35ft; eave=5ft; Cat. C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for ;rs and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. es are MT20 plates unless otherwise indicated. iss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. russ 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 retween the bottom chord and any other members. 3 at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify :y of bearing surface. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Desl 11 valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �° o hu' system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bull g design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is alpys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrl' ition, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sale, Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 a IPJ Job Truss Truss Type Qty Ply T73569664 M11392 A4 SPECIAL 1 1 �THEWINDSOR Job Reference (optional) .- nn Inc Thii Mar2209:13:09 2n18 Pane 1 Gnamoe�s I russ, mc•, Mir I-IBme, rL �. ,.,�, , , ,.,, , ,..,. , , .... ... ..._ _- -- - -- -- - - - ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-bCILKEc6o61zzFClawal HRI2naXQHF54VyeliJzYQi8 0- 8-6-0 14-9-0 17-0-0 8-0- 24-6-8 27-4.7 35-0-0 6-0- 0- 8-6-0 6-3-0 2-3-0 0- 6-6-8 2-9-15 7-7-9 -0- li Scale = 1:62.3 I 4.00 FIT 5x6 = 4x6 = 2x3 6 7 5 5x6 C 3x6 06 3x4 % 8 4 9 2x3 3 10 23 24 N 2 13 sm 11 12 7x8 MT18HS o — 14 o 16 15 3x12 = I 3x5 = 2x3 11 5x8 = 2.00 12 3x12 = I I 8-6-0 14-9-0 7B-0-0 24-6-8 35-0-0 8-6-0 6-3-0 3-3-0 10-5-8 Plate O sets X,Y - 2:0-1 6,Ed e , 9:0-3-0,Ed e , 11:0-1-15,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL I'i 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 2441190 TCDL 11 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017[FP12014 Matrix -MS Weight: 172 lb FT = 20% LUMB - BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. BOT C ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS . I 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACT NS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Harz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCE (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C i DRD 2-3=-3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8=-2380/1519, 8-10=-5361/3228, 10-11=-5716/3480 BOT C , 1 DRD 2-16=-1776/3045, 15-16=-1776/3045, 14-15= 1117/2168, 13-14=-2920/5154, 11-13= 3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14=-163/427, 6-14=-309/604, 6-15=-315/409, 8-14=-3146/1901, 8-13— 1034/1946, 10-13= 343/333 1) Unb'1 nced roof live loads have been considered for this design. 2) Wind• ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; ExJ C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for mem J Jers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provl a adequate drainage to prevent water ponding. 4) All pl Ites are MT20 plates unless otherwise indicated. 5) This uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` Thi I 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 fi between the bottom chord and any other members. 7) Bearg at Joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cape ty of bearing surface. 8) Provl a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=82 . 11=825. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® RNlNG - Verity design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE, Des] valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a lf' i system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu0 g design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is ali 3ys reclulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabr) ation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/FPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T13569665 M11392 A5 SPECIAL 16 1 Job Reference (optional) c;namDl s i russ, inc., t-on vierce, r-L 1 8-6-0 1-0 8-6-0 „ 1 21 I. of 3x5 = 4.00 F12 6x8 II 6 2x3 I I 3x6 225 3x4 - 4 3 14 13 2x3 I I 5x10 = 25 o. I ou J 1-1 1 14u I o ­1 wN II Iuuau Iwo, 111- I lu .1_1 6bx7j2Syl HDXFw7ye3KX-30sjXZdkZP9gaOnU8d5Gpfrcc3aBOm�_vDkcOIFmYQ7 24-6-8 27.4-7 35-0-0 $6-0-q 7.0-8 22 5 7-7-9 -0- P3 2x3 11 5x6 WB 7 8 2x3 9 24 12 26 7x10 MT18HS = 2.00 12 Scale = 1:60.3 3x12 = 8-6-0 14-9-0 8 35-0-0 8.6-0 6 9-9--3-0 9-9-8 10-5-8 Plate Ot sets X,Y -- 2:0-1-6,Ed e , 8:0-3-0,Ed e , 10:0-1-15,Ed e LOADI G (psf) SPACING- 2-0-0 cSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL i' 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 160lb FT=20% LUMB - BRACING - TOP d, ORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT C ORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 1 6-12: 2x4 SP M 30 OTHE II 3 2x4 SP No.3 REAC ONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 I1 Max Horz 2= 179(LC 10) II Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCE . (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C1, ORD 2-3=-3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT Ci 1 ORD 2-14=-1865/3040, 13-14= 1865/3040, 12-13— 1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303, 3-13= 861/619, 5-13= 216/264, 6-13=-300/527, 6-12= 2247/3526, 7-12=-323/38819-12=-321/306 1) Unbalanced roof live loads have been considered for this design. 2) WIn x ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=70ft; L=35ft; eave=5ft; Cat. II; EL C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterlor(2) -1-0-0 to 2.6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-01iO zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All p �tes are 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) ` Th I truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bea ng at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cap ity of bearing surtace. 7) Pro I e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=8u. 10=825. Walter P. Finn PE No.22639 MiTek USA, Inc. FL cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A 1 4 ARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE. Dellin valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a tr system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu(.. ing design. &acing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° B d rays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa atiom storage• delivery• erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saf,_ Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandda, VA 22,114. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR i T13569666 M11392 ATA COMMON 5 1 Job Reference o tional TM,. AA,.. nn lltl.47 44 nn4p Do I unamb 5 1 runs, mc., rorr r-IBrGe, rL 0. i ou a ,nai i i <0 i V -I i cn „1UUou,w ,,,C. , r u ai II ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-XbQ61veMKjHhCYMgiLcVMsOOlOH6IFeNyG7rnCzYQi6 r1-Oil 8-4-0 12-11-0 17-6-0 , 22-1-0 26-8-0 35-0-0 $6-0-Q 0• 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 -0-0 Scale=1:59.5 I I 4.00 12 4x4 = 6 2x3 II 26 27 2S 2x3 II 25 7 3x6 % 5 3x6 zzz 3x4 i 4 8 3x4 3 9 i 24 29 �1 10 11 v dI 17 o i17 16 15 30 31 14 13 12 6 3x6 —_ 2x3 11 4x6 = 3x8 = 2x3 11 3x6 = 3x8 = 4x6 = 1i I 8-4-0 12-11.0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 Plate Offsets (X Y)-- [2:0-0-2 Edge] [10:0-0-2 Edge] LOADI I4 G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 166 lb FT = 0% LUMB - BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins. BOT C ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REAC IONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Harz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORC (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C ORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6= 2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, 9-10=-3404/1963 BOT C ORD 2- 1 7=- 1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15= 560/968, 3-15=-681/524 NOTE 1 1) Unb lanced roof live loads have been considered for this design. 2) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=701h L=35fh eave=6ft Cat. 11; Ei C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0 D zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100 lb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This, cuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` Thi 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 f( between the bottom chord and any other members, with BCDL=10.Opsf. 6) Prov a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=7 , , 10=775. 'UI RNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE. De n valid for use only with Mfiek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not o 1r system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bdi Ing design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing ,ad toys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fatif aflon, storage, all erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Salsi Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. it Walter P. Finn PE No.22839 Mft USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ibliTek' 6904 Parke East Blvd. Tampa, FL 33610 II Job Truss Truss Type Qry Ply THE WINDSOR T13569667 M11392 B COMMON 2 1 Job Reference o tional . 1) Unb' anced roof live loads have been considered for this design. 2) Win'' ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=70ft L=35ft; eave=5ft; Cat. II; E) C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-d zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This; Icuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . Thf 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. 5) Prod', a mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint! 5, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.21839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 A RNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev. 10/03/2015 BEFORE USE. DeAn n valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a t system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bull ing design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing O W WOW Is al ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fab aflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafeIv information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THEWINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Lam= - s I runs, Inc., Fort fierce, FL 6.130 s Iwdl 1 1 eV 1 a Ivu 1 en 111UU5Ule3, 111U. I HU Mal 4L VV. 10.1 J LV 10 rage! I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-UzXsAbfcrKXPRsV3pmfzRHT14B_kD89gQacyr5zYQi4 15-6-0 21-6-0 r1-0-Q 7-0-0 9-6-0 11-6-0 13.6-0 14.Or0 17-6-0 1 19.6-0 21-0-0 23-6-0 25-6-0 1 28-0-0 _ 35-0-0 36-0-Q 1-0-0 7-0-0 2-6-0 2-0-0 2-02-6-i) 2-0-0 2-0-0 1-6-0 -6- 2-0-0 2-0-0 2-6-0 7-0-0 11-0-01 Scale=1:62.4 4.00 F12 4x4 = I' 57 15 58 17 ! 56 12 59 3x6 55 9 20 548 60 22 3x6 2�1 � 5x12 % 53 4 6 x6 = 3x4 26 5x12 3 11 1 19 1 23 627 ! 63 14 52 2 26 29 !;2 N 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 O 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = Ili i 7-0-0 14-0-0 21-0-0 28-0-0 35-0-0 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 Plate O; sets X,Y -- 32:0-3-8,0-3-0 li LOADI (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL ! 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 208 lb FT = 0% LUMB BRACING - TOP C,,��,,ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc puriins. BOT CW RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS ! 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTDINS. All bearings 0-8-0. (lb) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joints) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 28= 434(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) li FORCE (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 2-3=-1692/1103, 3-4=-105/259, 27-28=-1129/710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514, 10-11=-436/514, 11-13=-436/514, 13-16=-436/514, 16-18=-436/514, 18-19=-436/514, 19-21= 382/412, 21-23=-382/412, 23-25=-382/412, 25-27=-387/418 BOT Cf I RD 2-35=-939/1572, 33-35= 909/1484, 32-33= 382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3-35= 191/649, 27-30=0/451, 3-33= 2090/1523, 11-33=-810/782, 19-32=-772/745, 27-32= 1484/1044, 9-10=-463/453, 20-21 =462/454 I NOTES 1) Unb j lanced roof live loads have been considered for this design. 2) Win : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; EV C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provj a adequate drainage to prevent water ponding. 4) All pi tes are 2x3 MT20 unless otherwise indicated. 5) This I uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - Thi, 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 fi between the bottom chord and any other members. 7) Provi a mechanical connection (by others) of truss to beating plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at joint 3, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 8) Gra lical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) Han r(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-C 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb do nd 2061b up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 Ib down and 206 lb u at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at 39 25-1 4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 Walter P. Finn MiTek USA, Inc. FL1. Cert Cert 6634 lb dog n at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 6904 Parke East Blvd. Tampa FL 33610 19-11 4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord. The sign/selection of such connection device(s) is the responsibility of others. Date: 10) In ttI' LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). March 22,2018 ® W RN/NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. 10/03/2015 BEFORE USE. Desl 1n valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component not a in! system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall bulU ng design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is al ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabf atlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe.f y Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569668 M11392 i BHA BOSTON HIP 1 1 Job Reference o tionai Iuss, Inc., I-0r1 Fierce, rl- O. I OV b1-1 1 r— l D twill wN l l lu uou l oa, 11— ii lu iv.. cc. vo.,,+.il I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-y95ENxgEcefG304FNTAC_VOwpbKzybOpfEM W OXzYQi3 LOAD i'ASE(S) Standard 1) Dean,+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Link'Loads (plf) II Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29= 54 Con( n1rated Loads (lb) Vert: 35=-373(F) 30— 23(F) 42— 23(F) 43_ 23(F) 44= 23(F) 45— 23(F) 46=-23(F) 47=-23(F) 48= 23(F) 49= 23(F) 50= 23(F) 51=-23(F) 52=-169(F) 53=-118(F) II 54=-118(F) 55=-118(F) 56=-118(F) 57= 118(F) 58=-118(F) 59=-118(F)60= 118(F) 61= 118(F) 62=-118(F) 63=-118(F) AJ VARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. f0/032015 BEFORE USE N Ign valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a f' iss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall b ding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is I: ways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f cation, storage, delivery, erection and bracing of trusses and miss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component So 4Y Information available from Truss Plate institute, 218 N. Lee. Street Suite 312, Alexandria VA 22314. MiTek7 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR i T13569669 M11392 GRA HIP 1 1 Job Reference (optional) 6( I russ, mc., MR rrerce, rL 7-0-0 4.00 12 1 3x4 = 5x8 MT18HS = 3 15 2x3 I w7ye3I;-'QMfcaHhsNyn7hAfSxBhRW iY_m?eChzGytu53wzzYQi2 ID:—kfiGCA6bx���g�IHDXF 4-11-0 21-5-2 28-0-0 35-0-0 q6-0-Q 7-11-0 6-6-2 6-6-14 7-0-0 -0-0 3x5 I 3x6 = 4x8 = 22 23 24 25 4 26 27 5 28 629 30 31 32 33 34 14 35 13 36 37 38 1239 11 40 41 3x6 = 5x12 3x4 = 4x6 = 4x8 = 7 10 2x3 I i Scale = 1:60.3 3x5 = Ij 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 Plate O sets X,Y - 3:0-5-4,0-2-8 , 6:0-3-8,0-2-0 , 7:0-5-4,0-2-4 , 13:0-2-010-3-0 LOADII G (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 1' 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 1 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 10-12 >812 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 153 lb FT = 20% LUMB E - BRACING - TOP C gORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc puffins. BOT C�K ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS; 2x4 SP No.3 `Except' WEBS 1 Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pis 3-13 �I REAC INS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 j Max Horz 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) ,i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C' ORD 2-3=-1534/729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7= 1946/1834, 7-8=-2978/2565 BOT C ORD 2-15= 586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12= 2359/2830, WEBS 8-10= 2329/2789 3-15= 159/733, 3-13=-2917/1869, 4-13=-848/801, 6-13=-3504/3050, 6-12— 430/666, 7-12_ 940/731, 7-10= 489/690 1) Unb,' anced roof live loads have been considered for this design. 2) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511t; B=70ft; L=351i eave=5ft; Cat. 11; El C; Encl., GCpi=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Prov' a adequate drainage to prevent water ponding. 4) All plibetween 'tes are MT20 plates unless otherwise indicated. 5) Thisuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - Thtruss 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 7) Prov' the bottom chord and any other members. a mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at joint) 3 and 1159 lb uplift at joint 8. 8) Han$ ii or other connection device(s) shall be provided sufficient to support concentrated loads) 203 lb down and 329 lb up at 7-0-0� 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 1 , 5 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155 lb up at 19-1i 4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 1 dowl' down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb and 3 lb up at 11-0-12, 63 lb down and 3lb up at 13-0-12, 63 lb down and 3lb up at 15-0-12, 63 lb down and 3 lb up at 17-6 12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and Walter P. Finn PE No.22839 3 lb desi '' at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The Vselection of such connection device(s) is the responsibility of others. MiTek USA, Inc. FL Cart 6834 9) In th' i LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 604 Parke East Blvd. Tampa FL 33610 LOAD ASE(S) Standard March 22,2018 ® RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE �M DesI n valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �' a fr' system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buil ng design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is of ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fati afion, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sater Information available from Trtm Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T13569669 M11392 GRA HIP 1 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL a.i ju s iviar i t zu i a Nu i etc riuusuies, urc. raye I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRW iY_m?eChzGytu53wzzYQi2 LOAD C' SE(S) Standard 1) Deaci + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unif�' m Loads (pit) Con(!IVert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 nitrated Loads (lb) Vert: 3= 147(B) 7=-147(B) 15=-452(B) 13=-40(B) 4=-90(B) 10= 452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26= 90(B) 27=-90(B) 28= 90(B) 30= 90(B) 31=-90(B) 32=-90(B) 33=-40(B) 34=-40(B) 35=-40(B) 36=-40(B) 37— 40(B) 38=-40(B) 39=-40(B) 40=-40(B) 41— 40(B) ARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 1010312015 BEFORE USE. gn valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a i ss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is' ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa ricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPI i Quality Criteria, DSB-89 and BCSI Building Component Sgjoty Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply WINDSOR T13569670 M113921, J1 MONO TRUSS 8 1 �THE Job Reference (optional) I russ, Inc., t-on: Tierce, I-L a. I" D Mal 1 1 Gu 1 o Ivll I en Il lull',-, 1111,. I f lu Ivl.1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiYAk?oOhCgytu53wzzYQi2 -1-0-0 1-0-0 1-0-0 1-0-0 3x4 = Scale = 1:6.1 LOADII, G (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL ' 0.0 Rep Stress Incr YES WB 0.00 Hot-z(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5 lb FT = O% LUMBI V R- BRACING - TOP 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT fRID RD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REAC (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) �ONS. Max Uplift 3=-4(LC 9), 2= 140(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 1) Win : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft eave=6ft; Cat. II; E C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions sho n; Lumber DOL=1.60 plate grip DOL=1.60 2) Thi I j truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` Tt� 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 t between the bottom chord and any other members. 4) Ref to girder(s) for truss to truss connections. 5) Pro�de mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A' (WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ign valid for use only Wth MI1ek9 connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not � a f' ss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall tding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MoTek` is ays reclulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I cation, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S 41y Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13569671 M11392 J3 MONO TRUSS 8 1 �THEVVINDSOR Job Reference o tionai Truss, Inc., Fort Pierce, FL 8.130 s mar 11 2U18 mi I eK Industries, Inc. Thu Mar 22 09:13:16 201i8 rage 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-uYD?odiVBFvzJJEeVuCg3w5LNP6_Qf466YrcSPzYQi1 1-0.0 3-0-0 1-0-0 3-0-0 Scale = 1:9.4 3x4 = IN 3-0-0 I' LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL1I 10.0 Code FBC2017/TPI2014 Matrix -MP Weight:11 lb FT=O% LUMB R- TOP RD 2x4 SP No.3 BOT RD 2x4 SP No.3 (lb/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3= 54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) WI : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft L=35fh eave=6ft; Cat. II; �p C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 zone;C-C for me bers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Thik truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - T 'is 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 wild it between the bottom chord and any other members. 4) Re1' r to girder(s) for truss to truss connections. 5) Pro ide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 147 lb uplift at joint 2 a d 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 �l WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. sign valid for use only with MITekm connectors. This design is based only upon parameters shown. and is for an Individual building component, not russ system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall Hating design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing T M� Ilk• IS (ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ( rication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S, fety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type , city Ply T13569672 M11392 I J5 MONO TRUSS 8 1 �THEWINDSOR Job Reference (optional) I russ, Inc., t-on Tierce, t-L 1-0-0 �1-0-0 3x4 = RE HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7dNcpKF96kFLCaA_szYQio 5-0-0 1 Scale = 1:12.7 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vett(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 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: 17lb FT=O% TOP fORD 2x4 SP No.3 BOTORD 2x4 SP No.3 REAC IONS. (Ib/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4= 9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wlq, : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft eave=6ft; Cat. II; Pp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for me bers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Thi truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - T pis 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 it between the bottom chord and any other members. 4) Re ' r to girder(s) for truss to truss connections. 5) Pr(' 'is mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at joirl 2 and 9 lb uplift at joint 4. Walter P. Finn PE No22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mf1-7473 rev. 10/03/2015 BEFORE USE.' sign valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not russ system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracingMiTek° ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding therication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Ife 6904 Parke East Blvd. ty Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569673 M113921' J7 MONO TRUSS 24 1 Job Reference (optional) r russ, Ir1C., run rrerce, rL ... ,.,.. ,.,,.,DX , , �..... .................... ..._. ..._ ...-• -- -- • -- --- - - ID:_kfiGCA6bx7j2Sy1 HFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7dRbpO696KFLCaA_szYQiO 1_0_0 7-0-0 1-0-0 7-0-0 Scale: 3/4"=l' 3x4 = 7-0-0 7-0-0 LOAD I G (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(ILL) 0.17 4-7 >494 240 MT20 2441190 TCDL, 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLLI 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: 23 lb FT = O LUMB R- BRACING - TOP ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REAL IONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-153(LC 12), 2= 211(LC 12), 4=-12(LC 12) l Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1) Wiii : ASCE 7-10; Vult=165Mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35fh eave=6ft Cat. II; C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterjor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 zone;C-C for me tiers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Thi truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` T its 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 it between the bottom chord and any other members. 4) Re br to girder(s) for truss to truss connections. 5) Pr ide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at jol ' 2 and 12 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEIVREFERANCE PAGE MY--7473 rev. f0/03/2015 BEFORE USE. ' sign valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not russ system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall ilding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I Iways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek" f i ricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job R Truss Truss Type Qty Ply M11392, KJ7 MONO TRUSS 4ob [HEWINDSORT13569674 Reference (optional) i russ, inc., run rieicn, rL_ � ,.,a, , , — ...., «.,.,...,.— . ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-gxLlDljlgt9hYd01cJE88LAgbCnNuW gPZSKjXlzYQi? 1-5-0 6-8-12 9-10-1 6-A-19 3-1-5 3x4 = S 3x4 = Scale = 1:20.6 6-8-12 9-10-1 6-8-12 3-1-5 LOAD G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL I , 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL! 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BOLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCRl 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 38 lb FT = O% LUMB, R- BRACING - TOP ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putiins. BOT ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEB 2x4 SP No.3 R TOP BOT WEE S. (lb/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Horz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 2-3=-838/366 D 2-7=-487/798, 6-7=-487/798 3-7=0/307. 3-6=-920/561 1) Wi d: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; I PC; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Thi truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - T is 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 it between the bottom chord and any other members. 4) Re r to girder(s) for truss to truss connections. 5) Pr (ide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at foie 2 and 238 lb uplift at joint 5. 6) In ,the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADI CASE(S) Standard 1) De d + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 U arm Loads (plf) Vert: 1-2=-54 T' ezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=1 0)-to-5=-49(F=-1 5, B=-15) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE sign valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � russ system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall ilding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MeW sways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the f bricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 5 ifety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI, cI-2 c2-3 2. Truss bracing must be designed by an engineer. For themselves WEBS wide truss spacing, individual lateral braces may require bracing, or alternative Tor I 0 bracing should be considered. U 0 Ustack IN4 3. Never exceed the design loading shown and never inadequately braced trusses. materials on a-4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c� a cs� BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-1ea' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software Or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless Otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. ffd 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not suffic lent. DSB-89: Design Standard for Bracing, - BCSI: Building Component Safety Information, — - _ - _ — — _ _ T � - 20. Design assumes manufacture in accordance with - =Pr - - ree or= a - - IIn - _-- _ -_ Installing & Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015