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Home My WebLink AboutTrussssee DEARING HEIGHT SCHEDULE a'-a^erg le-e-e zs-e-e 91 NOTES: 1) REFER TO HID El (REGOMMENDATION5 FOR HANDLING IN5TALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2) ALL TRU55E5 (INCLUDING T1155E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL VIOS FOR ALTERNATE DRAGIN6 REOUIFE.ENT5. 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE PE516NEV FOR 2' o.A MAXIMUM 5PACIN6. UNLE55 OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLAGEMENT PLAN ARE CONSIDERED TO DE LOAD BEARING, UNLESS OTHEPW15E NOTED. 6.) 5Y42 TRU55E5 MUST BE INSTALLED WITH THE TOP BEING UP. ].) ALL ROOF TRU55 HANGERS TO BE 5IMP50N HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGER5 TO BE AM?— iHA422 UNLE55 OTHERWISE NOTED. B.) BEAMIXEADEPILINTEL (HDR) TO BE FURNISHED DY BUILDER. SHOP DRAWING APPROVAL TN5 LAYOUT F THE SOLE SOURCE FOR FABRICATION OF reussES Aro volos ALL PeEvlouS nunrcrcrurnLQR OTHERTRU55 LAYOUTS. REVIEW AND APPROVAL QF THIE LAY A ME) T BE RECEIVED BEFORE ANY TRU55E5 WILL DE BUILT- VERIFY ALL GOFMTTON5 TO INSURE A5AINFT 6HANIF5 THAT WILL RESULT IN EXTRA CHADSE5 TO YOU. Builders Orlando PHONE. 40-851-2100 FAX. 40-651-TU1 Plant City PHONE. 813-- 5Q51 X. 813-752-1532 UIL ER. K Hovnanian Homes Ino% Eden-B Lot46 NT5 oLle- 11/12/20 oFLw or. Terry 2546058 CJL CJ3 CJS E CJI CJ3 CJS TII TBS Teb Tee Tea Te9e cJ� I J5 CJ3 EJB MULHERN+KU�P RESIDENTIAL STRUCTURAL ENGINEERING SUBMITTAL# J�1 ❑ 2 ❑ 3 ❑ NO EXCEPTIONS TAKEN ❑REVISE AND RESUBMITBAPPROVED AS NOTED ❑REJECTED -RESUBMIT ❑ REVIEWED ONLY ❑NOT REVIEWED ❑ RESUBMIT FOR RECORD $TYPICAL - U.N.O. ❑ FOR RECORD ❑ Shop drawing review is for general conformance with plans, specifications, and the design concept of the Project as expressed in the Contract Documents. The corrections or comments made on submittals shall not relieve Me Contractor from any obligation contained in the ContractDocuments. Review and approval is not for the purpose of determining the completeness, accuracy, or correctness of dimensions, quantities, or other details. Approval assumes no responsibility whatsoever for correctness does it imply authorization of additional work. The Structural Engineer's review shall not constitute approval of any fabrication or construction means, methods, techniques, or sequences; or any safe Lumber design values are in accordance with ANSI/TPI 1 section 6.3 —_ _— These truss designs rely on lumber values established by others. i�lYs MiTek' RE: WS0046 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: K Hovnanian Homes Project Name: WS0046 Model: Eden-B Tampa, FL 33610-4115 Lot/Block: 46 Subdivision: Waterstone Address: 5169 Armina PI., . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 22 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T21871727 CJ1 11/12/20 2 T21871728 CJ3 11/12/20 3 T21871729 CJ5 11/12/20 4 T21871730 CJ7 11/12/20 5 T21871731 EJ7 11/12/20 6 T21871732 EJ8 11/12/20 7 T21871733 HJ7 11/12/20 8 T21871734 HJ8 11/12/20 9 T21871735 T02 11/12/20 10 T21871736 T05 11/12/20 11 T21871737 T06 11/12/20 12 T21871738 T07 11/12/20 13 T21871739 T08 11/12/20 14 T21871740 T09 11/12/20 No. Seal# Truss Name Date 15 T21871741 T09B 11/12/20 16 T21871742 T10 11/12/20 17 T21871743 T11 11/12/20 18 T21871744 T12 11/12/20 19 T21871745 T13 11/12/20 20 T21871746 V03 11/12/20 21 T21871747 VO4 11/12/20 22 T21871748 V05 11/12/20 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Lady Lake, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ,`%�U OPp... EVF� 5..��GENS�;1 No 68182 O: :I p:. STATE OF :6, .-,,,,Al ON A, ��`��% Oflil Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 Velez, Joaquin 1 of 1 IDdS671OCZ21 4.6 = 3 ST1.Sx8 STP 3.4 = 6's.1f:14P3F: ST1.5x8 STP — 3.4 = I; LOADING (pst) SPACING 2-0-0 CSI. DEFL. in (loc)/deft Ud LAT PES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.07 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 4 Na Na BCDL 10.0 Code FBc2ol7/-rP12014 Matrix-SH Weight: 421b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=0-8-0, 2=0-8-0 Max Ho, 2=69(LC 11) Max Uplift 4=-133(LC 12), 2=-209(LC 12) Max Grav 4=415(LC 1), 2=496(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-650/406, 3-4649/424 BOT CHORD 2-5=287/536, 4-5==- 287/536 WEBS 3-5=-22/266 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 4 and 209 lb uplift at joint 2. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING- verity design parameters ant READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. s1192g2g BEFORE USE. ��' Design walk! br use only with WTeW—n—rs. This design Is based only upon parameters shown, and Is for an IndlNdual building component, not Wes system. Before use, the buildii designer must vanfy Ne applicability of tlesign parameter, and properly incorporate Nis design into the overall building design. Bracing IMI-ed is to prevent buckling of lndMidual truss web andlorchod members only. AddMonal temporary and permanent bracing MiTek" saN.ays requiretlior stability antl to prevent wlMpse wah possible personal injury and property tlamage. Forgeneralguidancemgadingihe fabrication, storage, delivery, erx%,n and bracing of trusses ant Wss systems, see ANS—H DualityC , DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sahrylniomutbn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 1 T21871736 1 o ST1.5x8 STP = 3.6 = ID:ts67IOCZ21 5.13 = 2x4 II 5.13 = S nn F—, 4 19 20 5 21 22 6 16 15 .113 " 11 10 2.4 II 3x6 = 3x8 = 3.4 = 2x4 II 3x4 = 3.6 = Scale: 3/16'=1' to ST1.5x8 STP = 3x6 = LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.20 13 >999 240 MT20 2441110 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.38 13-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(CT) 0.13 8 Na Na BCDL 10.0 Code FBc2ol7/-rP12014 Matrix-SH Weight: 1751b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Ho' 2= 120(LC 10) Max Uplift 2=-483(LC 12), 8=-483(LC 12) Max Grav 2=1342(LC 1), 8=1342(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2711/1520, 3-4=-2260/1335, 4-5=-2408/1484, 5-6=-2408/1484, 6-7=-2260/1335, 7-8=2711/1520 BOT CHORD 2-16=-1302/2423, 15-16=-1302/2423, 13-15=-1013/2042, 11-13=-1020/2042, 10-11=-1308/2423, 8-10=-1308/2423 WEBS 3-15=-441/3224-15=-105/367, 4-13=289/568, 5-13=398/344, 6-13=289/568, 6-11=-105/367: 7-11=-442/322 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=28ft; eave=5ft; Cat. 11; Exp S; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 24-0-0, Exterior(2) 24-0-0 to 28-2-15, Interior(1) 28-2-15 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 Ib uplift at joint 2 and 483 lb uplift at joint 8. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING- verity design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473mv.511920M BEFOREUSE. ��" Design,eIM for use only with MIT,W connectors. This design Is based only upon parameters shown, and Is for an IndlNdual building component, not Wes system. Before use, the building designer must verify Ne applicability of design parameters and properly incorporate Nis design Nto the overall building design. Bracing Indicated is to prevent buckling of IndMldual truss web an&.r ch.d members only. Additlonal temporary and permanent bracing MiTek° s always required for stability and tc prevent cclMpse wid, possible personal injury and properly damage. For general guidance mg,d,ng the fabdca8on, storage, delivery, eracb,n and bracing of trusses ant Wss systems, see ANSMfl DaafiryC , DSB and BCSI Building Component 6904 Parke East Blvd. Sahrylnipmutbn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL Seal T21871737 1 Scale: 3/16'=1' 4.6 = 4 18 3x4 = 4.6 = 5 19 6 3.6 = 2x4 II 4.6 3.8 = 2.4 II 3x8 = 4x6 = LOADING (pst) SPACING 2-0-0 CSI. DEFL. in (loc)/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.24 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.50 12-13 >820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.13 8 Na Na BCDL 10.0 Code FBc2ol7/-rP12014 Matrix-SH Weight: 1731b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Ho' 2= 140(LC 10) Max Uplift 2=-483(LC 12), 8=-483(LC 12) Max Grav 2=1342(LC 1), 8=1342(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2685/1485,3-4=-2106/1242, 4-5=-1891/1221, 5-6=-1891/1221, 6-7=-2106/1242, 7-8=2685/1485 BOT CHORD 2-15=-1262/2397, 13-15=-1262/2397, 12-13=-973/1988, 10-12=-1269/2397, 8-10= 1269/2397 WEBS 3-13= 581/406, 4-13=-234/517, 5-13=289/176, 5-12=289/176, 6-12=-234/517, 7-12= 581/406 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=5ft; Cat. II; Exp S; Encl., GCpi=0.1Q MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-6-0, Interior(1) 17-6-0 to 22-0-0, Exterior(2) 22-0-0 to 26-2-15, Interior(1) 26-2-15 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right expmed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 Ib uplift at joint 2 and 483 lb uplift at joint 8. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING- verity design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473mv.6/1920M BEFOREUSE. ��' Design valkl for use only with MIT,W connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Wes system. Before use, the building designer must verify Ne applicability of design parameters and properly incorporate Nis design Into the overall building design. Bracing Indicazed is to prevent buckling of Individual truss web an&.r ch.d members only. Additlonal temporary and permanent bracing MiTek° s always required for stability and tc prevent wlMpse wid, possible personal injury and properly damage. For general guidance mg,d,ng the fabrication, storage, delivery, eracb,n and bracing of trusses ant truss systems, see ANSI l DuafdyC , DSB and BCSI Building Component 6904 Parke East Blvd. Sahrylnipmurbn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL Seal ID:ts671OCZ21 Eg4xvrhYAIX3yhPJl-5pcDtRzFRSs3QcxdVO059neg809QnytDDnBmMyK?rm -1-0-Q 7-9-14 15-0-0 20-0-0 27-2-2 35-0.0 36-0-0 1 01 7-9-14 7-2-2 5-0-0 7-2-2 74 1a -0-0 Scale=1:64.8 7 o ST1.5x88TP = 3x6 = 5.00 12 5.8 = Sx6 = 5 19 20 6 16 " 14 13 " 11 ST1.5x8 STP = 2.4 II 4x6 3.4 = 3.8 = 4.6 = 2.4 II 3.6 = LOADING (pst) SPACING 2-0-0 CSI. DEFL. in (loc)/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.17 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.35 14-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.13 9 Na Na BCDL 10.0 Code FBC2017/-rPI2014 Matrix-SH Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Ho' 2= 160(LC 10) Max Uplift 2=-483(LC 12), 9=-483(LC 12) Max Grav 2=1342(LC 1), 9=1342(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2655/1431, 3-5=-1932/1148, 5-6=-1715/1141, 6-8=-1933/1148, 8-9=-2655/1431 BOT CHORD 2-16=1205/2365, 14-16=1205/2365, 13-14=-778/1714, 11-13=-1211/2365, 9-11=-1211/2365 WEBS 3-16=0/329, 3-14=-733/472, 5-14=-157/445, 6-13=-179/445, 8-13=-732/471, 8-11=0/328 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vesd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15R; B=45tt; L=28tt; eave=5f ; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 19-2-15, Interior(1) 19-2-15 to 20-0-0, Exterior(2) 20-0-0 to 24-2-15, Interior(1) 24-2-15 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 Ib uplift at joint 2 and 483 lb uplift at joint 9. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68187 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING- Verity design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev.511920M BEFOREUSE. ��" Design,dId for use only with MIT,W conneMors. This design Is based Doty upon parameters shown, and Is for an indiAdud b,ilding component, not Wss system. Before use, Ne builtli�g tlesigner must verily Ne applicability of design parameters antl properly incorporate Nis tlesign Imo iM1e overall building design. Bracing Indicated is to prevent buckling of IndMidual truss web andlor ch.d members only. Additlonal temporary and permanent bracing MiTek" s always required for stability and io prevent collapse wiN possible personal injury and properly damage. For general guidance regard,ng the fabrication, storage, delivery, erecd,n and bracing of trusses ant truss systems, see ANSM11 DualityC , DSS-89 and SCSI Building Component 6904 Parke East Blvd. Sehrylnipmufbn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL Seel 18-0 o 1-0-0 at-3 12-3-13 1]-0-0 17.E 2283 28-10-13 35-0-0 36I 00 4ga s13 szlg 493 okn —a 6210 613 o-o-0 Scale=1:64.8 5.00 12 6 7 8 21 3 Iv 3.4 = 3x8 = 3x4 = LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/1e11 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.17 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.38 16-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Hom(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 171 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Ho' 2=180(LC 11) Max Uplift 2=-483(LC 12), 12=-483(LC 12) Max Grav 2=1 MILD 1), 12=1342(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2663/1383,3-5=-2429/1290, 5-6=-1695/1025, 6-7=-1512/981, 7-8=-1512/981, 8-9=1695/1025, 9-11=2429/1290, 11-12=2663/1383 BOT CHORD 2-18=-1174/2396, 16-18=-887/1926, 14-16=-893/1926, 12-14=-1180/2396 WEBS 3-18=-299/273, 5-18=-154/493, 5-16=-599/439, 9-16=-599/439, 9-14=-154/493, 11-14=299/273, 7-16=-525/998 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 17-0-0, Exterior(2) 17-0-0 to 22-2-15, Interior(1) 22-2-15 to 36-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & M W FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 Ib uplift at joint 2 and 483 Ib uplift at joint 12. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 12,2020 WARNING- Verity design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-]4]3 rev. 5I19202g BEFORE USE. ��' Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an IndlNdual building component, not Wes system. Before use, the building designer must verify Ne applicability of design parameters and properly incorporate Nis design Imo the overall building design. Bracing Indicazed is to prevent buckling of IndMldual truss web an&.r ch.d members only. Additlonal temporary and permanent bracing MiTek° s always required for stability and to prevent wlMpse wiN possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erecd,n and bating of trusses ant Wss systems, see AhS l DualiryC , DSB-89 and BCSI Building Component 6904 Parke East BW. Sahrylnipmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type �Qty Ply on 17 1 8.420 s O IDdS671OCZ21 Eg4xvrh' 17-6-0 22-8-0 F 5-2-0 5-2-4 4.6 = 5.00 12 6 T21871740 B'ti1r:1arrM Id d 3x6 - 3.4 = 3.6 = 3.8 = 3.6 = 3.4 = 3.6 - LOADING (pat) I SPACING- 2-0-0 CSI. DEFL. in (loc)/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.17 14 >999 240 MT20 2441110 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.38 14-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.12 10 n/a Na BCDL 10.0 Code FBC2017/-rPI2014 Matrix-SH Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Ho' 2=185(LC 11) Max Uplift 2=-483(LC 12), 10=-483(LC 12) Max Grant2=1 MILD 1), 10=1342(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2663/1333,3-5=-2429/1239, 5-6=-1693/980, 6-7=-1692/979, 7-9=-2411/1233, 9-10=2650/1329 BOT CHORD 2-16=-1114/2395, 14-16=-826/1929, 12-14=-840/1930, 10-12=-1124/2383 WEBS 6-14=-517/1010, 7-14=-610/415, 7-12=-154/484, 9-12=-301/271, 5-14=-609/418, 5-16=155/493, 3-16=-297/270 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 17-6-0, Exterior(2) 17-6-0 to 20-6-0, Interior(1) 20-6-0 to 36-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 Ib uplift at joint 2 and 483 lb uplift at joint 10. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING- Verity design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. SI-020 BEFORE USE. ��" Design vai d br use only with MITeW ronneMors. This design Is based on y upon parameters shown, and Is for an IndlNdual building component, not Wss system. Before use, the building designer must verify an, applicability of design parameters and properly incorporate Nis design Imo the overall building design. B-ing bull-vol is to prevent buckling of IndMidual truss web an&.r ch.d members only. Additlonal temporary and permanent bracing MiTek° s always required for stability and to prevent colMpse wid, possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, eredd,n and bacing of trusses ant truss systems, see AhS l DualityC , DSB-89 and BCSr Building Component 6904 Parke East Blvd. Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 IDzs67IOCZ21 Eg4xvrhYAIX3yhPJl-SnP6w91 NG?ULXNpblZbHsrLUtl t6SFhyM3rhXZyK?rh tea-o i� sta 1 tree �z-tt>I rasa ribs 4-0-o sta a7D tea aatz m VM1 za]o 1 aso-o d o m-o Scale=1:66.0 46 = 5.00 12 Z tg 4x6 ST1.5x8 STP = ST1.5x8STP = 7x10 = 5.6 = 7 x10 — 3.8 114x6 = LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.21 TC 0.91 Ved(LL) 0.14 21-23 >191 241 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT)-0.1521-23 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(CT) 0.02 26 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 280 lb FT=2091 LUMBER- BRACING - TOP CHORD 2.4 SP No.2 "Except* TOP CHORD Structural wood sheathing directly applied or 3-0-10 oc purlins. 3-8,8-20: 2x6 SP No.2, 1-4,19-22: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. BOT CHORD 2x6 SP No.2 JOINTS 1 Brace at Jilts): 11, 15, 33, 14, 5 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (Ib) - Max Ho' 2=-185(LC 29) Max Uplift All uplift 100 to or less at joint(s) except 2=-699(LC 33), 21=-1152(LC 34), 27=-878(LC 33), 26=-1531(LC 34) Max Grav All reactions 2501b or less at joint(s) except 2=666(LC 30), 21=1414(LC 31), 27=1123(LC 30), 27=745(LC 1), 26=3159(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1613/1617, 3-6=-1118/1250, 6-7=-796/948, 7-9=-804/914, 9-13=-438/636, 1 3-16=-719/841,16-18=-706/746,18-20=-1038/1065, 20-21=-3575/3265, 3-5=-637/730, 5-10=633/725, 10-11=-474/472, 11-12=-37/305, 12-14=1207/918, 14-15=1207/918, 15-17=-1246/943,17-20=-1247/943 BOT CHORD 2-28=-1655/1595, 27-28=-883/810, 26-27=-1296/1243, 25-26=-829/743, 24-25=-524/540, 23-24=2008/2392, 21-23=-2863/3154 WEBS 9-11=-654/423, 3-28=-49/314, 20-23=-379/688, 3-27=-762/582, 10-27=-751/771, 12-24=-1145/1767,20-24=-944/652,7-11=-236/325,11-33=-883/724,16-33=-851/699, 15-16=-365/463,10-26=-2702/2233,12-25=-1462/1036,10-25= 1083/1656 This item has been NOTES. (14) electronically signed and 1) Unbalanced roof live loads have been Considered for this design. Sealed by Velez, Joaquin, PE 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=28ft; eave=5ft; Cat. using a �191ta1 Signature. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 17-6-0, Exterior(2) 17-6-0 to 20-6-0, Interior(1) 20-6-0 36-0-0 left left for Printed copies of this to zone; cantilever and right exposed ; end vertical and right exposed;C-C members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 document are not considered 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry signed and sealed and the Gable End Details as applicable, or Consult qualified building designer as per ANSI/TPI 1. signature mUS[ be Verified 4) Provide adequate drainage to prevent water ponding. on any electronic Copies. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. Joaquin Velez PE No.68187 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. MITek USA, Inc. FL Cart 6634 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 04 Parka East Blvd. Tampa FL 33610 will fit between the bottom chord and any other members. Date: D 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 699 Ib uplift at joint 2, 1152 Ib uplift at November 12,2020 ;orjpiNuId! Oa-*I#ELQDlift at joint 27 and 1531 It, uplift at joint 26. WARNING- Verity tlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev.5/19202g BEFOREUSE. ��" Design,cIM for use only with MIT,W oo...M rs. This design Is based onty upon parameters shown, and Is for an Individual building component, not Wss system. Before use, Ne builtli�g tlesigner must verily Ne applicability of design parameters antl properly in grporate Nis tlesign Imo iM1e overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek° s a Ways required for stability and W prevent collapse win possible personal injury and properly damage. For general guidance reg,d,ng the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI l OtulayC , DSS-89 and BCSI Building Component 6904 Parke East Blvd. Sahrylnipmutbn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 lDts6710CZ21 Eg4xvrhYAIX3yhPJt-SnP6w91 NG?ULXNpblZbHsrLUtl t6SFhyM: NOTES- (14) 10) This truss has been designed for a total drag load of 100 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 35-0-0 for 100.0 pit. 11) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 247 lb down and 181 lb up at 27-0-0 on top chord, and 4561b down and 335 Ib up at 27-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (S). 14) "This manufactured product is designed as an individual building Component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54,3-9=-54, 9-20=-54, 20-22=-54, 2-39=-20, 23-39=-65(F=-45), 21-23=-20, 20-40=93(F) Concentrated Loads (Ib) Vert: 23=-456(F)37=-247(F) WARNING- Verity design parameters antl READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. SI-020 BEFORE USE. Design dd br use only with MITeW mn..—. This design Is based only upon parameters shown, and Is for an Indivdud building component, not Wes system. Before use, the building designer must verify Ne applicability of design parameters and properly incorporate Nis design Imo the overall building design. B—ing hill-ed is to prevent buckling of Individual truss web andlor droll members only. Addltlonal temporary and permanent bracing M170k' s aN. inquired for stability antl to prevent m11p wid, possible personal injury and property damage. For general guidance agmding the fabrication, storage, delivery, erectlon and bacing of trusses ant Wss systems, see ANSURIf DualityC , DSB$ and BCSI Building Component 6904 Palle East Blvd. Sehrylnipmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ory Ply T21871742 WS0046 T10 Hip Structural Gable 1 1 Job Reference o tional Builders FiratSoume (Lady Lake, FL), Lady Lake, FL - 34472, 8,420 S Oct 9 2020 MiTek Industnes, Inc. Thu Nov 12 06:33:23 2020 Page 1 IDzs(5710CZ21 Eg4xvrhYAIX3yhPJ1-WzzU7U1011cCBXOnsG7WP2uhdRAOBhl6bIbE3?yK?rg -1 4-9-14 S-0-0 14-8-0 20<-0 26-0-0 30-2-2 35-0-0 36-0-Q 1-0-0 4-9-14 4-2-2 5-8-0 5-8-0 5-8-0 4-2-2 4-9-1�-0=0 Scale = 1:62.5 5.6 = 3x8 = 3.6 = 3x8 = 5.6 = 5.00 12 2 4 4 19 20 5 6 7 21 22 8 2x4 3 18 9 23 b 2 10 17 -a= ST1.5x8 STP = 3.4 = 3x6 = 3x6 - 5.8 = LOADING lost) I SPACING 2-0-0 cSl. DEFL. in (loc)/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.13 2-17 >821 240 MT20 2141110 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.28 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.04 10 n/a Na BCDL 10.0 Code FBc2ol7/-rP12014 Matrix-SH Weight: 1671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t 'Except- TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. 6-8,4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-17 WEBS 2x4 SP No.3 REACTIONS. All bearings 10-0-0 except Qt=length) 10=0-8-0, 16=0-8-0. (Ib) - Max Horz 2=-100(LC 30) Max Uplift All uplift 1001b or less at joint(s) 16 except 2=-1182(LC 31), 17=-1017(LC 33), 10=-1863(LC 34) Max Grav All reactions 2501b or less at joint(s) 16 except 2=1143(LC 30), 17=1766(LC 1), 10=2003(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3051/3147, 3-4=2064/2229, 4-5=-1404/1616, 5-7=-1770/1668, 7-8=-2214/2009, 8-9=-3539/3159, 9-10=-4688/4495 BOT CHORD 2-17= 2974/2863, 16-17=-1297/1417, 14-16=-1000/1120, 12-14=-2581/2829, 10-12=3981/4352 WEBS 3-17=-389/415,4-17=-590/567,5-17=-2109/1897,5-14=-1018/1251, 7-14=-1057/1077, 7-12=-1005/1141,8-12=-564/730, 9-12=-385/369 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 26-0-0, Exterior(2) 26-0-0 to 30-4-6, Interior(1) 30-4-6 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16 except at -lb) 2=1182, 17=1017,10=1863. 7) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 35-0-0 for 250.0 pit. 8) ..This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING- verity tlesign parameters antl READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. SI-020 BEFORE USE. ��' Design,dd br use only with MITeW ro... rs. This design Is based only upon parameters shown, and Is for an Individual building component, not Wes system. Before use, the buddkg designer must venfy Ne applicability of d,mgn parameters and properly incorporate Nis design NN the overall building design. B-ing IndI-oJ is to prevent buckling of Individual truss web an&.roh.d members only. Additlonal temporary and permanent bracing MiTek° saN.ays requiretlior atabilay antl to prevent wlMpse wah possible personal injury and property tlamage. Forgeneralguidanceregardingthe fabrication, storage, delivery, eroot,n and bating of trusses ant Wss systems, see ANS l Duality Cn na DSB$ and BCSI Building Component 6904 Parke East Blvd. Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Dry Ply T21871743 WS0046 T11 HID Girder 1 1 4.10 MT20HS = 5.00 12 2.4 II 5.8 = 3' 3.4 = 5.6 = 3 17 4 18 19 5 20 21 22 6 23 7 24 25 26 8 3x4 = 2x4 H ST1.Sx8 STP 1- ea su s1 se S. =s sA5x61 WB = eb 3x4 = 6x8 =3x6 = Scale: 3/16'=1' 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 I SPACING- 2-0-0 Plate Grip COL 1,21 Lumber DOL 1.25 Rep Stress Incr NO Code FBc2ol7/-rP12014 CS'' TC 0.97 BC 0.85 WB 0.71 Matrix-SH DEFL. in (loc) I/dell Ud Vert(LL) -0.21 11-13 >999 240 Vert(CT)-0.4811-13 >604 180 Horz(CT) 0.04 9 Na Na PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 159 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t 'Except' TOP CHORD Structural wood sheathing directly applied. 3-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 5-15 12-14: 2x4 SP M 31 WEBS 2x4 SP No.3 "Except" 5-13: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0, 15=0-8-0 Max Hom 2=-80(LC 23) Max Uplift 2=-373(LC 25), 9=-574(LC 8), 15=-1317(LC 8) Max Gram 2=270(LC 6), 9=1502(LC 18), 15=3859(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=364/1209, 3-4=794/2407, 4-5=-794/2407, 5-7=-2295/766, 7-8=2792/1019, 8-9=-3092/1062 BOT CHORD 2-16=-1085/404, 15-16=-1066/400, 11-13=-981/2879, 9-11=-879/2760 WEBS 3-16=76/450, 5-15=3062/1215, 5-13=732/2699, 7-13=1010/605, 8-11= 63/736, 4-15=-275/163, 3-15=-1914/710 NOTES- (10) 11 Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=5ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Provide adequate drainage to prevent water ponding. electronically Signed and 4) All plates are MT20 plates unless otherwise indicated. Sealed by Velez, Joaquin, PE 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ' using a �191ta1 Signature. 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. Printed Copies of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=lb) document are not considered 2=373, 9=574, 15=1317. Signed and Sealed and the 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1241b down and 1221b up at signature must be verified 7-0-0, 113 lb down and 118 It, up at 9-0-12, 1131In down and 118 Ito up at 11-0-12, 113 lb down and 118 lb up at 13-0-12, 113 lb on any electronic copies. down and 118 to up at 15-0-12, 1131b down and 1181b up at 17-0-12, 113 lb down and 118 lb up at 17-11-4, 113 to down and 118 lb up at 19-11-4, 113 lb down and 1181b up at 21-11-4, 113 lb down and 118 lb up at 23-11-4, and 1131b down and 1181b up at Joaquin Velez PE No.68182 25-11-4, and 2001b down and 2321b up at 28-0-0 on top chord, and 320 lb down and 115 lb up at 7-0-0, 81 Ito down at 9-0-12, 81 MITek USA, Inc. FL Cert 6634 Ib down at 11-0-12, 81 It, down at 13-0-12, 81 lb down at 15-0-12, 81 It, down at 17-0-12, 81 lb down at 17-11-4, 81 It, down at 8904 Parke East Blvd. Tampa FL 33610 19-11-4, 81 It, down at 21-11-4, 81 lb down at 23-11-4, and 81 It, down at 25-11-4, and 320 lb down and 115 lb up at 27-11-4 on Date: bottom chord. The design/selection of such connection device(s) is the responsibility of others. November 12,2020 dgFW,k -61j6E§Q18E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). WARNING- Verity design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ay.511920M BEFOREUSE. ��' Design valid for use only with MIT.W con.-c. This design Is based only upon parameters shown, and Is for an Individual building component, not Wss system. Dart, use, the building designer must vedfy Ira applicability of design perameters and properly in orpond, Nis design Imo the overall buildingdesign. Bacing Indies istopreventbucklingof Individualtrussweband/orch,d members only. Additional temporary and permanent bracing MiTek' s a 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 ant truss systems, see ANSMv! Duality Cr , DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL Seat M. vre�ya�.mear� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NOS TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4=10echanical Max Ho' 2=40(LC 12) Max Uplift 3= 8(LC 1), 2=-97(LC 12) Max Grey 3=18(LC 12), 2=125(LC 1), 4=18(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 3 and 971b uplift at joint 2. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511— BEFORE USE. appMtDesign veil,! br use only with MITeW mn..—. This design Is based on y upon Parameters shown, and Is for an individual building component, not Wss system. Before use, the buddhg designer must venfy Ne licability of design parameters And properly incorporate Nis design Imo the overall building design. B—ing I.&Sxi is to prevent buckling of Individual truss web an&,r,h,M members only. AddXlonal temporary and permanent bracing MiTek° s akvays required for stability and to prevent collapse wiN possible personal injury and properly damage. For general guidance ag,d,ng the f,uni on, storage, delivery, ereobon and bating of trusses ant truss systems, see ANSI?GIf DualityC , DSB-89 and BCSI Building Compprrent 6904 Parke East Blvd. Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 10) "This manufactured product is designed as an individual building Component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-10=-54, 2-9=-20 Concentrated Loads (Ib) Vert: 3=-105(B) 8=-153(B) 16=-320(B) 11=-320(B) 17=-105(B) 18=-105(B) 19=-105(B) 20=-105(B) 21 =-105(B) 22=-105(B) 23=-1 05(B) 24=-105(B) 25=-105(B) 26=-105(B) 27=-58(B) 28=-58(B) 29=-58(B)30=-58(B) 31=-58(B) 32=-58(B) 33=-58(B)34=-58(B) 35=-58(B) 36=-58(B) WARNING- Verity tlesign parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6I192020 BEFORE USE. Design vdd br use only with MIT.W ronneMors. This design Is based only upon parameters shown, and Is for an Indlvdual building component, not Wss system. Before use, the building designer must verify Ne applicability of tlesign parameters and properly incorporate Nis design Imo the overall building design. B—ing hdl-az is to prevent —Ming of Individual truss web andlor chord members only. AMMonM temporary and permanent bracing M170k' s aN. re rid for stability antl to prevent w11p wiN possible personal injury and properly damage. For general guid—ag,d,ng the fabrication, storage, delivery, erectlon and bacing of trusses ant truss systems, see AhS l DualityC , DSB$ and B=Building Component 6904 Palle East Blvd. Sehryln,b—tMn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waltlorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Dry Ply T21871744 WS0046 T12 Common Supposed Gable 1 1 I; 0 9 8 3.4 = 2.4 2x4 2x4 11 3.4 = 12-0-0 12-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Marl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vart(CT) 0.01 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WE 0.12 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 481to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2.4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-0-0. (lb) - Max Ho' 2=70(LC 11) Max Uplift All uplift 1001b or less at joint(s) except 2=-102(LC 12), 6=-102(LC 12), 10=-113(LC 12), 8=-113(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 2, 6, 9 except 10=298(LC 1), 8=298(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-203/398, 5-8=-203/398 NOTES- (9) 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=2ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 6-0-0, Corner(3) 6-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or Consult qualified building designer as per ANSL TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 Be. 6) This truss has been designed for a 10.0 psi bottom 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 It, uplift at joint 2, 1021b uplift at joint 6, 1131b uplift at joint 10 and 1131b uplift at joint 8. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING- Verity design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6I1 dM BEFORE USE. sys��" Design valkl for use only with MITeW connectors. This design Is based dirty upon parameters shown, and Is for an Individual building component, not Wes tem. Band, use, the building designer must vanity Ne applicability of design peramen, and properly incorporate Nis design inc the overall building design. B—ing IndIcazed is to prevent buckling of Individual truss web andlor chod members only. Addltlonal temporary and permanent bracing MiTek° s aN. required for stability and to prevent x,11p wim possible personal injury and properly damage. For general guidance rsg,d,ng the fabrication, storage, delivery, erood,n antl bracing of trusses ant Wsa systems, see ANBB l Q n fdyC , OBB$ and B=Building Component 6904 Parke East Blvd. Sahrylnipmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 3e610 fss Truss Type �Qty Ply 3 Common 2 1 FL), Lady Lake, FL - 34472, 8.420 s O IDOS671OCZ21 Eg4xvrhYAl s-o-0 s-o-a 4.6 = 3 ST1.5%B $TP = exa ST1.5x8 STP = 3x4 = 3x4 = T21871745 6�1r1atvruE! LOADING (pat) I SPACING 2-0-0 cSl. DEFL. in (loc)/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,21 TC 0.37 Vert(LL) -0.03 2-6 >999 240 MT20 1441111 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.06 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.10 Horz(CT) 0.01 4 n/a Na BCDL 10.0 Code FBc2ol7/-rP12014 Matrix-SH Weight: 441b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 4=0-8-0 Max Ho' 2= 70(LC 10) Max Uplift 2=-205(LC 12), 4=-205(LC 12) Max Gm 2=491(LC 1), 4=491(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-636/377, 3-4=-636/377 BOT CHORD 2-6=219/523, 4-6=219/523 WEBS 3-6=-2/264 NOTES- (6) 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15it; B=45ft; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 13-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and tortes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 2 and 205 lb uplift at joint 4. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING- verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. SI—ozo BEFORE USE. ��' Design vdkl for use only with MITek& tormentors. This design Is based only upon parameters shown, and Is for on Indivdual building component, not toss system. Before use, the building designer must verify fieapplicability of design parameters and properly incorporate Nis resign into the owrell building design. Bing Indicazed is to prevent —Wing of Individual truss web andlor chod members only. Additlonal temporary and permanent bracing MiTek" s always required for stability end to prevent collapse wim possible personal injury and property damage. For general guidanoe reg,d,ng the fabrication, storage, delivery, erood,n and ba,ing of trusses ant truss systems, see ANSI l QueelyC , OBB4V and B=BuHxM Component 6904 Parke East Blvd. 5ahrylnipmurbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 4x6 = Scale =1:6.9 5.00 [11-2 2 11 !TTM LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a - n/a 999 MT20 244/190 CDL T7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BC LL Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 Na n/a BC DL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=1-11-6,3=1-11-6 Max Ho' 1=23(LC 9) Max Uplift 1=-13(LC 12), 3=-14(LC 12) MUG— 1=41(LC 1), 3=41(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131b uplift at joint 1 and 141b uplift at joint 3. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building Code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING- verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511— BEFORE USE. MtDesign valid for use only with MITeW—n—rs. This design Is based onty upon Pe—alars shown, and Is for an Individual building component, not Wss system. Before use, the buildiig designer must venfy Ne applicability of design parameters and properly incorporate Nis tl,sign Imo the overall building design. Bracing Indicated is to prevent buckling of Individual truss web an&,rch,M members only. Addict— temporary and permanent bracing MiTek° saN.ays requiretlior stability antl to prevent wlMpse wah possible personal injury antl property damage. ForgeneralguidancemgaMingthe fabrication, storage, delivery, erecd,n and bracing of trusses ant truss systems, see ANSI?Gll Duality Cx1ena DSB-89 and BCSI Building Cgmpprrent 6904 Parke East Blvd. Sehrylnipmutbn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 3a610 Type Ory PIY 1 T21871747 Y 9 a 5 4 2.4 i 2.4 II 2.4 II I. - LOADING (psi) SPACING- 2-0-0 V.I. DEFL. in (Ioc) I/dell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(DT) n/a - n/a 999 BCLL 0.0 Rep Stress Iner YES WE 0.09 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=6-11-6, 4=6-11-6, 5=6-11-6 Max Horz 1=124(LC 9) Max Uplift 1= 17(LC 12), 4=-30(LC 9), 5=-116(LC 12) Max Grav 1=99(LC 1), 4=77(LC 17), 5=279(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-195/314 NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 6-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171b uplift at joint 1, 30 lb uplift at joint 4 and 1161b uplift at joint 5. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING - verity design parameters ant READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. s119202g BEFORE USE. ��" Design walk) br use only with WTekaD [onneMgrs. This design Is based Doty upon parameters shown, and Is for an IndiAd,d b,ilding component, not Wes system. Before use, the builtliig tlesigner must verry Ne applicability of design parameters and prppedy incorporate Nis tlesign imp the overall building design. B—ing lndicazed is to prevent buckling of Individual truss web andlor ch.d members crib.AddMonal temporary and permanent bracing MiTek" saN.ays requiredipr stability antl bprevant wlMpse wiN possible personal injury and property damage. Forgeneralguidancaregakingthe fabrication, storage, delivery, erectlon and bracing of trusses ant Wss systems, see ANSMH DualityC , DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sahrylniomutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 d IDUS671OCZ21 R 3 2x4 2.4 II Scale=1:13.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vart(CT) n/a - n/a 999 BC LL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 161b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-11-6,3=4-11-6 Max H.,1=84(LC 9) Max Uplift 1=-07(LC 12), 3=52(LC 12) Max Grav 1=152(LC 1), 3=153(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=45tt; L=28ft; eave-ltt; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriorz, 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 471b uplift at joint 1 and 521b uplift at joint 3. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING - Verity tlssign parameters ant READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. SI-020 BEFORE USE. ��" Design vMM for use only with MITeW conneccxrs. This design Is based only upon parameters shown, and Is for an Individual bdIdIng component, not Wes system. Before use, the buildiig designer must verify Ne applicability of design parameters and properly incorporate Nis design into the overall building design. Bracing IMI-ed is to prevent buckling of Individual truss web a,&,r,h,d members orly.Add'Nonal temporary and permanent bracing MiTek° saN.ays requiretlior stability antl to prevent wlMpse wah possible personal injury and property tlamage. Forgeneralguidanceregard,ngthe fabrication, storage, delivery, eracb,, and bracing of trusses ant Wss systems, see ANSI?Gll DualityC , DSS-89 and SCSI Building Cgmpwrent 6904 Parke East Blvd. Sahrylniomutbn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 3a610 W 0 D q ao r Vv tni) CO (n m > o f Z m r, m II m �N O N 'm t°� r oy�wov_z� co m °o s n m c= a,> C �aay�od D _.m 3mnm p »pO =p _ 0 6Pm onci-, w v�i°m^ O O O2 ?n -.a oom 00 Z `Ana n iN z 2o9o 5 c omc-O cDo o o�O & Er m m 3 .� ZoJJ fA m 63-om c m 0 y 3 N O$< Q � o? n m c n 0. m m w x Z �m »m �c om .�� om 0m o .0w `��' CDw imp m n y c i =� `o TOP CHORD m v^6 Ny Tm n0 co mOz ci-e -� m c m 'O� m o mo mzc 0i 'o CD N v� 7m 0, NN m 0 M,2 2m d' m tmnm O 0mG M �` N A 31 ON0 353y W� N C Mm Cm 00 CD N»C 2� NN D yN yD J _ \V ro 9 D w'a-7 N °ww oB tom v m yr O a �■ O a� so 70to � O o �c n m m _? ry y tmi 3 °- m N a p m u " _ f, w U) r �m� i, J w ixa m\ o f m y a cCD m I m .°' wab w w rn vc: -o o o m 3 ryw N 77 < Z N ~ MO 9M N m m SQ O mo Z N S H OI m C4-a A N n to 0, TOP CHORD os ZD n op v� -r EL p'mO �C TC So -`0_'9 c -&1 nZ 43E,2 aD MM a of - ' _ _d3 m 383 Fo EPS 3 - o 4o 0'a3x S.mmd I.npQ1 o 3. 3 a OO__ � 5 - �- -n ?_ _11/ `gym �$ 3m m2 n_`8. m_m. �'m 8x? - ?z2 - - ��. O \V tiR JJS m3 _ 1m uim - - �=u�m'�_ 33 aF �O - - --H N 7 o % mo '° om 3 _ ma - 90 o H S.= amo H �`m ,p yo' N O -1 % F 33 _ `g �a _ _o_ 3mE D`g anH _ v- -' ^.gym. m.•` Q �nm _ =m� - O Nm �f �yN� �N C N T 3 ° 3 a- 3 m m' rF a m ° m 3 1 m N Z 3 O rF CD 2x4 — 5.8 STIR = LOADING (pat) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 7.0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix-P Scale =1:10.8 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 Na Na Weight: 111b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4=1VIechanical Max Ho' 2=71(LC 12) Max Uplift 3= 32(LC 12), 2=106(LC 12) Max Grav 3=54(LC 17), 2=187(LC 1), 4=52(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15R; B=45tt; L=28tt; eave—ltt; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321b uplift atjoint 3 and 1061to uplift at joint 2. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 12,2020 WARNING- verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6I-020 BEFORE USE. ��' Design vatkl br use only with MITek� ronneMors. This design Is based Doty upon parameters shown, and Is for an Individual building component, not Wss system. Before use, the buildirg designer must verify the applicability of design parameters and propery incorporate Nis design imo the overall building design. Bracing Indicated is to prevent buckling of Individual truss web an&,rch,d members o,Iy. Adddonal temporary and permanent bracing MiTek° saN.ays requiredior stability antl to prevent wlMpse wah possible personal injury antl property damage. Forgeneralguidancaregardingihe fabrication, storage, delivery, erecd,n and bracing of trusses ant truss systems, see ANSMfl DualityC , DSB-89 and SCSI Building Cgr pp t 6904 Parke East Blvd. Sahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2x4 = ST1.5x8 STP = LOADING (pat) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0' Rep Stress lncr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix-P Scale=1:15.8 DEFL. in (loc) I/defl L/d PLATES GRIP Ved(LL) -0.03 2-4 >999 240 MT20 244/190 Vert(CT) -0.05 2-4 >999 180 Horz(CT) -0.00 3 Na Na Weight: 171b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4=Mechanical Max Ho, 2=103(LC 12) Max Uplift 3= 77(LC 12), 2=116(LC 12) Max Grav 3=114(LC 17), 2=253(LC 1), 4=92(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15R; B=45tt; L=28tt; eave—ltt; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 771b uplift at joint 3 and 1161to uplift at joint 2. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 12,2020 WARNING - Verity design parameters ant READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19202g BEFORE USE. ��' Design walk) br use only with MITeW co —cars. This design Is based only upon parameters shown, and Is for an IndlNdual bulltling component, not Wes system. Before use, the buildii designer must vanfy the applicability of design parameters and properly incorporate Nis design into the overall building design. Bracing Indicated is to prevent buckling of lndMidual truss web an&,rch,d members o,Iy.AddMonal temporary and permanent bracing MiTek° saN.ays requiretlior stability antl to prevent wlMpse wah possible personal injury and property tlamaga. Forgeneralguidanceregard,ngthe fabrication, storage, delivery, eractlon and bacing of trusses ant Wss systems, see ANSMH Deaf yC , DSB-89 and BCM Building Component 6904 Parke East Blvd. Sahrylniomutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 3.4 = ST1.5x8 STP = LOADING (pat) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 TCDL 7.0 Lumber DOL 1.25 BC 0.48 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix-SH ID:ts67IOCZ21 Scale=1:19.8 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.11 2-4 >741 240 MT20 244/190 Vert(CT) -0.18 2-4 >431 180 Horz(CT) -0.00 3 Na Na Weight: 231b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4=Mechanical Max Ho' 2=136(LC 12) Max Uplift 3= 103(LC 12), 2= 130(LC 12) Max Grav 3=159(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave-oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 3 and 130 lb uplift at joint 2. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 12,2020 WARNING - Verity design parameters ant READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. ��' Design walk) br use only with MITeW conneccxrs. This design Is based only upon parameters shown, and Is for an IndlNdual bulltling component, not Wes system. Before use, the building designer must vanfy Ne applicability of design parameters and properly incorporate Nis design inic the overall building design. Bracing lndicazed is to prevent buckling of lndMidual truss web andlor ch.d members only.AddNonal temporary and permanent bracing MiTek° saN.ays requiretlior stability antl to prevent wlMpse wah possible personal injury and property tlamage. Forgeneralguidanceregard,ngthe fabrication, storage, delivery, eravd,, and bacing of trusses ant Wss systems, see ANSMH Duaf yC , DSB-89 and BCM Building Component 6904 Parke East Blvd. Sahrylniomutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 3.4 = ST1.5x8 STP = LOADING (pat) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 TCDL 7.0 Lumber DOL 1.25 BC 0.48 BCLL 0.0' Rep Stress lncr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Scale =1:19.8 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.11 2-4 >741 240 MT20 244/190 Vert(CT) -0.18 2-4 >431 180 Horz(CT) -0.00 3 Na Na Weight: 231b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4=Mechanical Max Ho' 2=136(LC 12) Max Uplift 3= 103(LC 12), 2= 130(LC 12) Max Grav 3=159(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave-oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 3 and 130 lb uplift at joint 2. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 12,2020 WARNING - Verity design parameters ant READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6I192g2g BEFORE USE. ��' Design walk) br use only with MITeW conneatgrs. This design Is based only upon parameters shown, and Is for an IndlNdual bulltling component, not Wes system. Before use, the buildiig designer must vanfy Ne applicability of design parameters and properly incorporate Nis design inic the overall building design. Bracing Indicated is to prevent buckling of lndMidual truss web andlor chord members orly.AddMonal temporary and permanent bracing MiTek° saN.ays requiretlior stability antl to prevent wlMpse wah possible personal injury and property tlamage. Forgeneralguidanceregard,ngthe fabrication, storage, delivery, eracd,, and bacing of trusses ant Wss systems, see ANSMH Duaf yC , DSB-89 and B=Building Component 6904 Parke East Blvd. Sahrylniomutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Ii 1 3z8 = ST1.5x8 STP = LOADING (pat) SPACING- 2-0-0 cst"rix-OSH, TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 0.5 BCLL.Rep Stress lncr VES 0.0 BCDL 10.0 Code FBC2017/TP12014 Scale=1:22.2 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.17 2-4 >523 240 MT20 244/190 Vert(CT) -0.33 2-4 >281 180 Horz(CT) -0.00 3 Na Na Weight: 271b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4=10echanical Max Ho, 2=152(LC 12) Max Uplift 3= 119(LC 12), 2= 138(LC 12) Max Grav 3=185(LC 1), 2=360(LC 1), 4=140(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave-oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 Ib uplift at joint 3 and 138 lb uplift at joint 2. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 12,2020 WARNING- verity design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/192g20 BEFORE USE. ��' Design vdd for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Wss system. Before use, the building designer must verify Ne apbili plicaty of design parameters and properly incorporate Nis design inN ove the rall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or ch.d members only. Additlonal temporary and permanent bracing MiTek° s aN.required for stability and to prevent collapse wid, possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, eracd,, and bracing of trusses ant truss systems, see ANSB l OrufdyC , 0.4E-89 mM SCSI Building Component 6904 Parke East Blvd. 5ahrylnipmutbn available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2x4 = 2x4 = M 1--rlarprtlr.. Plate Offsets (X V)-- [2:Edge 0-0-61 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.47 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(CT) 0.01 5 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 411b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Ho¢ 2=135(LC 24) Max Uplift 4=-82(LC 8), 2=-237(LC 8), 5=-87(LC 8) Max Grav 4=124(LC 1), 2=445(LC 1), 5=290(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2-3=-772/220 BOT CHORD 2-7=290/702, 6-7=290/702 WEBS 3-6=-747/308, 3-7=0/284 NOTES- (8) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821b uplift at joint 4, 2371b uplift at joint 2 and 871b uplift at joint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to support Concentrated load(s) 72 Ib down and 85 Ib up at This item has been 1-4-15, 72 It, down and 851b up at 1-4-15, 721b down and 441b up at 4-2-15, 72 Ib down and 441b up at 4-2-15, and 101 Ib down electronically signed and and 99lb up at 7-0-14, and 101 Ib down and 991b up at 7-0-14 on top chord, and 1 Ib down at 1-4-15, 1 Ib down at 1-4-15, 181b sealed by Velez, Joaquin, PE down at 4-2-15, 18 Ib down at 4-2-15, and 38lb down at 7-0-14, and 38 Ib down at 7-0-14 on bottom chord. The design/selection using a Digital Signature. of such connection device(s) is the responsibility of others. In LOAD CASE(S) loads face front back Printed Copies of this 7) the section, applied to the of the truss are noted as (F) or (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any document are not considered particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." signed and sealed and the signature must be verified LOAD CASE(S) Standard on any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Joaquin Velez PE No.68182 Vert: 1-4=-54, 2-5=-20 MiTek USA, Inc. FL Cart 6634 Concentrated Loads (Ib) 6904 Parke East Blvd. Tampa FL 33610 Vert: 8=44(F=22, B=22) 10=-75(F=-38, B=-38) 13=-36(F=-18, B=-18) Date: November 12,2020 ,A WARNING - Verity tlesign parameters aM READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-]4]3 rev. s/192g2g BEFORE USE. MF Design walkl br use only with MlTeksD ronneMprs. This design Is based Doty upon parameters shown, and Is for an IntllMtlual bulltling component, not Wes system. Before use, the buildingbuiltlidesigner must f IndNitlual the applimbiliry of design nparameland properly incorporate Nis design into the overall tlesign. Bracing lndlcazM is . to prevent —Ming of truss web adlor choM mem.. bers only. rg,n—Il tuid,n ryand permanent bracing MiTek° s ahvaysrequimdforstabilay rx%,n andb ,Ing of wah possible personals , and propedydSMH Fprgeneral gui DSB-8gardinglhe fabrication, storage, delivery, erection and bracing fttrusses ant Wss systems, see Aff MD f gueliry CnMu, gSe-88 and (9C51 Building Component 6904 Parke East 0 Sahryln/omutbn available from Truss Plate Institute, 2870 Crain Highway, Suite 203 Waltlort, MD 20801 Tampa, FL 3Ba10 Type nal HID Girder Dty PIy 1 T21871734 9M 5-11-12 11J-12 5-11-12 5-4-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.16 6-7 1 02 180 BCLL 0.0 Rep Stress Iner NO WE 0.61 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 47lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4-Mechanical, 2=0-11-5, 5=Mechanical Max Ho, 2=152(LC 24) Max Uplift 4=-165(LC 4), 2=269(LC 8), 5=-107(LC 8) Max Grav 4=247(LC 1), 2=541(LC 1), 5=456(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1075/325 BOT CHORD 2-7=-404/999, 6-7=-404/999 WEBS 3-7=0/382,3-6=-1060/429 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-3-0 oc bracing. NOTES (8) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 Ib uplift at joint 4, 2691b uplift at joint 2 and 1071b uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 72 Ib down and 85 Ib up at 1-5-12, 72 Ib down and 851b up at 1-5-12, 72 Ib down and 44 Ib up at 4-3-11, 72 Ib down and 441b up at 4-3-11, 101 Ib down and This item has been 991b up at 7-1-10, 101 It, down and 991b up at 7-1-10, and 1241b down and 125lb up at 9-11-9, and 124lb down and 125lb up at electronically signed and 9-11-9 on top chord, and 1 Ib down at 1-5-12, 1 Ib down at 1-5-12, 18 Ib down at 4-3-11, 18 Ib down at 4-3-11, 381b down at sealed by Velez, Joaquin, PE 7-1-10, 381b down at 7-1-10, and 67 lb down at 9-11-9, and 671b down at 9-11-9 on bottom chord. The design/selection of such using a Digital Signature. connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed Copies Of this 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any document are not considered particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building Code." signed and sealed and the signature must be verified LOAD CASE(S) Standard On any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 Uniform Loads (plf) Vert: 1-4=-54, 2-5=-20 MiTek USA, Inc. FL Cart 6634 Concentrated Loads (Ib) 6904 Parka East Blvd. Tampa FL 33610 Vert: 8=44(F=22, B=22) 10=-75(F=-38, B=-38) 11=-173(F=-86, B=-86) 14=-36(F=-18, B=-18) 15=-101(F=-51, B=-51) Data: November 12,2020 WARNING - Verity design parameters ant READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6I192g20 BEFORE USE. ��" Design walk) br use only with MITeW con..—. This design Is based arty upon parameters shown, and Is for an Indivdual bulltling component, not Wes system. Barr, use, the buildiW designer must vanity Ne appal fl ty of tlasign peramaters and pro ry incorporate Nis design iM the overall building design. Bracing hdl-ccl is to prevent buckling of Individual truss web andlor choM members only.AddMonal temporary and permanent bracing MiTek° saN.ays raquiretlior stability antl to prevent wlMpsa wah possible personal injury and property tlamaga. Forganaralguidanpamgakingtha fabrication, storage, delivery, erectlon and bracing of trusses ant Wss systems, see ANSMH DualityC , DSB$ and BCSI Building Component 6904 Parke East Blvd. Sahrylniomurbn available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610