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HomeMy WebLinkAboutTRUSS PAPERWORK�® Lumber design values are in accordance with A I 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® SCABN�NED RE: 1731099 - LOT 23/87 FORT PIERS LUiJJ8000t1tt/ MiTek USA, Inc. Site Information: 6904 Parke East Blvd. T Customer Info: ADAMS HOMES Project Name: 1731099 Model: 1755B 10X14 Lnxl. 33610-4115 Lot/Block: 23/87 Subdivision: FORT PIERCE Address: 5913 BALSAM DR,. City: FORT PIERCE State: FLORIDA 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/fP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 36 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date I No. I Seal# I Truss Name I Date 1 T16940535 1 A01 5/2119 118 1 T1 6940552 01 P 115/2/19 2 T16940536 I A02 15/2/19 119 I T1 6940553 I C3 15/2/19 3 T16940537IA03 15/2/19 120 1T169405541C3P 15/2/19 14 I T16940538 I A04 / 5//192T16940556ID01 1 I 940555 I C5 15/21192 15 1T169405391A05 I5/2/19 16 1T169405401A06B 5/2/19 23 IT16940557IDOIB S/2/19 17 1T169405411A07B 5/2/19 24 T169405581D03 15/2/19 I 18 1T169405421A08B 15/2/19 125 1T169405591D04 15/2/19 I 19 1T169405431A09 15/2/19 126 1T169405601E3 15/2/19 I 10 T16940544JAlO 15/2/19 127 1T169405611E5P 15/2/19 11 T16940545IA11 15/2/19 128 1T169405621E7 15/2/19 112 1T169405461At2 15/2/19 129 1T169405631F01 15/2119 113 1T169405471Al3 I5/2/19 130 1T169405641F02 5/2/19 114 IT16940548IA14 15/2/19 131 1T169405651H3 5/2/19 15 1 T169400549 5 55/2/1.9 32 40566 H3C 5/2-/19 CA1 /2/933T16940567H5 5/2/19 405511 C1 C 16%2/19 134 I T16940568 I H7 15/2119 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 (Plant City, FL). Truss Design Engineer's Name: Finn, Walter 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 jurisdiction(s) identified and that the designs comply with ANSIlrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSIlTPI 1, Chapter 2. RECEIVED AUG 14 2019 ST. Lucie County, Permitting 0% �04 uFnUApt.." OP, ..........RP, i E NSA No 22839 = o: :Ir X 90 STATE OF : 14f •,�0 11 `�p .Waller P. Firm PE No.22839 Mttek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 Bate: May 2,2019 Finn, Walter 1 of 2 RE: 1731099 - LOT 23/87 FORT PIERCE Site Information: Customer Info: ADAMS HOMES Project Name: 1731099 Model: 1755B 10X14 LANAI Lot/Block: 23/87 Subdivision: FORT PIERCE Address: 5913 BALSAM DR,. City: FORT PIERCE State: FLORIDA INo. Seal# ITruss Name I Date 135 IT16940569IL01 5/2/19 136 IT16940570IL02 15/2/19 2of2 Job uss Truss Type .. . Oty Ply LOT 23/87 FORT PIERCE 7AO1 T76940535 1731099 Roof Special 3 1 Job Reference (Optional) builders rimbource, rlam lAry, VL- JJbti], 8.240 s Dec 6 201 B MiTek Industries, Inc. Thu May 2 07:02:11 2019 Scale: 3/16'=1- 6.00 12 4x10 MT20HS = 5x8 3.00 F12 r <xn 11 2 4 14-642 B 1. — 5 c 6x8 \\ 2x4t 3xB MT20HS 61a2 14-0a L 74 22-6.2 2a'2-12 263d-0 F142 ]-5-id 63-0 2-9-16 4949-0 6i0 Plate Offsets (X.Y)-- I2:0-2-3 Edgel r2:0-4-6 Edgel 16:0-4-0 0-3-01 18:0-0-4 Edgel I8:0-0-4 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(L-) 0.51 12-13 >786 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.65 11-12 >614 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.35 8 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 1861b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=130510-8-0, B=1305/0-8-0 Max Harz 2=-276(LC 15) Max Uplift 2=-785(LC 10), 8=-785(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-6 ob puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-0-0 oc bracing: 1011 WEBS 1 Row at midpt 5-12. 6-12 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-0=-4021/4287, 3-4=-3844/4091, 4-5=-3029/3266, 5-6=-2036/2314, 6-7=-2600/2883, 7-8= 2342/2614 BOT CHORD 2-13=-3619/3647, 12-13=-3101/3270, 11-12=-2170/2362, 10-11=2090/2126, 8-10=-2055/2070 -- WEBS 3-13>166/362, 4-13=-273/469, 4-12=-599/964, 5-12=-1993/2081-, 6.12=.628/834, 7-11=-68/269, 7-10=-429/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 11-2-6, Comer(3) 11-2-6 to 22-1-10, Extedor(2) 22-1-10 to 29-2-6, Comer(3) 29-2-6 to 34-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-M wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity rapacity of bearing sufface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=785, 8=785. Walter P. Fin PE No.22839 MiTek USA, Inc. FL Cad 8G34 6904 Parke East Blvd. Tampa FL 33810 Data: May 2,2019 Q WARNING- Verify Cea/gnp4mmefeieand RE4DNOTES ONTNLSANDOaCLUDEDMREKREFERANCEPAGEM674Ma V. 141031x20150EFOREUSE valid for use oNywith MRelrw connectors. This design 6 based only upon paromafers shown, and 6 for an individual bulding component, not wit th a truss system. Before use, the building designer must verify the applicability of design parameters and property mccrporale this design Into e overall buadingdeslgn.&adngIndicated Istoprevent buckling otIndividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse yams possible porsond Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of m ases and truss systems see/WSI/IPII Quo' CMedo, DSO-09 and BCSI Building Component Si tnfarmallonavo0able from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexondda. VA 22314, -- 6904 Parke East BNE. Tampa, FL 33610 Job Truss Truss Type • • Oty Ply LOT 23187 FORT PIERCE T76940536 1731099 A02 Roof Special 1 1 Job Reference o tipnal Builders First5ource, Plant City, FL-33567, 8.240 s Dec 6 2018 MiTek Industries. Inc. Thu May 2 07:02:13 2019 Scale: 3/16'=l' 6.00 12 4x10 MT20HS= m Ib 5xB � 3.00 12 G1411yt4� 13.10-145' u ya­F Exit kk 2x4 II 3x8 MT20HS II 23-2-12 slo-z 14sa zo-s2 zz-szzzl 2e�o-o aa+w 1 a-10-z 1 )-s14 1 F1-2 I z� 4-as 1 sra a3 7 Plate Offsets (X,Y)- f2:0-2-3,Edgel, f2:0-4-6.Edge1 j6:0A-0.0-3-01 f8:0-0-4 Edgel 18:0-0-4 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Joe) Vdefl Ud PLATES GRIP TCLL '20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.5112-13 >786 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.65 11-12 >614 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.35 8 n/a n/a BCDL 10.0 Code FBC2017/71`12014 Matrix-MSH Weight: 184 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-0-0 oc bracing: 10-11 WEBS 1 Row at midpt 5-12. 6-12 REACTIONS. (lb/size) 2=1305/0-8-0, 8=130510-8-0 Max Horz 2=-276(LC"15) Max Uplift 2= 785(LC 10), 8=-785(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4021/4287, 3A=3844/4091, 4-5=-3029/3266, 5-6=-2036/2314, 6-7=-2600/2883, 7-8=-2342/2614 BOT CHORD 2-13=-3619/3647, 12-13=-3101/3270, 11-12=-2170/2362, 10-11=-2090/2126, 8-10=-2055/2070 WEBS 3-13=-166/362, 4-13=-273/469,4-12=-599/964, 5-12=-1993/2081, 6-12=-628/834, 7-11=68/269,7-10=-429/502 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Extedor(2) 4-1-10 to 11-2-6, Comer(3) 11-2-6 to 22-1-10, Exterior(2) 22-1-10 to 29-2-6, Comer(3) 29-2-6 to 34-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed fora live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bead ngs are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=785, 8=785. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 Q WARNING- yenrydeagnpanserdars and READ NOTES ON MISAND ANCLUDED MREKREFERANCE PAGEMX74T3 rev. 1041=015 BEFOREUSE. valid for use only with Mire& connectors. lhb design Is based only upon parameters shown, and Is for an Individual building component. not MR a lives system. Before use, the building designer must verify the applicability of design parameters and propery Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required far stability and to prevent collapse with possible persond Injury and property damage. For general guidance regarding the fabrlcaaon, storage, delivery, erection and bracing of trusses and Ines systems. seeAN51/IPII Quail Criteria. DSB-09 mttl SCSI Building Component 6s04 Parke East Blvd.- -SafetyNfoanatbmvoiioble from Truss Plate Instltute. 218 N. Lae Sheet, 6uite 312, Atexontlrlo, VA 22314,- Tampa, R. 33610 Job Truss Truss Type . t Oty Ply LOT 231 FORT PIERCE T76940537 1731099 A03 Roof Special 1 1 Job Reference o tional ,.„wiry, 11 --a." 6.24115 UCC B 2011f MU ek Industries, Inc. Thu May 2 07:02:14 2019 Scale: 3/16'=1' 6.00 12 4z10 MT201­[5= 5z8 a 3.00 12 6xB 11 2.1 5z 2x4 11 3x8 MT20HS II LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ve I(LL) 0.51 12-13 >786 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ved(CT)-0.6511-12 >614 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.79 HOrz(CT) 0.35 8 n/a ral BCDL 10.0 Code FBC2017ITP12014 Matdx-MSH Weight: 179 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purfins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.3 4-0-0 oc bracing: 10-11 WEDGE WEBS 1Row at midpt 5-12.6-12 Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0-8-0 Max Horz 2=-276(LC 15) Max Uplift 2=-785(LC 10), 8=-785(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 22=-4021/4287, 3-4= 3844/4091, 4-5=-3029/3266, 5-6=-2036/2314, 6-7=2600/2883, 7-8=-2342/2614 BOT CHORD 2-13=-3619/3647, 12-13=-3101/3270, 11-12=-2170/2362, 10-11= 2090/2126, 8-10=-2055/2070 WEBS 3-13= 166/362, 4-13=-273/469, 4-12=-599/964, 5-12=-1993/2081, 6-12=-628/834, 7-11=-68/269, 7-10=-429/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 11-2-6, Comer(3) 11-2-6 to . 22-1-10, Exterior(2) 22-1-10 to 29-2-6, Comei 29-2-6 to 34-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcufrent 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) Bearings are assumed to be: Joint 2SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIrfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 61=11b) 2=785,8=785. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cent 66M 6904 Parke East Blvd. Tampa FL 33BID Date: May 2,2019 ®WARNING-Verifydesl9apammetms.d READNOTES ON MIS AND INCLUDEDMBEKREFERANCEPAGEMLL7473rey. VIV34M15BEFORE USE Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and is for an individual building component not a huss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only.. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and hues systems. WeANSUIPll Quarry Cri PS049 and Bpi SWdhp Component 69M Parke East BNd. Safety lnfomrallonavaloble from Truss Plate institute.218 N. Lee Sheet Suite 312. Alexandrb+/A223y4: -- Tampa, FL 33610 Job Truss Thus Type �, , Oty Ply LOT 2&87 FORT PIERCE T76940538 1731099 A04 Common 5 1 Job Reference (optional) Builtlers RrsiSource, Plant City, FL - 33567. 8.240 s Dec 62018 MTek Industries, Inc. Thu May 2 07:02:15 2019 d, 4x6 6.00 12 3.00112 4x6 C 6-10.3 14-4-0 24-0-0 28-7.0 6-10.3 7-5-13 9-8-0 4-7-0 Scale =1:57.5 Plate Offsets (X,Y)- 12:0-2-2 0-0-81 f4:0-3-003-41 15:0-3-2 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.42 10-11 >811 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.73 9-10 >468 180 BCLL 0.0 Rep Stress [net YES W B 0.57 Horz(CT) 0.22 a n/a We BCDL 10.0 Code FBC2017/TP]2014 Matdx-MSH Weight: 1451to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except' 8-9: 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or2-5-14 pc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or4-0-15 oc bracing. WEBS 1 Row at micipt 6-10 REACTIONS. (lb/size) 2=1126/0-8-0, 8=1050/0-7-0 Max Hom 2=394(LC 10) Max Uplift 2=-700(LC 10), 8=-566(LC 11) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3349/2270, 3-4=3120/2128, 4-5=-2277/1644, 5-6=-1555/1191, 6-7=-1261/921, 7-8- 1018/801 BOT CHORD 2-11=-2294/3012, 10-11=-1803/2588, 9-10- 936/1315 WEBS 3-11=-192/355,4-11=-244/478,4-10=-603/716,5-10=-979/1502, 6-10=-106/330, 6-9- 531/550, 7-9=-650/1058 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=5.Opsf; h=15ff; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-0 to 4-1-10. Interior(1) 4-1-10 to 11-2-6, Exterior(2) 11-2-6 to 22-4-0, Intedor(1) 224-0 to 22-11-10, Exterior(2) 22-11-10 to 28-5-4 zone;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 psf bottom chord live load nonconcument 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11d) 2=700, 8=566. Walter P. Finn PE No.22839 MTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 O WARNING-Ver/fydesl9nPerametereeed READ NOTES ON MIS AND INCLUDED MITEKREFERANCEPAOEM67473 rev. 10A)SM15REFORE USE Design valid for use only with MBeIse) connectors. AB design Is based only upon parameters shown and Is for an Individual building component not a buss system. Before use, the beading designer must verity the appllcabllry of design parameters and properly Incorporate this design Into the overall burding design. &acing Indicated Is to prevent buckling of lndlylduol fuss web and/or chord members only. Addltlonal temporary and permanent bracing MiTek' Is always required for stobulty and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the foalcotlon. storage, delivery, erection and bracing of fusses and fuss systems seeANSUfpll Guatly Orlando. DS5419 and SCSI Sultlbg Component 69M Parke East Blvd. Safety WormalbrWallable from Taus Plate Institute. 218 N. Lee Sheet Suite-3+E roexandrlo: VA 22314- Tampa, FL 33610 Job Truss Type 1 s OIy Ply LOT 23/87 FORT PIERCET16940539 =A05 1731099 Roof Special 2 1 Job Reference (optional) Builders I'Vabourae, P12M City, PL-33567, 8.240 s Dec 62018 MTek Industries. Inc. Thu May 2 07:02:162019 01 6.00 12 3xB> cad - 6-1-1 � 6-10-2 74.!0 22-11-5 26-10.0 �e-o-o� 32-0-0 6-10-2 0.].5 vmel 1J).n d.mn Scale = 1:58.6 Plate Offsets (X,Y)-- 12:0-0-10,Edgel, f4:0-3-0,0-3-41 15:0-3-e 0-2-81 [6:03-0 0-3-0] 19:Edae 0-8-121 19:0-1-12 0-0-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.87 Ven(LL) 0.51 13-14 >748 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.84 Ver(CT) -0.65 13-14 >584 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) 0.32 9 n/a rVa BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP No.1, 9-11: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1255/0-8-0, 9=1190/0-4-0 Max Harz 2=326(LC 10) Max Uplift 2=-760(LC 10), 9=-662(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=:3835/2474, 3-4=3619/2335, 4-5=-2818/1079, 5-6=-1904/1340, 6-7=-2254/1570, 7-8=-1854/1275,8-9=-1117/846 BOT CHORD 2.14=.2370/3453, 13-14=-1897/3074, 12-13=-120312060, 10-12=-1036/1636, 9-10=-221/260 WEBS 3-14=-178/350,4-14=-227/460,4-13=-596806,5-13=-1123/1910,6-13=-475/556, 7-12=194/489, 8-10=-823/1356,7-10= 625/474 Structural wood sheathing directly applied or 2-2-0 oc pur ins, except end verticals. Rigid ceiling directly applied or 4-0-0 oc bracing. 1 Row at midpt 6-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-0 to 4-1-10, Interior(l) 4-1-10 to 11-2-6, Extedor(2) 11-2-6 to 22-1-10, Interior(1) 22-1-10 to 26-4-10. Exterior(2) 26A-10 to 31-10-4 zone;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 psf bottom chord live load nonconcurent 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Bearing at joint(s) 2 considers parallel to gmin value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 011=11b) 2=760, 9=662. Walter P. Finn PE No.12839 MTek USA, Inc, FL Cod 689 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 AWARNING -VadfydaslgnperdmetersendREAD NOTESONTNLSANDINCLUDED MITEKREFERANCEPAGEM674Mre. MU32015BEFOREUSE. Design valid for use only with MBelcB) connectors. This derign a based only upon parameters shown and Is for an IndNidual building component, not a tnss system. Before use, the bulltling de igner must verity the oppllcoblllN of design parameters and property Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1s Ir M1Tek* k always required for stability antl to prevent collapse with possible penomod injury and property damage. For general guidance regarding the fabrication storage. delivery. erection and brocing of Musses and truss systems, 900ANSVIPII QuoOy Criteria. DSS29 and SCSI Building Component 69U Parka East Blvd. Sabry Inlerme6enavoaoble from Truss Plate InVltute, 218 N. Leo-Stteel-. 312,-Alaxandri VA 22314. Tampa, FL 33610 Job Truss Truss Type L s City Ply LOT 23187 FORT PIERCE T16940540 1731099 A065 Hip 1 1 Job Reference o tional buuaers rnstaaurce, ream City, FL- a3bBy, 8.240 s Dec 62018 MiTek Industries, Inc. Thu May 2 07:02:17 2019 4x6 = 6x12 MT20HS a 6.00 12 Yi'i26 Scale=1:57.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.96 BC 0.78 W B 0.66 Matrix-MSH DEFL. Vert(L-) Vert(CT) Hom(CT) in (loc) Vdefl L/d OA8 14-15 >802 240 -0.5714-15 >664 180 0.29 10 n1a rda PLATES MT20 MT20H5 Weight: 1781b GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 -Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 1-4: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-0-9 oc bracing. 2-14: 2x4 SP No.1, 10-12: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 9-10: 2x6 SP No.2 WEDGE Lett: 2x4 SP No.3 REACTIONS. (lb/size) 2=1252/0-8-0, 10=1187/0-4-0 Max Hom 2=302(LC 10) Max Uplift 2=-740(LC 10), 10=-037(LC 11) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23= 3825/4209, 3-4=-3610/3977, 4-5=-2808/3130, 6-7=-2231/2905, 7-8=-2232/2621, 8-9=-1834/2156,9-10=-1113/1432, 5-6=-2279/2738 BOT CHORD 2-15=-3687/3442, 14-15=-3109/3053, 13-14=d 61311845, 11-13— 1775/1618, 10-11=-352/259 WEBS 3-15=-176/423, 4-15=-287/465, 4-14=-555/960, 6-14=-5861753,7-13=-247/599, B-13=-249/448,9-11=1439/1345,5-14=-1084/1060,6-13=-678/401, 8-11=-6051799 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; E1g1 C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Extenor(2) 44.10 to 9-6-6, Comer(3) 9-6-6 to 23-9-10, Extedor(2) 23-9-10 to 26-3-10, Comer(3) 26-3-10 to 31-9-4 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 _ 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6834 2=740. 10=637. 6904 Padre East Blvd. Tampa FL 31610 Date: May 2,2019 Q WAANWG-Vedtydeslgnpammeters and READ NOTES ON MMANDWCLUDEDWEKREFENANCEPAGEMR74m mv. 10,113&VISBEFOREDSE Design valid for use only with Mnek® connectors. this design Is based only upon parameters shown, and is for an Individual bulltling component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this tleslgn Into Me overall bulltling design. Bracing indicated is to prevent buckling of Inc Mdual truss web and/or chord members only. Adtlltlonol temporary and permanent bracing a always requlred for stabllity and to prevent collapse weh passible pawnor Injury and property damage. For general guidance regarding the fobrlcanon, storage, delivery, erection and bracing of busses and hues systems seeANSUIPII Quality CmuO, DSB89 and BCSI Building Component Safety mfannatbnavallable from Taus Plate Institute, 2i8 N-Lee-Sfreet.Sulte 312, Wexandrla. VA 22314, MiTek' 690 r Palle East Blvd. Tampa, FL 33619 — Job Truss Thus Type s Oty Ply LOT 23/87 FORT PIERCE T76940541 1731099 A07B Hip 1 1 Job Referents faotionall Builders FirstSource, Plant City, FL - 33567. 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu May 2 07:02:18 2019 Page 1 ID:UFLsKgoi2lTgRmwAiiSOPzBAGN-O5SgMBggDvpgZnOH913bQBYOX7HHEAJ5Rea 67zKogp -t-4-0, &0.72 13-UO 20-4-0 2fi-10-0 32.0.0 1.4.0 8.0.12 4-11.4 - f• 7.4-0 E6.0 5.2-0 n d1 «:b 4x10 MT20HS= 6.00 12 6x12 MT20HS 7-5.9 8�0-1�2 t4-4-0 20-11-12 26.10.0 32-0-0 7.5.9 0-7-9 E3-4 a-]-12 5.10-4 5-2-0 Scale=1:57.0 Plate Offsets (X,Y)-- f2:0-0-10,Edgel, f4:0-6-8,0-1-121, f8:0-1-12,0.Ml, f8:Edge,0-9-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Veri(LL) 0.44 12-13 >860 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Ver(CT) -0.5312-13 >718 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.87 Hoa(CT) 0.30 8 n/a n/a BCDL 10.0 .Code FSC2017/TP12014 Matrix-MSH Weight: 165 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 *Except* 4-5,1-3: 2x4 SP M 31 BOT CHORD 2x4 SP No.t *Except* 9-12: 2x4 SP No.2, 8-10: 2x5 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1257/0-8-0, 8=1200/0-4-0 Max Horz 2=270(LC 10) Max Uplift 2=-712(LC 10), 8=-605(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or3-2-13 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3747/3984, 34=-2918/3018, 4-5=-2957/3198, 5-6= 2247/2455, 6-7=-1900/2218 BOT CHORD 2-13=,3438/3365, 12-13=-3437/3377, 11-12=-1721/2001, 9-11=-1862/1700 WEBS 4-12=-951/1033, 5-12=-943/1162, 6-11=-229/420, 6-9=-568/854, 7-8=-1154/1430, 7-9=-1886/1688, 3-13=0/265, 3-12=-734/1204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1=10 to 7-BH3, Comer(3) 7-6-6 to 25-9-10, Extenor(2) 25-9-10 to 264-10, Comer(3) 264-10 to 31-104 zone;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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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-M wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTP11 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=712, 8=605. Waller P. Finn PE No.21839 MiTek USA Inc. FL Car 6634 69H Parke East Blvd. Tampa FL 33810 Date: May 2,2019 O WARNWG-Vedfydesign Peremne..d RE DNOFES ON TNISAND/NOLUDFDMREKREFERANCEPAGEM674"J V. 16N]2015eEF0fE USE Design valid for use only with M6eal) connectors. This design Is based only upon parameters shown, and a for an Individual building component, not a thus system. Before use, the bulldhg designer must verify the appllcoblllN of design parameters and properly Incorporate this design Into the overall building design. Bmcln9 Indicated b to prevent buckling of Individual Truss web and/or chord members Only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posible personal Injury and property damage. For general guidance regarding Me fabrication, storage, dalNery, erection and bracing of trusses and Truss Systems seeANSVIPII CuolXy Cdfeda, 13511419 and SCSI Building Component 6904 Parke East Blvd. Safety Infoenationavollable from TTas>Pateins6lnle,-218 N: Lee -Sheet Sulfe 312, Alexandrlo. VA 22314, Tem�0- Job Truss Truss Type a r Ory Ply LOT 23/87 FORT PIERCE T1694054Z 1731099 A08B Hip 1 1 Job Referenra o tional Guilders nr5tJOWce, "IuR illy, rL- dfbar, 6.240 S Dec 6 2018 mu i eK InausIDeS, Inc. rhU May 2 07:02:20 2019 �1 46 = 3x4 = 4x6 — 4 5 6 Scale=1:56.1 9 1; le lu 3x6 3x9 = 4x6 = 3xB = 4.12 11 Plate Offsets (X Y)-- [2:0-2-9 0-1-81 [9:0-8-0 Edgel LOADING (psi) SPACING- 2-" CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.76 Vert(LL) -0.37 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.6310-12 >614 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 1651b FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 1-4: 2x4 SP NDA BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Right 2x8 SP 240OF 2.0E 3-6-8 REACTIONS. (Ib/size) 9=1183/0-4-0, 2=1257/0-8-0 Max Harz 2=236(LC 10) Max Uplift 9=-692(LC 11). 2=-784(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-7-11 o s bracing. FORCES. (lb) - Max..Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-2092/1813, 3-4=-1831/1636, 4-5=-1591/1500, 5-6=-1481/1454, 6-7=-1665/1558, 7-9= 1779/168B BOT CHORD 2-12=-1411/1825, 10-12=-1184/1710, 9-10=-1259/1528 WEBS 3-12=-356/609,4-12=-539/622, 5-12=-278/334,5-10=-410/391, 6-10=-446/478, 7-10_ 111/451 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 26-66, Comer(3) 266-6 to 32-0-0 zone;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 pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for alive load of 20.0psf 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 = 10.0psi. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 9=692, 2=784. Walter P. Finn PE No12839 MRek USA, Inc. FL Curt 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: May 2,2019 Q WARNING -Verify dadImperanufare.d READNOTES ON 1`10.SMI)INCLUDED MREKBEFERANCEPAGEMIF74".v.. iG20201SBEFOHEUSE Design valid for use only Win MFelals connectors. Ms design U based only upon parameters shown, and Is for an Individual buading component, not a truss system. Before use, the building designer must verify the oppllcablllty, of design parameters and properly Incorporate this design Into me overall building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only. Additlonol temporary and permanent bracing WOW Is always required for stablllty and to prevent collapse wim possible personal trqury and property damage. For general guidance legardhg fire fabrication, storage. delivery, erection and brocing of hums and buss systems, seeµSVTPII Quarpts,ryCmtub. DSB-59 and SCSI Building Component 69M Parke East Blvd. Safety InfomratbrrrvoibblahanlrussPlate Insfituter218 N. Lee Street. Sulte 312. Alexandre. VA 22314. pa; FL-3361G— Job Truss������JLOTR,ference T16940543 1731099 A09 �FOR.TRCE u u„uu....-,...... • .w., �„y„ � - uw�, • GYI 4 ee a CV 1. MI1 CR I11UlUlllde, llie. I aU May L u/:uL:L I Scale = 1:56.1 5.8 = 2x4 It 5x6 = 46 = 4 5 16 6 17 7 3x5 = 3x4 = 3x4 = 4.6 = 3x6 II 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inor YES Code FBC20171TPI2014 CSI. TIC 0.88 BC 0,84 WB 0.87 Matrix-MSH DEFL in (too) Vdefl L/d Ven(LL) 0.24 10 >999 240 Vert(CT) -0.3612-15 >999 180 Horz(CT) 0.07 8 n/a We PLATES GRIP MT20 2441190 Weight: 1681b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-1 be bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-9 REACTIONS. (lb/size) 8=1177/0-4-0, 2=1252/0-8-0 Max Horz 2=361(LC 10) Max Uplift 8=-815(LC 7), 2=822(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2147/1513,34=-1951/1416,4-5=-2125/1526,5-6=-2125/1526, 6-7=-1567/1073, 7-8— 1109/847 BOT CHORD 2-12=-1565/1881, 10-12= 1316/1718, 9-10=-1096/1591 WEBS 3-12=-252/370,4-12=-198/438, 4-10= 487/574, 5-10=-431/498, 6-10=-595/627, 6-9=-761/719, 7-9=-1225/1791 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-0 to 16-8-9, Interior(1) 16-8-9 to 26-4-10, Exterior(2) 26-4-10 to 31-104 zone;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 pending. 4) This truss has been designed for a 10.0 lost 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-M wide will fit between the bottom chord and any other members. 6) All bearings,are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=815, 2=822. Walter P. Finn PE No22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: May 2,2019 AwAHNWG- Verllydedgnparemefersand REIDNOTES ON THISANO/NCLUDMUM KHEFERANCEPAGEMLL74Tmx 10,1111¢015 BEFORE USE valid for use only with Mnea connectors. This design Is based only upon parametersshown, and Is for an Individual building component, not MR a truss system. Before use, the bulltling desgner must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing lndlcoted is to prevent buckling of lndivldual truss web and/or chord members only.Additional temporary and permanent bracing Is always requlred for stability and fo prevent collapse with passible personal lofury and property damage, For general guidance regarding the fobricotion. storage, delivery, erection and bracing of trusses and truss systems, seeANSVrpll QupBls. Cmedo, DS549 and SCSI Building Component Safety Infermatbinwllobiehomirus %te Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. MiTek' 69U Parke East Blvd. --TamparFL 33610 Job Truss Truss Type n Oty Ply LOT 23/87 FORT PIERCE T16940544 1731099 A10 HALF HIP GIRDER 1 1 Join Reference o tional cuuaeas airy, r.-omoq 8.24Ue Use 5 zui S MI i eK mammas, Inc. Scale=1:57.7 BAB MT20HS 3.6 II 6x12 MT20HS = 2x4 II 7x/0 = 3x4 II &00 FIT 3 4 5 is 6 7 9 axe = 2.4 11 602 MT20HS = 2x4 II 6x12 MT20HS = 2.4 11 6x12 MT20HS = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017rrP12014 CSI. TC 0.96 BC 0.98 WE 0.95 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (too) I/deft Ud 0.6612-13 >582 240 -0.6112-13 >622 180 -0.21 9 We n/a PLATES MT20 MT20HS Weight: 171 lb GRIP 2441190 1871143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc puffins, 5-8: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 3-2-4 oc bracing. 9-11: 2x4 SP No2, 2-13: 2x4 SP No.1 WEBS 1 Row at midpt 3-13, 7-11, 7-9 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 9=2580/0-4-0, 2=2505/0-8-0 Max Horz 2=290(LC 8) Max Uplift 9=-2170(LC 5), 2=-1944(LC 8) Max Grav 9=2782(LC 17), 2=2717(LC 18) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-5460/3B60, 3-0=-6308/4753, 4-5= 6308/4753, 5-6=-5408/4244, 6-7=-5408/4244, 8-9=-295/334 BOT CHORD 2-14=-3549/4815, 13-14=-3544/4826, 12-13=-4950/6461, 11-12=-4950/6461, 10-11=-2632/3355, 9-10=-2632/3355 WEBS 3-14=0/414, 3-13=-1616/1820. 4-13=-731/856, 5-13=-371/272, 5-12=0/322, 5-11=-1297/1022. 6-11=-6481755, 7-11=-1985/2605,7-10=01336, 7-9=-4080/3203 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live Iliad nonconcurrent with any other live loads. 6) ' 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-M wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=2170, 2=1944. 9) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-" end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 709 lb down and 515 Us up at Walter P. Finn PE NoIN39 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. MiTek USA, Inc. FL Cart 6834 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: May 2,2019 Q WARNNG- Veddyde9f1nperame1empnd READ NOTES ON THISANONCLUOEO MREKREFERANCEPAGEMB-74TJ env. fdAY101SBEFOREUSE wink® Design valid for use any wMeeconnectors. this design Is based any upon parameters shown and Is for an Incilvlaual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and prope0y incorporate this design Into tine overall building design. Bracing indicated is to prevent buckling of Individual truss web and/on chord members only.. Additional temporary and permanent bracing Is olways requlred far stability and to prevent collapse with possible personal hlury and property damage, For general guidance regarding the folk cation. storage, calvary, erection and bracing of trusses and fruss system% SeeANSWPII Quality CdUrn, DSS-09 and BCBI Building Component, —5a1NrNbrmatbrpmllaUe from Russ Plate Institute, 218 N. Lee Street Suite 312 Alexondrlo. VA 22314. --- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Thus Type K Oty Ply LOT 23187 FORTPIERCE T16940544 1731099 A10 HALF HIP GIRDER 1 1 Jab Reference o tional ewiu.n, rnsrwmue, nm,wny, rL- aaout, 8.2408 Dec 62018 Mtl eK Indw;Ines, Inc. Thu May 2 07:02:22 2019 Page ID:UFLsKgoi2lTgRmwAjjSGPzBAGN-IshLGVjBH7J62PJ3Ob8%bj4hkaHAzOgMGYCFuzKcgl LOAD CASE(S) Standard 1) Dead+ Hoof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8=-117(F=-63), 9-15=-43(F=-23) Concentrated Loads (lb) Vert: 3=-347(F) Q WARNING-VenfydedgnP demmdREADNOMSONTNISANDNCLUDEDMREKREFERANCEPAGEM674Mmv. la41i401SBEFOREUSE Design valid for use only with MBek® connectors. This design k based only upon parameters shown, and Is for an IndMtlual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual thus web and/or chord members only.. Additional tempwory and permanent bracing Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage: delivery, erection and bracing of musses and truss systems. seeANSMII Cu Criteria, DSO-69 and SCSI Suldlsp Component Safety Infommtbrvsvallabie from Truss Plate Insfilute. 218 N. Lee Street Suite 312. Alexandria. VA 22 14. - -- MiTek• 6904 Parke East Blvd. Tampa, FL 33610 Truss Truss Type x • City Ply LOT 23/87 FORT PIERCE ;1731M099 T16940545 A11 Hip 1 1 Job Reference o tional bunaers 1.1s1JuuwY, ram lAly, rL- J4001, B.z4U s use Is 2ula MI I ex Industries, Inc. I nu May -L u/:uG:L'J zuia d 5x6 = 6x12 MT20HS zz� 11 a nnRT 5 6 5xB � 3.00 12 2x4 II 2x4 II 14-B-12 12 6xB 11 dve -1 5x6 = 2.4 11 Scala=1:64.7 215-10 B-10-e 14d-0 la74 2o-,OQ—a2s-2 28 0 61ae 7sB S3i 11-z-12 -1'1-9 s-s�4 sio o-7.10 Plate OHsets(X,Y)-- [2:0-23Edge] [2:0-4-fi Edgel [5:0-3-00-2-7116:0-9-40-3-01 [70:0-3-100-0-0] [10:0-2-80-1-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.48 14-15 >840 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ved(CT) -0.6414-15 >629 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(CT) 0.34 10 ri n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 1951b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. 1-3: 2x4 SP No.2, 5-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or2-2-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 4-0-0 on, bracing: 12-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 2=1292/0-8-0, 10=1319/0-8-0 Max Horz 2=250(LC 10) Max Uplift 2=-759(LC 10), 10=-772(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3974/4198, 3-4=-3793/4000, 4-5=2978/3119, 6-7=-2387/2631, 7-8=-2106/2437, 8-10=-2155/2369, 5-6=-2421/2723 BOT CHORD 2-15= 3540/3608, 14-15=-2942/3194, 13-14=.1557/2021, 12-13=-2150/2237, 10-12=-1790/1887 WEBS 3-15=-175/402,4-15=-352/490,4-14=-541/934, 5-14=-1130/1155,6-14=-4621727, 6-13=-341/354,7-13=-169/506,7-12=-465/514 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0A8; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 9-6-6, Comer(3) 9-66 to 23-9-10. Extedor(2) 23-9-10 to 29-2-6, Comer(3) 29-26 to 346-0 zone;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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 Oaf 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings am assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVfPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) Water P. Finn PE No.22839 2=759, 10=772. MITek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 2,2019 AWARNING -NxfyEesignperamefers.dREADNOTES ONTNISANDOTCLUDEDMf KREFERANCEPAGEMb1473ree.falAi2a15HEFOREUSE. volid for use only with Ml connectors, mu design Is bored only upon parameters shown, and Is for on Inc Mdual building component, not Wit — a truss system. Before use, the building designer must verify the oppllcablllty of design parameters and properly Incorporate this tleslgn Into the overall bWltling design. Bracing lndlcated is to prevent buclding of lndMdual truss web and/or chord members only.. Additional temporary and permanent bracing Is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Me fowl abort storage, delivery, erectlon and bracing of trusses and truss systems seeANSUIPl1 CuellMMyy Criteria. OSB-89 and SCSI Building Component --Woty lnfam ctiotnvallable from Tmss Plate Institute. 218 N. Lee Stoat, Sulfa 312, Alexandre, VA 22314. WOW 6904 Palle East Blvd. Tampa, FL 33610 Truss Truss Type �, City Ply LOT 23/87 FORT PIERCE r1731 T16940546 099 Al2 Hip 1 1 Job Reference (optional) m d 0 - -^• Y, a.zru s r'ec o au m mD ex mausmes, me. mu May z Uruz:24 2019 Page 1 ID:UFLSKgoi2lTgRmwAjlSGPzBAGN-EFp5cBlRplagliTR W OA7gPoPYYI EeuCzgal IKnzKcg) I fi-0 13.0-.20-4-0 2I 33-4-0 -16-04 61110 7-4-0 60000 5.4-0 �14 Scale = 1:62.4 6x12 MT20HS 6x12 MT20HS = 6.00 12 d 5 9.4 II 3.00I12, v-v-x - 11 lu _ _ 2x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177TP12014 CSI. TC 1.00 BC 0.88 WB 0.85 Matrix-MSH DEFL. in (foe) Well Ud Vert(LL) 0.52 12-13 >773 240 Vert(CT)-0.6011-12 >668 180 Horz(CT) 0.35 8 n1a n/a PLATES MT20 MT20HS Weight: 1821b GRIP 244/190 187/143 `FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except' TOP CHORD Structural wood sheathing directly applied. 5-7,7-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-11-3 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 4-0-0 oc bracing: 10.11 2-12: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0-8-0 Max Hoe 2=220(LC 14) Max Uplift 2=735(LC 10), 8=-735(LC 11) FORCES. (Ib) - Marc CompJMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4040/4348, 3-4=-3666/3738, 4-5=-3190/3270, 5-6=-2525/3028, 6-7=-2572/2717, 7-8=-2379/2604 BOT CHORD 2-13=-3692/3650, 12-13=-2312/2946, 11-12=-1695/2202, 10-11=-212212158, 8-10=-2067/2086 WEBS 3-13=-364/921,4-13=-707/557, 4-12=-553/888, 5-12= 918/1207. 5-11=-776/450, 7-11=-123/301, 7-10=424/547, 6-11=-233/680 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) gable end zone and C-C Comer(3) -14-0 to 4-1-10, Extedor(2) 4-1-10 to 7-6-6, Comer(3) 7-6-6 to 25-9-10, Exterior(2) 25-9-10 to 29-2-6, Comer(3) 29-2-6 to 34-8-0 zone;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fare 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) Walter P. Finn PE No22839 2=735, 8=735. I3iTek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 Q WARNWG-V.INy Eesigvpare..W..ditE ONOIESONINISANDWCLUOEOMREKREFERANCEPAGEM67Mmv. 11YAt2p158EFOREUSE Design Vold for use only With Mge4® connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component, not a hors system. Before use, me building designer must verity the oppiicoblllty of design parameters and property Incorporate this design Into me overall buldingdeslgn. Bracing Indicated n to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and broi of trusses and Muss systems seeANS91PI1 Qui Crattt4a, D5549 and BCSI Buldhp Component Safroty Informatlonavailobie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Atexandrie ri%M 22g 4- MOW 69N Parke East BNd. Tampa, FL 33610 Job Truss Truss Type l Oty Ply LOT 23/87 FORT PIERCE T76940547 1731099 A13 Hip 1 1 Job Reference (optional) ounaers nrsraomw, na111l Ily, rL-..=I, a.eau s Use a zul0 run e6 nousmes, ml e u/:uzaa euiv rage l Scale = 1:59.6 5x6 = 2x4 II 5x6 = 4 5 6 1L 3x4 = 3x4 = 3x8 = 3x4 = 3x4 = 3x6 = 3x6 = Plate Offsets (X Y)-- f4:0-4-0 0-2-81 [6:0-4-00-2-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ved(LL) 0.20 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ved(CT) -0.3710-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Hom(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 1681to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0-8-0 Max Ho¢ 2=-189(LC 15) Max Uplift 2=-804(LC 10), 8=-804(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2372/1889,3-4=-2121/1666,4-5=-1892/1633,5-6— 1892/1633,6-7— 2121/1666, 7-8=-2372/1889 BOT CHORD 2-14=-1509/2100, 12-14=-967/1634, 10-12= 967/1634, 8-10=-1509/2100 WEBS 3-14=-342/528,4-14=-242/460, 4-12=-303/476, 5-12=-342/401, 6-12=-303/476, 6-10=-242/460,7-10=342/528 Structural wood sheathing directly applied or 3-1-9 oc puffins. Rigid ceiling directly applied or 4-9-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ff; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces'& MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at jotnt(s) except (jt=lb) 2=804, 8=804. Water P. Finn PE No72839 M7ek USA, Inc. FL Cad 6634 6904 Parke East BNB Tampa FL 33610 Date: May 2,2019 OWABN/NG- Virdy, deslgn Ples rfos and BEAD NOTES ON THLS AND INCLUDED WEK R£FERANCE PAGE NX74n rev. 10'OYlOtS BEFORE USE Daslgn valld for use only with Mneklb connectors. rhis deslgn Is hosed only upon parameters shown, end Is for on Individual bulking component, not a truss system. Before use, the building designer must verify the applicability, of design parameters and property Incorporate thls design Into the overall building design. Bracing indicated is to prevent bucirting of lncilvidual nuss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for del antl to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrtcollom storage, delivery, erection and brccing of trusses and buss systems seeANSVtRt Quality Criteria, DS849 and 6CS1 Building Component 69U Parke East Blvd. Safety Infomsatbnovailoble from Truss Plate Institute, 218 N. Lee Street Sulte-3i£-Alexondn¢ VA22314-- Tempo, FL 33610 Job Truss Truss Type 4 City Ply LOT 23/87 FORT PIERCE T16940548 1731099 A14 Hip 1 1 Job Reference o tional u. , —1y, r,-ooao,, Ir,au a Vec'o zu Io ml I ex Inousmes, Inc. I nu may z ul:uz:e, eu1tl rage 1 5.8 = 4 2x4 II 5 5x8 = 6 Scale=1:59.6 3x6 = 3.4 = 3x4 = 3x8 = 3x4 = 3x4 = 3x8 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in ([do) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ved(LL) 0.24 12 >999 '240 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.3714-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.78 Hom(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0-8-0 Max Herz 2=-159(LC 15) Max Uplift 2=-809(LC 10), 8=-809(LC 11) FORCES. (lb) - Max..Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2265/1745, 3.4=-2068/1646, 4-5=-2331/1929, 5-6=-2331/1929, 6-7=-2068/1646, 7-8=-2265/1745 BOT CHORD 2-14=-1335/1986, 12-14=-1081/1821, 10-12= 1081/1821, 8-10=-1335/1986 WEBS 3-14= 258/379,4-14=-206/440;4-12=-539/690, 5-12= 478/569, 6-12=-539/690, 6-10=-206/440,7-10= 258/379 PLATES GRIP MT20 244/190 Weight: 1631b FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 4-10-15 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has. been designed for a live load of 20.0psf 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 Ib uplift at joint(s) except Qt=lb) 2=809, 8=809. Wager P. Finn PE No.22839 61iTek USA, Inc. FL Cod 663E 6904 Parke East Blvd. Tampa FL 33810 Date: May 2,2019 Q WARNING -Verity designparameters and READ NOTES ONTNISANDINCLUDEDMREKREFERANCEPAGEMIF24nme. 10113/2015BEFOREUSE. Design valid for use only WM Mli connectors. ihls design Is based only upon parameters shown, and Is for an individual bulldIng component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall curdling design. Bracing Indicated b to prevent bucWing of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcaeon, storage; delivery, erection and bracing of busses and hum systems, seeANSVMII Quality Cdlbda, DSB-09 and BCSI Building Component 6904 Parke East BNtl. Safety lnfamsatbrrwallable here Truss Plate Institute, 218 N. Lea' et5vife312.-Alexontlricx 22314, Tampa, FL 33610 Job Truss Truss Type x Cry Ply LOT 23187 FORT PIERCE T16940549 1731099 A15 Hip Girder 1 1 Job Reference o ;anal .,W...,,......"" ..,.....,.,x, .- o.cwbVeL omio ivnren nNwnieJ, Inc. rnumay ZmluC.Ca mrtl 6x12 MT20HS 6x8 = 6.00 12 3 4 6x12 W20HS= 7x10 = 6xB = 5 6 7 Scale = 1:59.6 ,. 12 11 iu 1.Sxe STP= 4x6 — Bx14 MT20HS= 8x14 MT20HS= 4x6 = 1,5x8 STP= 5.8 = 5x8 - 7-0-0 12-8-14 20-7-2 26-4.0 33-0-0 an.n SR.14 Td n.9 Plate Offsets (X h-- [2:0-1-10 Edcel f3:0-5-2 Edae]f5:0-5-0 0-4-121 17:0-5-2 Edael f8y-1-10 Edmel f 11:0-7-0 0-4-81 112:0-7-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ved(LL) 0.52 11-12 >769 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.5311-12 >760 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Horz(CT) -0.14 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 1981b FIF=20% LUMBER - TOP CHORD 21i4 SP M 31 'Except' 3-5,5-7: 2x6 SP M 26 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2578/0-8-0, 8=2578/0-8-0 Max Horz 2=-126(LC 9) Max Uplift 2=-1988(LC 8), 8=-1988(LC 9) Max Grav 2=2775(LC 18), 8=2775(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5738/4060, 3-4=-5146/3763, 4-5=4i827/5036, 5-6= 6826/5035, 6-7=-5145/3761, 7-8=-5737/4059 BOT CHORD 2-13=-3582/5232, 12-13=-4687/6532, 11-12= 5524f7388, 10-11=-4616/6437, 8-10=-3511/5137 WEBS 3-13=-1122/1685,4-13=-1945/1670,4-12=-508/946,5-12=-726/851, 5-11=-726/851, 6-1 1=-508/946,6-10=-1844A669, 7-10=-112211685. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf 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 100 lb uplift atjoint(s) except Qt=lb) 2=1988,8=1988. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 709111 down and 515 lb up at 26-4-0, and 709 lb down and 515 lb up at 7-0-0 on top chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-7=-112(F=-59), 7-9=-54, 2-8=-42(F= 22) Walter P. Finn PE Na.22633 MiTek USA, Inc. FL Cut 8634 6904 Parke East Blvd. Tampa FL 3381D Date: May 2,2019 Q WARNING -Verity design parameters and READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE MQ74TJ.. MAXIZOr56EFORE USE Design valid for use only win MrelG connectors. fits design Is based only upon parameters shown, and Is for an IntlNldual building component, not ��' a truss system. Before use, the building designer must verlry the applicability of design parameters and properly Incorporate MIS design Into the overall building tlesign. Bracing indicated 6 to prevent buckling of Individual muss web and/or chord members only.. Additional temporary and permanent bracing MiTek' is always required for stablllty, and to prevent collapse with posoble personal injury and property damage. For genera; guidance regarding Me fobtication, storage. delivery, election and bracing of trusses and muss systems, SeeANSVIPII QuaiBv CmeM, DSO-09 and SCSI Butdhg Component 6904 Parke East Blvd. Safety lnformationavollable from Truss Plate InsMvlerP}8-N. eeifreet.-SuIte312,Aexandrla.VA22314. Tampa, FL W619 — Job Truss Truss Type 4 Oty Ply LOT 23187 FORT PIERCE T16940549 1731099 A15 Hip Girder 1 1 Job Reference o tional bu60ers rlrsTsuurce, ream ury, -L- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu May 2 07:02:28 2019 Page 2 ID:UFLsKgoi2lTgRmwAjjSOPZBAGN-702cSZoxlz4GmKnClsFxgFzBzBljak3ZIC?W TYzKcgf LOAD CASE(S) Standard Concentrated Loads (lb) Veit: 3=-347(F) 7=-347(F) Q WARNING- VeNtydealgnGatamerersamd READNOTES ON 7hcrMDWCLUDEDMREKNEF£RANCEP4GEU&709rev. 1603¢015P£FONEUSE Deslgn valid for use only with MBeIS) connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a huss system. Before use, me building designer must verity Rio applicablllty of design parameters and papery Incorporate this design Into fie overall bulldingdeslgn. Bracing Indicated is to prevent buckling ofindividual hussweb and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidoncesegarding the fobricotlom storage. delivery, erection and bracing of trusses and truss systems, seeANSVTPll Quality Clitoris. DS349 and SCSI Bidding Component 6904 Palle East Blvd. Safely Nfoanalbmvoiloble from Tmsaf MSMuter218 N.-Lea-Sheet. Sube 312. Alexandria, VA 22314, - -Tampa, 1—B8 i0— Job Truss Truss Type a Oty Ply LOT 23/87 FORT PIERCE T76940550 1731099 C1 Jack -Open 10 1 Jab Reference (optional) ..,.�....,.,.. .. W ...,�.r, a.ceo sue,, o co ro mi i en niawares, mc. mu may a ucacce ca r Scale =1:7.6 Plate Offsets (X Y)-- 12:0-14 0-0-21 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-114 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Horz 2=73(LC 10) Max Uplift 3=-3(LC 1), 2=-148(LC 10), 4=-15(LC 1) , Max Grav 3=14(LC 6), 2=158(LC 1), 4=31(LC 14) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250'(Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 3) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2'SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer toginfer(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=148. y/alter P. Finn PE No12839 MiTek USA, Inc. FCCe t 6834 6S94 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 O WARNING. VCHOy Eealgnparametens antl READ NOTES ON THISAND NCLDDEO MmEKREFERANCEPAGEM074"0 . 1a0392015BEFOREBSE. Design valid for use only with MRe4A connectors. This design a based only upon parameters shown, and Is for an Ind dual building component, not a muss system. Before use. Me building designer must verity the applicability of design parameters and properly Incorporate MIS design Into Me overall building design. Bracing intllcated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing WOW 4 always required for stability and to prevent collapse with gamble personal Injury and property damage. For general guidance regarchg the fobdoctlon. storage, delivery, emcflon and bracing of musses and truss systems seeANSVTPl1 Cuaft Criteria. DSB-69 and BCSI Building Component 69Oa Parke East Blvd. Safety rmalbnovolbblakem-Tn2s Plate institute418 N. lee Street. Salle 312. Alexandria, VA 22314. - Tampa,-FL-33610— Job Thus Truss Type x Oty Ply LOT 23/87 FORT PIERCE T76940551 1731099 C1C Jack -Open 1 1 Join Reference o lional builders nrssadurce, nail[ uny, I-L- JJbd/, tl.24U S Ue0 6 Zulu MI I ex Industries, Inc. I hu May 2 07:U2:29 ZU19 Page 1 ID:JR51SNiTSia%AOMBFKU9ownlhlT.bCc—gvdaeHC70UMPIZmANSVSVZBW Leiul3?_zKcge -0-4-0 01 1-4 ADEQUATE SUPPORT REQUIRED. LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) ' Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.01 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 4 n/a n1a BCDL 10.0 Code FBC2017/FPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD- 2x4 SP No.2 REACTIONS. (lb/size) 1=87/Mechanical, 3=43/Mechanical, 4=48/Mechanical Max Had: 1=78(LC 10) Max Uplift 1=-35(LC 10), 3=-40(LC 10), 4=-34(LC 6) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:10.2 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) zone; cantilever left exposed; porch left 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 20.0psf 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) 1, 3, 4. WalterP. Finn PE N02333S MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 Q WARNING-Verirydesfgnpammetenend READ NOTES ON MMANDINCLUDWMfrEKREFERANCEPAGEM&74 .x. 10N3101SBEFOREUSE. Design valid for use only with MITea connectors. This design 6 based only upon parameters shown, and Is for an Individual building component not �!' I a truss system. Before use, the building designer must verify the oppllccblllH of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated b to prevent bucking of individual truss web and/or chord members only., Additional temporary and permanent bracing A MiTek* Is always required for stability end to prevent callapse with possible personal Injury and property damage, For general guidance regarding the fobdcatlon. storage. delivery, erection and bracing of #asses and truss systems. SeeANSVWII Qualmtlyy CnbM, DSB49 and Best Balding Component 69N Parke East Blvd. Safety Nlommlbno diable from TmssPlar a Institute, 218 N. Lee Sheet Sure 312 Alexandria, VA 22314. - --Tampa; FL-33610 Job 187 FORT PIERCE �������JLOTReforence T16940552 1731099 (ootional) .rumen..... w, Warn �lry, rL- aoaor, 6.44U s UeC a 2U1 a MI 1 ex InOUelnee, Inc. I OU MaV 2 U/:U2:JU 2U19 Pace 1 b LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 Iva Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MP LUMBER- BRACING - TOP CHORD 20 SPNo.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-3-0, 4=-15IMechanical Max Ho¢ 2=73(LC 10) Max Uplift 3=-4(LC 7), 2=146(LC 10), 4=-15(LC 1) Max Gmv 3=12(LC 14), 2=158(LC 1), 4=31(LC 14) FORCES. (lb) - Matt. CompJMax. Ten. -All fames 250 (Ib) or less except when shown Scale =1:7.6 PLATES GRIP MT20 2441190 Weight: 5lb FT=20% Structural wood sheathing directly applied or 0-11-4 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;C-C for members and fames & MWFRS for reactions shown; Lumber DOLU1.60 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=148. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6804 Parke East Bind. Tampa FL 33810 Date: May 2,2019 Q WARNING- Verfy design parameters dREAD NOTES ON MIS AND INCLUDED MmEK REFERANCE PAGE Mo.T4xarev. In Anrols BEFORE USE Design valid for use only with Mne0.N➢ connectors, fits design Is based any upon parameters shown. and Is for an Individual bulltling component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of ladivducl truss "le and/or chord members only. Additional temporary and permanent bracing MfTek* Is always recurred for stability and to prevent collopse WM possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of busses and buss system% seeAN51/IPII Qua CrNedo. DSO69 and 801 Building Component —�alol►hdomtalbrWONabiatrom Truss Rate Institute, 218 N. We Street Sulte 312 Nexontlrlo. VA 22314. 69N Parka East Blvd. Tampa, FL 33610 1 1731099 IC3 (Jack -Open 110 1 1 I T16940553 6 f LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.13 VerI CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matuli LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=142(LC 10) Max Uplift 3= 81(LO 10). 2=-139(LC 10), 4=-36(LC 7) Max Grav 3=60(LC 1), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (11 or less except when shown Scale = 1:12.7 PLATES GRIP MT20 2441190 Weight: 12lb FT=20% Structural wood sheathing directly applied or 2-11-4 cc pudins. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160ri (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.1 S; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposeli for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 1001b uplift at joints) 3, 4 except at=lb) 2=139. Waller P. Finn PE No22839 fdiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 O WARNING- VerKy OesignpaiamefersanOREADNOTES ON MISANDINCLUDWM1rEKREFERANCEPAGEMIFI4n.v. laa44p15SUOREUSE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tlesign. Bracing indicated 6 to prevent buckling of individual truss web and/or chord members only. Addlflonal temporary and permanent bracing Is always reaulred for stability and to prevent collapse with possible personal injury, and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems seeANM/rPll GuGIIry1yy CMrrM, DR-89 and BCSI laureling Component Safeh bdoanatloreonoble from Truss Plate Institute, 218 N. We Steel. Suite 312. Alexandria, VA 22314, MiTek' 6904 Parka East Blvd. Tampa, FL 33610 Job Tnus Thus Type r OtY Ply]Job 7 FORT PIERCE T16940554 1731099 C3P JACK -OPEN 4 ence o Usm .,,,,,tie,.,,,-..,,.,., o, „e,,,..,,y. MZ4US Uec ozme frillex maosmes, Inc, InU May 207:02:322UIU Scale=1:12.7 2.11.4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Ven(CT) -0.01 4-7 >999 180 BOLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 Na rite BCDL 10.0 Code FB02017/rPI2014 Matdx-MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SO No.2 REACTIONS. (lb/size) 3=60/Mechanlml, 2=195/03-0, 4=30/Mechanical Max Hom 2=142(LC 10) Max Uplift 3=-81(LC 10), 2=-139(LC 10), 4=36(LC 7) Max Gmv 3=60(LC 1), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD r Structural wood sheathing directly applied or 2-11-4 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left 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 nonconcurmnt with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to basing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except 61=11a) 2--139. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd, Tampa FL 33810 Date: May 2,2019 Q WARNING- Vodtydeslgnparemetersand READ NOTES ON MSANDNCLUDWMREKREFENANCEPAGEML-747mr I&MI29156EFORE USE ' Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify Me appllcablllty of design parameters and papery Incorporate this design Into Me overall bulldingdesign. Bracing Indicated is to prevent buckling of Individual hussweb and/or chord members only. Additional temporary antl permanent bracing M!Tek' Is alwoys required for stability and to prevent collapse with possible personal hlury antl Property damage. For general guidance regarding Me fabrication, storage- delivery. erection and bracing of trusses and truss systems seeANSVTPll Quality Criteria, DSB49 and SCSI guiding Component 69U Parke East Blvd. — —SabfP mformatbnwaliable ham Truss Plate Institute. 218 N. Lee Sheet, State 312. Alexandria. VA 22314. - Tampa, FL 33610 Job Truss Titus Type ' ' Oty Ply LOT 23187FOFIT PIERCE T16940555 1731099 C5 Jack -Open 10 1 Job Reference o tional o.c-.oa„eu oco,a mu en n,uwnros, mc. inumay zorccuc zoia rage i C 3x4 = Scale=1:17.6 4-11-4 Plate Offsets (X Y)— 12:0.1-4 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC '0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES INS 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Miami Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc pudins. BOT CHORD 2x4 SP Ni BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=112/Mechanica1, 2=262/0-8-0, 4=59/Mechanical Max Horz 2=213(LC 10) Max Uplift 3=-153(LC 10). 2=-165(LC 10), 4=-7(LC 10) Max Grey 3=112(LC 1), 2=262(LC 1). 4=87(LC 3) FORCES. (lb) - Max. Comp, Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This tress has been designed for a live load of 20.01 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of.565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer toglyder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except jt=1b) 3=153, 2=165. Waller P. Finn PE No12839 61iTek USA, Inc. FL Celt 6634 6904 Padre East Blvd. Tampa FL 33610 Date: May 2,2019 Q WARNMO-Vedfydeslgnpafamefersand REAONOIES ON WISANOMCLOOEOMfrEKREFFJLANCEPAGEM 74m4m MIX&VO15BEFOREUSE Design valid for use only with Mireksts connectors. This design Is based only upon parameters shown, end Is for an Individual building Component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldIngdestgn. Bracing Indicated stoprevent bucking ofIndividual trussweband/or chord members only. ,Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with posslbie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSVTPI I Guaira( CrdMo. DS6-09 and SCSI Building Component 69M Parke East Blvd. Safety htonnatlomwnctole from Truss Plate Ibafltute. 218 N. We Sheet Suite 312 Aexandrlol4M1344--- - Tampa. FL W610 Job _] Truss Truss Type r Oty Ply LOT 23/87 FORT PIERCE T76940556 1731099 D01 Common 3 1 Job Reference (omionall emlaem r1 r0ource, rlam Uly, rL-33Ca/, -1-4.0 , 8-' 8.241)S Uec a 2U1 a Ml l ex mauslae3, Inc. 1nu May 2u/:U2:332uly read Scale = 1:38.5 3x4 G 4 3x4 G/�\ 3x4 3 6 6.00 12 17 18 / \\ \\ 20 211 1.5xB STP= // \\ :�46 7 ]d 10 21 22 23 9 8 242x4 // 3x6 = 2x4 \\ 4xfi = 4z6 = Plate Offsets (X,Y)- 14:0-2-15,0-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL ' 1.25 TC 0.76 Vert(LL) 0.51 a-10 >483 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ved(CT) -0.78 a-10 >318 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.60 Horz(CT) 0.04 6 n/a Na BCDL 10.0 Code FBG20171TP12014 Matdx-MSH Weight: 90 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc puffins. BOTCHORD 2x4 SP M31 BOTCHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1101/0-8-0, 6=1109/0-8-0 Max Horz 2=-179(LC 11) Max Uplift 2=-703(LC 10). 6=-708(LC 11) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2037/1485, 5-6=-2049/1495 BOTCHORD 2-10=-1065/1737, 8-10=-897/1364, 6-8=-1072/1746 WEBS 3-5=-1466/1585, 5-8- 312/758, 3-10=-298f742 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-0 to 4-1-10, Intedor(1) 4-1-10 to 4-10-6, Extedor(2) 4-10-6 to 15-9-10, Intedor(1) 15-9-10 to 16-6-6, Extedor(2) 16-6-6 to 22-M zone;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 a live load of 20.0psi on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wida will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) 2=703, 6=708. LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-4=-54, 4-7= 54, 10-11=-20, 10-21=-60, 8-21=-75, 8.24=-35, 14-24=-20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Dale; May 2,2019 Q WARNING- Verity deslSn paremereraend READ NOTES ON INNS AND INCLUDED AMTK REFERANCE PAGE W74M rev. 1N0.'YL015 BEFORE USE Design valid for use only with MOek2 connectors. This design Is based only upon parameters shoe rm and a for on Individual bustling component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate thB design Into the overall oWding design. Bracing Indicated Is to prevent buckling of Individual Mns web and/or chord members only.. Additional temporary and permanent bracing M!Tek' 6 always required for stobilMy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricaaon, storage. delivery. erection and bracing of trusses and truss systems seeANSVIPII Quality Criteria. DSB.B9 and SCSI Binding Component 69N Parke East Blvd. Safety Infarmatbnsvcllobie from Truss Plate Institute. 218 N. Lee Street. Suite3T2-Nexandra. VA 22314.- Tampa, FL 33610 Job Truss Truss Type s Oty Ply LOT 23167 FORT PIERCE T76940557 1731099 130113 Common 3 1 Job Reference (optional) Builders FInilbOUrC9, Plant Uliy, 1-1--33567, 8.240 a Dec 6 2018 MiTek Industries, Inc. Thu May 2 07:02:34 2019 Page 1 3x4 4 3x4 4 3x4 J 3 5 6.00 12 16 CI 1 s 9 /8 19 B 7 3x6 2x4 // 3x4 = 2x4 \\ Scale=1:37.7 Er•H LOADING (psf) SPACING- 2-0-0 CSL DEFL in (too) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.33 7-9 >745 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 'BC 0.92 Vert(CT) -0.54 7-9 >448 '180 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 H02(CT) 0.04 6 fire n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 881b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except- TOP CHORD Structural wood sheathing directly applied or 3-8-11 op pudins. 4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 20 SP No.3 REACTIONS. gl /size) 6=750/0-3-8, 2=827/0-8-0 Max Horz 2=206(LC 10) Max Uplift 6=-432(LC 11), 2=-511(LC 10) FORCES. (lb) - Max. Com olMax. Ten. -All forces 250 (to) or less except when shaven. TOP CHORD 23=-1301/892, 3-4=-252/132, 4-5=-253/134, 5-6=1279/893 BOT CHORD 2-9=-630/1094, 7-9=-653/917, 6-7=-632/1074 WEBS 3.9=0/438, 3-5=-1059/1318, 5-7=0/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) -1-4-0 to 4-1-10, Intenor(1) 4-1-10 to 4-10-6, Exterior(2) 4-10-6 to 20-4-0 zone;C-C for members and forces & MWFRS for reactions shaven; Lumber DOL=1.60 plate grip DOL=1.60 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =10.Opsf. 5) Bearings are assumed to be: , Joint 6 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of Mass to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 6=432, 2=511. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 A WARNING -Vedlydeslga perametersend READ NOTES ON WISANO INCLUOEDM?EKREFERANCEPAGEN uire".e 10,0.'t¢lllsa FOREUSE Design valid for use only with MgekO connectors. This design b based only upon parometers shown, and Is for an IndlAdual building component not a truss system. Before use, me building designer must verify the pppilcobllity, of tlesign parameters and property Ncorparate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. AddlflonN temporary and permanent bracing MiTek* u always required for stcblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of times and muss systems seeANSlyfPtl Quality Criteria. DSE-09 and BC81 Building Component Safely mfomlalbrrwallable ham Truss Plate Institute, 218 N. Leeefreel3vite912-AlexondAC-NA22314. 6904 Parka East Blvd. Tampa, FL 33610 Job Thus Thus Type r Oty Ply LOT 23/87 FORT PIERCE T16940558 1731099 003 Hip 1 1 Job Reference o ional Builders RmtSource, Plam laity, YL - 33567, 8.240 6 Dec 6 2018 MITek Industries, Inc. Thu May 2 07:02:35 2019 Page 1 31 Axis = 46 = 4 18 5 3x6 = 3x4 = Sx6 = 3x6 = Scale = 1:38.3 f Plate Offsets (X,Y)-- 19:03-0 0-3-01 LOADING (ps!) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.20 10-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.34 10-13 >721 180 BOLL 0.0 Rep Stress [nor YES WB 0.16 Hom(CT) 0.03 7 n/a ri BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 94 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 4-6-10 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-5 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=837/0-8-0, 7=837/0-8-0 Max Holz 2=159(LC 10) Max Uplift 2=-520(LC 10), 7=-520(LC 11) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1235/1162, 3-4= 1024/1017, 4-5=-871/930, 5-6=-1035/1030, 6-7=-1237/1162 BOT CHORD 2-10=-742/1069, 9-10— 388/871, 7-9=-742/1071 WEBS 4-10=-354/346, 5-9=-362/345,3-10=-335/530, 6-9= 329/528 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Extedor(2) 4-1-10 to 16-6-6, Conrl 16-6-6 to 22-0-0 zone;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 pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 2=520, 7=520. Walter P. Finn PE No12839 Miter USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 ,&WARNING -Verity design parameters end HEAD NOTES ON MMANDMCLUOEDMR XREFERANCEPAGEMIF74Tarsx. MAX12015BEFORE USE valid for use only with MBeI� connectors. This design b based only upon parameters shown, and Is for on IndNldual building component, not Wit a huss system. Before use, the building designer must verity Me opplicclailly of design parameters and properly Incorporate this design Into Me overall bulldIngdeslgn. Bracing Indicated 6 to prevent buckling of Individual twos web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collopse with possible personal Nlury and properly damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of cusses and truss systems, seeANSIAPII Quality CMatO, DSB49 and ICSI lukdklg Component 69N Parke Best BNd. safety lnfoanalbrgvallable tram Tens Plate InstitufdiY&Na{eeSheel: Suite 31- N. .Qndrla. VA 22314. Tampa, FL 3361D Job Truss Truss Type r Oft, Ply LOT 23/87 FORT PIERCE T16940559 1731099 D04 Hip Girder 1 1 Job Reference o tional Builders mrslaourm, Ham U11y, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries. Inc. Thu May 2 07:02:36 2019 Scale =1:38.0 4a6 = Sad = US = US = east = 5.6 = 4x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1-25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TO 0.84 BC 0.89 WB 0.39 Matrix-MSH DEFL, in Vert(LL) 0.22 VerdCT) -0.27 Horz(CT) 0.08 (too) Well Ud 8-15 >999240 8-9 >905 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 92 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc pudins. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-10-14 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (WIsiz(B) 2=157a/0-8-0, 6=1570/0-8-0 Max Ho¢ 2=128(LC 8) Max Uplift 2= 1245(LC 8), 6=-1239(LC 9) Max Grav 2=1797(LC 15), 6=1784(LC 16) FORCES. i1e) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3473/2229, 3-4=-3095/2116, 4-5= 3116/2126, 5-6=-3442/2216 BOT CHORD 2-9=-1932/3147, 8-9=-2086/3352, 6-8=-1792/3034 WEBS 3-9=671/1317, 4-9=-388/438, 4-8=358/424, 5-8=-668/1307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psp BCDL=5.Opsf; h=151t; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except jt=1b) 2=1245, 6=1239. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 837 lb downand460 lb up at 13-8-0, and 837 lb down and 460 Ib up at 7-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5=-112(F=58), 5-7=-54, 9-10=-20, 8-9= 42(F=-22), 8-13=-20 Concentrated Loads (Ib) Vert: 8=-475(F) 9=-475(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 2,2019 Q WARNWG- Vedfydedg aasrametersand READNOTES ONTN/SAND/NCLUDWMR£KREFERANCEPAGEMX7I MK 1003,2015BEFOREUSE Design valid for use only with MBeM connectan. Ws design Is based only upon parameters shown, and Is for on Individual building component, not a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Mis design Into the overall bullding design. Bracing indicated Is to prevent buckling of Indvidual muss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for selallry, and to prevent collapse wiM passible personal Injury and property damage, For general guidance regarding me fabrication, storage. delivery, erection and bracing of Innace and muss systems seeANSVIPlt Quality Criteria, DSB.89 and BC51 Building Component 69M Parke East Bind. SafotV InformatbrGoallable from TrurWehs�raelMe.-216 N. LeeStreem Butte 312. Alexondna VA 22314. TamaerA 226So---- Job Truss Truss Type ' Oty Ply LOT 23/87 FORT PIERCE T16940560 1731099 E3 Jack -Open 3 1 _ Jab Reference fopt'onall o.dgU s uea o m ra muex mausmes, mc. mu may z w:azar taro rage i ID:JR5ISNITSiaXAOM8FKU90WZAhT-MISOLevblkC LimnFv2iBmSnuaBzdtp5hVHWzHcgW Scale = 1:12.8 3.0-0 Plate Offsets IX.Y)— 12:0-0-8,Edgel LOADING (pso SPACING- 2-" CSI. DEFL. in (lot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.02 4-7 >999 180 BCLL 0.0 ' Rep Stress Mar YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 12lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 GOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=61/Mechanical, 2=197/0-3-8, 4=31/Mechanical Max Hi 2=145(LC 10) Max Uplift 3=-83(LC 10). 2---139(LC 10), 4=-37(LC 7) Max Grav 3=61(LC 1), 2=197(LC 1), 4S0(LC 3) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf•, BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Comer(3)zone; porch left 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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has beendesigned for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other. members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3, 4 except Gt=lb) 2=139. Walter P. Finn PE Nc12839 MTek USA, Inc. FL Cod 6634 6984 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 O WARNRyG-VedrydeslgaM.i tereend READNOMSONMMANDINCLUDOMIrEKREFERANCEPAGEM674nJr .. iQai"1d15BEFOREUSE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and b for an Indvidual building component not ��- a truss system. Before use, the building designer must vedy the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated a to prevent buckling of Individual Moo web and/or chord members only. Additional temporary and permanent bracing MiTek' b always tequired for stability and to prevent collapse with possible personal h4ury and property damage. For general guldonce regarding Me fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSVrP11 QuoiM�. CMnW, DSl419 and 6C31 BWderg Component Parke East Blvd. SafetyIn7omralblcvaibbie-hanrlrtro Plate Institute. N. Lee Street, Suite 312. Alexandria, VA22314. mpa,- FL- 33610— Job Truss Truss Type r aY Ply LOT 23/87 FORT PIERCE T16940561 7731099 E5P JACK -OPEN TRUSS 3 1 Job Reference (optional) .,,,r,'� ooa , p.24u G U8a p 2UTa MI I eK Industries, Inc. Inu may z uf:V2:a/ Lure vane 1 I LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 TCDL 7.0 Lumber DOL 1.25 BC 0.54 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 REACTIONS. (lb/size) 3=113/Mechanical, 2=264/0-3-0, 4=59/Mechanical Max Horz 2=216(LC 10) Max Uplift 3=-156(LC 10). 2=-166(LC 10), 4=-66(LC 7) Max Gray 3=113(LC 1), 2=264(LC 1), 4=88(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown Scale = 1:17.8 DEFL. in (too) Vdefl L/d PLATES GRIP Vert (LL) 0.13 4-7 >466 240 MT20 2441190 Vert(CT) 0.11 4-7 >533 180 Horz(CT) -0.00 3 Na n1a Weight: 18lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsh, h=15N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left 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 psi 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) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. / 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=156, 2=166. Walter P. Finn PE No12839 Mi rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 2,2019 Q WARNING- Vedrydest9nperamerem and READNOTES ON MIS AND INCLUDEDMIFEKREFERANCE PAGE M11-74sclnr. laboAmISaEFORE USE. Daslgn volid for use only wM MiTek®connecton. R is design h based any upon parameters shown, and Is for on Individual building component, not ��' a truss system. Before use, the building designer must vetlty the oppllcoblllN of design parameters and properly Incorporate thisdesign Into the overall building design. Bracing Indicated is to prevent buckling of IndNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is olways required for stability and to prevent collapse wim possible personal rjury and property damage. For general guidance regarding the tobrlcol storage, calivery, erection and brocing of tames and truss systems. seeANSVrPII Quality Criteria, DS049 antl ICSI luldhp Component 69N Parke East Blvd. fill Infora pfbnovellable from4nrssabte Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. - — —TamparR_ 33610 Job Truss Type Oty Ply LOT 23r87 FORT PIERCET16940562 FE7 1731099 JACK -OPEN 29 1 Job Reference [optional) bunpers nrsraeurca, Planu:ny, rL- aaabr, 8.240 s Dec 6 2018 MTek Industries, Inc. Thu May 2 07:02:39 2019 Page 1 ID:UFLsKgoi2TgRr A)jSOPZBAGN-gxfOY vDW2ur Y8KYOHEMNrSB55wQt121Q2p=KcgV -1-40 3-2-0 7-0-0 1-40 3-2-0 I 3-10-0 Seeds =1:22.6 2 Plate Offsets (X Y)— f2:0-2-10 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Ved(LL) 0.20 4-7 >411 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Ved(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.01 3 n/a WE BCDL 10.0 .Code FBC2017frPI2014 Matrix -MP Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Horz 2=287(LC 10) Max Uplift 3=-228(LC 10). 2=-197(LC 10), 4=-9(LC 10) Max Gmv 3=166(LC 1), 2=336(LC 1), 4=124(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING. TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2);zohe;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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psl, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer togirder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=228, 2=197. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 2,2019 Q WARNWG-Vedry designpenmerersend READ NOTES ON TH6,4NO WCLUDED MIrEKREF AI INCEPAGEMX7473 rev. ISUMBOISBEFORE USE Design valid for use onlywith MiTek® connected. This design 4 based day upon parameters shown, and Is for on bac Mdual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual muss web and/or chord members only.Addidlonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal brlury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and muss systems sasAN31JIP11 Quo'� Offers. D5541P and BCSI Building Component 69N Perko East Bind. —9ahlfhdermotbnavoiianiefrom Tvss Note InstlMe, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. -- Tampa, FL 33610 Job Truss Truss Type t Dry Ply LOT 23/87 FORT PIERCE T76940563 1731099 F01 Common 2 1' — Job Reference (optional) oullaers rasaauran, nam wry, rL - aabtii, 8.240 a Dec 6 2018 MiTek Industries, Inc. Thu May 2 07:02:39 2019 Page 1 I D:JRSISNiTSiaXAOMBFKU9ow:AhiT-17OmmKwrHMTibO7KufyW nZW2fbTHfgTAGPAbMPZKcgU -t-ao t-ao s o aao taco tiro t-ao 1so Sao sea 1 /-" i Iso Scale = 1:23.1 4x6 17 &1 e Ida 1-0-0 SPD a-0-0 8 2 10-00 iD0 -0 &0-0 10-0 e - 2 140 Plate Offsets(X,Y)-- [2:Edge,O-04113:0-0-140-1-12] [4:0-3-20-2-01 [5:0-0-140-1-121 f6:Edge0-0-41 [8:0-0-00-1-121 [8:0-0-41-1-01 r10.0-0-41-1-01 [109-0-00-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.07 9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 Be 0.54 Vert(CT) 0.06 9 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.23 Horz(CT) 0.00 8 n/a re'a BCDL 10.0 Code FSC2017/TPl2014 Matrix-MSH Weight: 411b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=44?JO-3-8, 10=442/0-4-0 Max Horz 10---97(LC 15) Max Uplift 8=-307(LC 11), 10= 307(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 34=182/436, 4-5=-181/441 WEBS 5-8=-277/789, 3-10=-277/732 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2ps1; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope) gable end zone and C-C Comer(3) zone; Cantilever right exposed; porch 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 psf bottom chord live load nonconcument 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) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb Uplift at joint(s) except Qt=lb) 8=307,10=307. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33810 Date: May 2,2019 Q WARNING-Vedrydes/9npexametersend READNOTES ON THISAND INCLUDED MMEKREFERANCEPAGEM67473tev. 106slaDISBEFORE USE Design valid for use only with Mirelo10 connectors. This design 6 bosed only upon parameters shown. and Is for an Individual bW ding component, not a truss system. Before use, the bullding designer must verity the applicability of design parameters and properly Incorporate this design Into me overall building tleslgn. Bracing Indicated is to prevent Welding of Individual truss web and/or chord members only.. Additional temporary and permanent bracing Is always regUred for stability and to prevent collapse with possible personal Inury and property damage. For general guidance recording me fabrication, storage. delivery, erection and braa'ng of busses and buss systems sasANSIM11 Quality Cdhda, DS549 and BC81 Balding Component ety Inreanatbnwoiloble from Tress Plate Institute. 218 N. Loo Stroau Sutie 31Z Alexonorb. VA 22 ld. ��- MiTek' 6904 Padre East Blvd. Tampa, FL 3361D Truss Truss Type Oty Ply LOT 23/87 FORT PIERCE F17 T16940564 099 F02 Hip Girder 1 1 Job Reference (pd nail ounces rusraource, ream Ully, rL-33bBr, 8.240 a Dec 62018 MiTek Industries, Inc. Thu May 2 07:02:40 2019 Scale=1:23.5 4x6 = 17 4x6 = 3-0-0 7-0-0 8-4-2 8-11-8 f0.0.0 3 0-0 4-0-0 I 1-4a 10.7-6 1A-B Plate Offsets(XY)-- 12:0-2.100-1-81 (2:0-0-81-0-5115:0-2-100-1-81 f5:0-0-81-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(U-) 0.08 8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 VerICT) -0.07 8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.01 5 ril n/a BCDL 10.0 Code FSC2017/TPI2014 Matfia-MSH Weight: 44lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right:2x6 SP No.2 REACTIONS. (lb/size) 2=462/0-3-8, 5=584/0.9-8 Max Horz 2=67(LC 8) Max Uplift 2=-398(LC 5), 5=-499(LC 4) Max Grav 2=466(LC 19), 5=584(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ile) or less except when shown. TOP CHORD 2-3= 529/525, 3-4=-475/502, 4-5=-556/570 BOT CHORD 2-8=-438/491, 7-8=-441/500, 5-7=-429/482 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-3-4 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone, cantilever fight exposed; porch left and right. exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=398, 5=499. 8) Girder carries hip end with 3-0-0 end setback. 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 98 Ib down and 54 lb up at 7-0-0, and 98 lb down and 54 Ib up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(5) section, loads applied to the face of the truss are noted as front(F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-64(F= 10), 4-6=-54, 8-9=-20, 7-8=-24(F=4), 7-12=-20 Concentrated Loads (Ib) Vert: 8=-56(F) 7=-56(F) Water P. Finn PE No.22839 MRek USA, Inc. FL Cod 9634 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 O WARNING-Vedlyd.3gnparameMr.dfiEADNOTES ON THSANO/NCLUDED MREKREFERANCEPAGEU67473ree 10A2015BEFORE USE Design valid for use only with Mrek® connectors. Me design b based only upon parameters shown, and Is for an IndMdual building component, not a hum system. Before use, the building designer must verify s, applicability of design parameters and properly incorporate irls design Into Me overall building design. Bracing Indicated is to prevent bucNing of lndMdual hum web and/or chord members only.. Addlfional temporary and permonent bracing MiTek- Isalways requ8edfor stability and to prevent collapse wiM possible personal hjury and property damage. For general guidance regarding Me fabrication, storage, delivery, electron and bracing of busses and truss systems, seeANSV1IPII Guall Cdbrlo, DSO-89 and SCSI Building Component 6904 Parke East BNd. ' _—Serety mformatbnwallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexondria, VA 22314, Tampa, FL 83610 Job Truss Truss Type 1 City Ply LOT 23/87 FORT PIERCE T16940565 1731099 H3 Diagonal Hip Girder 1 1 Job Reference (optional) ounce. nrsraourcn, Fier Uly, rL-a3aay, 8.240 5 Dec 6 2018 MiTelk Industries, Inc. Thu May 2 07:02:41 2019 Page 1 ID:JRSISNiTSiaXAOM8FKU9owxAhiT-FWKXB?y5pzjOgKGi?4_s ?TgOGY7ncTkjfiOHzKcgS LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (lac) Udefl Utl TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Ved(CT) 0.03 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SPNo.2 REACTIONS. (lb/size) 3=60/Mechanical, 2=179/0-5-11, 4=24/Mechanical Max Horz 2=153(LC 6) Max Uplift 3=-102(LC 6), 2=-317(LC 6), 4=-52(LC 6) Max Gray, 3=60(LC 1), 2=179(LC 1), 4=59(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale-1:12.6 PLATES GRIP MT20 244/190 Weight: 16lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purims. BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. , NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable and zone; porch left 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 a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except Qt=1b) 3=102, 2=317. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase­-1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pIf) Vert: 2=0(F=27, B=27)-to-3=-57(F=-2, B=-2), 5=0(F=10, B=10)-to-4=-21(F=-1, B=-1) Wafter P. Finn PE No12839 MRek USA, Inc. FL Cad 6614 6904 Parke East BNd. Tampa FL 33810 Data; May 2,2019 O WARNNG-Veritydeslgnperzmelersend REAONOTES ON iH/SANONCLUDWMIrEKREFEg CEPAGEMX7M.e rhAV�0f59E01?E USE Design valid for use only with MneW connectors. IItls design Is based only upon parameters shown and Is for an Individual building component, not ��- "us system. Before use, the building designer must ved the apsolcablllN of design parameters and properly Incorporate the design Into the overall bullclhgdesign. Brachgindicated Istoprevent bucklingofindividual hussweband/or chord members oniy, Additional temporary and permanent bracing MiTek' Is always rac Ured for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabdcoilon, storage, dellvery. erection and bracing of trusses and muss system% seeANSVTPII lauo0y Criteria. DSB-69 and BCS1 Wilding Camaonmf 69" Parke East BNd. Safety 6iforma8oinvoicloa from Truss Plate Inslifule. 218 N. We Sheet. Suite 312. Alexandria-YA-Raid.— Tampa, FL 33610 Job Truss Truss Type t Oty Ply LOT 23/87 FORT PIERCE T16940566 1731099 H3C Diagonal Hip Girder 1 7 Job Reference (optional) Builders FIrsl50urce, Plam City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu May 2 07:02:41 2019 Page 1 ID:JR51 SNiTSiaXAOMBFKU9owzAhiT-F W KXB?ySp4QgKGi?4_s_?RTO9z7neTkjfiOHZKcgS 1.5x8 STP = Scale = 1:12.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.02 4-5 >999 180 ` BCLL 0.0 Rep Stress [nor NO WE 0.00 Horz(CT) 0.06 3 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 16lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=18/Mechanica1, 4=-57/Mechanical, 5=302/0-6-7 Max Horz 5=153(LC 6) Max Uplift 3=-39(LC 8), 4=-57(LC 1), 5=-535(LC 6) Max Gran, 3=18(LC 1), 4=117(LC 12), 5=302(LC 1) FORCES. (Ib) -Max. ComplMax. Ten. -All forces 250(Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 last 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 Lail by 2-0-0 wide will fit between the bottom chord and any other, members. 4) All bearings are assumed to be SYP No.2 crushing rapacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 4 except Qt=lb) 5=535. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (plo Vert: 2=0(F=27, B=27)-to-3=-57(F=-2, Bi 6=0(F=10, B=10)-to-4=21(F=-1, Bi Walter P. Finn PE Na12839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Ehd. Tampa FL 33610 Date: May 2,2019 O WARNING -Veritydesign parameters antl HEAD NOTES ON THIS AND INCLUDED MREKBEF RCE PAGE hViireI. IcTUI 15 BEFORE USE Design void for use only with Mrek$l connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��' a Doss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated 6 to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wiM possible personal Injury and property damage. For general guidance regarding the fobricotion, storage, delivery, erection and bracing of trusses and truss systemx seeANSVTPII CualXXyy CMNa, OSB-09 and BC91 Bukdkly Component 69M Parke East Blvd. Safety infoenm atbvoaoble from Truss Plate Institute, 218 N. Street Sulte-&W..-Me%orxlrla,-4A-22314- Tampa, FL 33610 Thus Type Dry Ply LOT 23/87 FORT PIERCE T16940567 F17310799 �H5 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu May 2 07:02:42 2019 Page 1 ID:iO_uD4BM3Rhvn5slpy6aEm4fl L-jiuvOLzjaHrGSTwZoVDPCVymW7sEsdzNOFzkzKcgR -1-1a10 7-0.2 1-10-10 - 7-0-2 Scale = 1:17.3 7-0-z LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(L-) 0.29 4-7 >285 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) 0.21 4-7 >404 180 BCLL 0.0 ' Rep Stress [nor NO WE 0.00 Hom(CT) -0.01 3 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP Weight: 251b 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. (lb/size) 3=196/Mechanical, 2=26610-3-8, 4=91/Mechanical Max Horz 2=213(LC 4) Marc Uplift 3=-265(LC 4), 2=-389(LC 6). 4=-84(LC 4) Max Gray 3=196(LC 1), 2=266(LC 1), 4=136(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 gb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope) gable end zone; porch left 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 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=265,2=389. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads.(plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-3=-95(F= 20, B=-20), 5=O(F=10, 13=10)-to-4=-35(F=-8, B=-8) Walter P. Finn PE No.22839 MTek USA, Ina FL Cert 6634 6904 Parke East Bind Tampa FL 33610 Date: May 2,2019 Q WARN G-Verify CeslgnperemetersanEREAD NOTES ON TN/SANDINCLUDFDMNEKREFERANCEPAGEMM174M.. laNY2015BEFORE USE Design valid for use only with MBek®connectors. This deslgn Is based only upon parametersshown, and Is for on Indi0duo1 building component, not ��- a huss system. Before use, me building designer must verify the applicability of design parameters and propetly Incorporate this design into the overall building deslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addirlbnal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wim possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVTPII Quality CrMrb, DS549 and SCSI Building Component 6904 Parke East Blvd. Safsty Worrnalbrxrvallabie from Truss Rate Institute. 218 N. lee4heeESoft312Alexondrio-VA'22314. Tampa, FL 33610 Job Truss Truss Type pry IERCE T76940568 1731099 H7 DIAGONAL HIP GIRDER 5 �JL,OT�Reference at. embers rlrsmource,Clem uty, hL-33567, 8.240a Dec 62018 MiTek Industries, Inc. Thu May 2 07:02:43 2019 Paget ID:UFLsKgoi2lTgRmwAI SOPzl3AGN-BaSHChzMLaz73d057VOS%P40MCtdbe9mB1 BpVAzKog0 -1-1U70 6-3-7 2 10-13 1-1040 6-3-7 - F - 3-7-6 Scale = 1:22.2 6.8 = Plate Offsets (X,Y)-- f2:0-2-4 0-0-01 LOADING (pso SPACING- 2-0-0 Cat. DEFL in (loc) Vdefl Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(L-) 0.12 7-10 >995 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Ved(CT) 0.09 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 42lb FT=20% LUMBER - TOP CHORD 2x4 SP NO.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=165/Mechanical, 2=410/0-8-0, 5=422/Mechanical Max Horz 2=374(LC 4) Max Uplift 4=-237(LC 8), 2=-473(LC 4), 5=-442(LC 4) Max Grav 4=219(LC 18), 2=410(LC 1), 5=422(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-638/451 GOT CHORD 2-7=-695/576, 6-7=-695/576 WEBS 3-7=-176/306,3-6=-707/852 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-6-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed fora 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) Bearings are assumed to be: , Joint 5 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100lb uplift at joint(s) except (t=lb) 4=237, 2=473, 5=442. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads.(plo Vert: 1-2=-54 Trapezoidal Loads (plo Vert: 2=0(F=27, B=27)-to-4=-133(F=39, B=-39), e--0(F=10, B=10)-to-5=-49(F=-15, B= 15) Wafter P. Finn PE No22839 MiTek USA, Inc. FL Cert 9634 6904 Parke East Blvd. Tampa FL 33810 Dale: May 2,2019 ®WARNING- Venfydesl9A Pammeterssnd READ NOTES ON TN/SANDINCLUDED MFFEKREFFAANCEPAGEMO-]OTJrev. ldAYLmSBEFOREOSE Design volitl for use only with Mael'D connectors. Ws deslgn is based only upon parameters shown and a for an individual building component, not a bust system. Before use, Me build Ing designer must verity the applicoblllty, of design parameters and properly Incorporate this design Into the overall bulaingdodgn. BretlngIndicatedistopreventbucklingofIndiidualtrussweband/orChordmembersonly..Addifloneltemparoryendperrnanentbracing Is always requlfed for sfoblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. CaWary, election and bracing of trusses antl truss systems. se9ANSI/1PIf Quality Criteria, DS8419 and SCSI Building Component Safety Infom atlomvollable from HUss Plate Instihrle.-'1?B1/rkee5treet. SuOe 3W. A selonddo, VA 22314, MiTek' 69U Pablo Eest BNd. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 23/87 FORT PIERCE T16940569 1731099 Lilt COMMON TRUSS 2 1 Job Reference (optional) a.L4u S UaC o Cp1e Ml le6 maus,nee, ma. I nu May L ur:UC.w LUTa rage 1 5x6 s7 Scale = 1:27.0 to Plate Offsets (X.Y)-- [2:0-0-12 Edge][3:0-3-8 0-2-61 [4:0-0-12 Edoel LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (too) Vde6 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.89 Vert(LL) 0.23 6-9 >721 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.20 6-9 >843 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MSH Weight: 541b FT=20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2d90/0-3-0, 4=590/0-3-0 BRACING - TOP CHORD Structural mod sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. Max Horz 2=128(LC 10) Max Uplift 2=-394(LC 7), 4=-394(LC 6) FORCES. (Ib) -Max. CompJMax, Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 23--729/1437, 3-4=-729/1437 BOT CHORD 2-6=-1046/58614-6— 1046/586 WEBS 3-6=-736/323 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDLd.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; patch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chard and any other members. 5). Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=394, 4=394. Walter P. Finn PE 111122839 MiTek USA, Inc, FL Cart 68U 69M Parke East Blvd. Tampa FL 33610 Date: May 2,2019 AWARNING -VedlydesignparametersandREAONOTESONMXANDMCLUDWMREKREFENANCEPAGEMM174Mmv 11WY1p156EFOREUSE. Design valid for use only with Mgek6connectors. This tlesign Is based only upon parameters shown, and Is for on Individual building component, not a hum system. Before use, me building doegner must verify the appllcoblllty, of desl9n parameters and properly Incorporate this design Into the overall building design. Bracing Indicated b to prevent buckling of IndhAdual truss web and/or chord members only. Additional temporary and permanent brociog MiTek* Is always required for stability and to prevent collapse vtiflh possible personal injury and property carnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hunes and truss systems. seeANSVIP11 Quarts, Criedo, DSB49 and SCSI Bultlhp Component 69N Parke Seat Blvd. Safety In(oenatbnwaliable from TrufrRettifra ste-21BN. Lee Street-Sulfe 312. Alexandria. VA 22314. TamparFL3aBIp Job Truss Truss Type Oty Ply LOT 23/87 FORT PIERCE T16940570 1731099 L02 HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL-33567. 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu May 2 07:02:44 2019 Page 1 ID:W_uD4BM3Rhm5slpy6aEm4f1 L-f501pl_6u5 hn4HhDXhUddxhcEwK6yvOhtMl czKcgP Scale = 1:27.1 Saa = 15 4x6 = ax4 — --- ,. Plate Offsets (X,Y)— (3:0-6-0,0-2-81 LOADING (psQ SPACING- 2-0-0 CSL DEFL. in (lot) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(L-) 0.09 8-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.07 8-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(CT) -0.03 5 We Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 611b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2-=890/0-3-0, 5=89010-3-0 Max Horz 2=98(LC 12) Max Uplift 2=-765(LC 5), 5=-765(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1554/1325, 3-4=-1370/1247, 4-5=-1556/1326 BOT CHORD 2-8=-1148/1468, 7-8=-1166/1497, 5-7=-1100/1406 WEBS 3-8=-316/494, 4-7=-326/519 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc pudins. BOT CHORD Rigid telling directly applied or 5-4-10 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opst h=15ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left and right exposed; 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 nonconcurent with any other live loads. 5) `This truss has been designed for a live load of 20.0ps( on the bottom chord in all areas where a rectangle 3-6-0 tall by2-M 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 joints) except Qt=lb) 2=765, 5=765. 7) Girder carries hip end with 5-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 381 It, down and 209 Ito up at 9-0-0, and 381 Ib down and 209 Ib up at 5-0-0 on bottom chord. The desigNselecilon of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25,. Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 3-4=-85(F= 31), 4=6= 54, 8-9=-20, 7-8= 32(F=-12), 7-12=-20 Concentrated Loads (lb) Vert: 8=-216(F) 7= 216(F) Walter P. Finn PE No21839 MiTek USA, Inc. FL Cud 6BU 6904 Parke East Blvd. Tampa FL 33810 Date: May 2,2019 Q WARNING- W filydesign paramefarsard READ NOTES ON THISAND INCLUDED MREKR£FERANCEPAGEMlA7473rev. 141I20156EFONEUSE Design valid for use only with Mrelde connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �'- a truss system. Before use, the building designer must verity the appllcablllty of design parameters and properly Incorporate thts design Into the overall bulldingdestgn. Bracing Indicated k to prevent bucking of hdividual Wssweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regordkg the fabrication, storage, delivery, erection and bracing of musses and muss systems seeANSNIPO Quality Criteria. DS549 and BC61 Eutdhp Component 69U Parke East eNd. Safely instfufat 18N. Lee Street. Sulte 312. Alaxandrla. VA 22314, - amn.-FL-3361n— Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j4 Center plate on joint unless x, y offsets are indicated. u dimensions shown In ft-In-sixteenths (Drawings not to scale) I Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. I Apply plates to both sides of truss and fully embed teeth, 1 2 3 1. Additional stability bracing for truss system e.g. TOP CHORDS dlagonal or X-bracing, is always required. See BCSI. 0 /lar GI-2 c2-3 2. Truss bracing must be designed by an engineer. For p WEBSN(�3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 0 bracing should be consltlered. OOOiFyU = 3. Never exceed the design loading shown and never Inadequately braced trusses. 0- O stack materials on For 4 x 2 orientation, locate 00 a0 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and c�a ass BOTTOM CHORDS plates 0-1491 from outside all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETrERED CLOCKWISE 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate n details available in MRek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIJIPI 1. softwarree oOr r Upon request. NUMBERSAETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS " 9. Unless expressly noted, this design Is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 X 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 10, Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension Is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and ^� Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. If Indicated. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing of 10 ft. spacing, or less if no ceiling i installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16. Do not cut or alter truss member or plate without prior reaction section Indicates joint © 2012 MiTek® All Rights Reserved approval of an engineer. number where bearings occur. 17, Install and load vertically unless Indicated otherwise. Min size shown is for crushing only, � 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. BCSI: Building Component Safety Information, �a M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, �/..�1 ITV ANSI/IPI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015 CAUTIONIII a L LwOoo L a a a a a a 17. t0el&VED t,•,I REVISE AND RESUBMIT 0 RENEWED WITH NOTATIONS ❑ NOT REVIEWED (See Explanation) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve coi tractor from compliance with requirements of the araw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the informsation given in the contract documents. The contractor is resc..;rPhte for confirming and correlating atl quantitios and dinnen- sions: selecting fabrication processes and tenrinignes cf construction; coordinating his work with thr:f J ail other trades and performing his work in a safe and satisfactory manner. FLORIDA DESIGN SOLUTIONS, IMC. Date 2 k— 19 By submittal No. Project No. PiGiud Eng. , b.6 .olecl Name - BY Ste Lucie�®Unty DO NOT ATTEMPT TO ERECT TRUSSES VATHOIIT REFERRING TO THE ENGINEERING DRAWINGS AND BSCLW SUMMARY SHEETS. TO FINAL ENGINEERING FOR THE FOLLOWING. 'DER OF GIRDER PLIES AND BEARING BLOCK REQUIREMENTS. SCAB DETAILS (IF REQUIRED) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges MMI Not Re Accepted Rogardlaca of Fault V I Mout Prior Notification By Customer Within d6 Noun And Ineaatigation By Builders First Source. NO E%EGPTIONS. :or All Connections Offer Then Truce to Truss, Gable Shear Wall. And Corrections. Temporary and Pemanelr Bracing. And Calling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SV1: 2 xd BOTTOM CHORD SIZE: 21( 4 OVERHANG LENGTH: 16' ENOCUT: Plumb CANTILEVER: — TRUSS SPACING: W BUILDING CODE: M02617 BEARING HEIGHT SCHEDULE PLAN DATE: 2019 REVISIONS: 2. 14. 3. L, M, ldem FkstSoume 4466 Airport Road Plant City, FL 33563 Ph. (613)3M1300 Fax(813) 3051361 t.