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HomeMy WebLinkAboutTRUSS 7-11-18iTek' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RGAHA? BY RECEIVED RE+ 75161 - LEWIS/ LEAR PLACE Lanting MiTek USA, Inc.Lt1t'i�] County, Permit6904 Parke East Blvd. Sitei Information: Tampa, FL 33610-4115 Customer Info: GRANDE CONSTRUCTION Project Name: LEWIS Model: LoV,block: Subdivision: A@'ress: UNKNOWN City 1, ST LUCIE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City:lll State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Des n Code. FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Win Code: ASCE 7-10 Wind Speed: 160 mph Rooflli, oad: 55.0 psf I Floor Load: N/A psf This ,�,,ackage includes 50 individual, dated Truss Design Drawings and 0 Additional E With py seal affixed to this sheet, I hereby certify that I am the Truss Design Enginee conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers I No. 'Seal# Truss Name Date No. Seal# Truss Name Date 1 11T14059374 1 A 5/16/18 118 1 T1 40593911 D5 15I 16M8 12 1IT14059375 I ATA 15/16/18 119 1 T14059392 1 GRA 15/16/18 1 13 1P4059376 1 ATB 15/16/18 120 1 T14059393 1 GRAT 15/16/18 1 14 11T140593771 ATC 15/16/18 121 1 T1 4059394 1 GRB 15/16/18 5 i 14059378 1 ATD 5/16/18 122 1 T14059395 1 GRC 5/16/18 I6 l'l 140593791 ATE 15/16/18 123 1 T140593961 GRD 15/16/18 I7 IT14059380 I B 15/16/18 124 1 T1 4059397 I G R P 15/16/18 I 18 J T14059381 I B1 15/16/18 125 I T14059398 I J1 15/16/18 1 19 1 T14059382 1132 15/16/18 126 I T14059399 I J3 15/16/18 1 110 1 TI14059383 1 B3 15/16/18 127 I T14059400 I J5 15/16/18 1 Ill l T1 4059384 1 B4 15/16/18 128 I T14059401 l J5A 15/16/18 112 14059385 1 C 15/16/18 129 I T14059402 I J7 15/16/18 113 1 T14059386 I D 15/16/18 130 l T1 4059403 1 JC7 15/16/18 1 14 1 T;114059387 1 D1 15/16/18 131 I T14059404 I KJ2 15/16/18 15 1 T11 4059388 D2 5/16/18 132 IT140594051KJ3 5/16/18 16 l T1 4059389 1 D3 15/16/18 133 I T14059406 l KJ7 15/16/18 117 1 714059390 1 D4 15/16/18 134 1 T14059407 I KJA 5/16/18 -6WiCEW2zo 13-- S. z� �o }aWomF� F2WWOUVW oom<< p, Q z LLpZZLLZ{-W F- vi O VUa�wV=.-. a VFW ,f 00 lzwnzox"—�17n 0 - c rn w o � ~ U 0 c~i Va "° 50�2WO J N ¢ U, 2 0Hcwi�irZ ai c�i —❑❑ oVVg¢;�� 0 a, I. M'z000LLW Q 11 W MOU ODLjZOV '1 a aZ0¢ZaZ c o Q 9Uwzgo W�a x a W rg iRJ(nzcL a mi mZ>: 05 ! _ N gg I?] 0 000:aoR a 5wzc� �oc���a m _- USAThe trInc�l ender mawing(s)direct sureferencee bove have been on based on the arameterspared by MiTek �JER �P.I provided�;6y Chambers Truss. el. E S•Truss Design Engineer's Name: Finn, Walter No 22839 My licen e renewal date for the state of Florida is Fee 2 19P IMPORTiANT NOTE. The seal on these truss compone des' n is a e ifica 0 � � �� . STATE OF that the engineer named is licensed in the jurisdiction(s) identifi a h e . 0 . � designs cor ply with ANSI/TPI 1. These designs are based upon parameters s0 T'• �` Q,�; � %�- shown (e.g.Jlloads, supports, dimensions, shapes and design codes), which were 0..�5 •: Q R I �•• filerefen torenlc� purpose ornlyCand was notecific �akeni�nto account ined is �he preparation ofr MiTek's customers of-';,s10'NAX- these desig is. MiTek has not independently verified the applicability of the design parameters q r the designs for any particular building. Before use, the building designer WalterP. Finn PE No.22839 should verify Japplicability of design parameters and properly incorporate these designs MITek USA, Inc. FL Cert 6634 into the over If building design per ANSI/TPI 1, Chapter 2. 6904 Parke East Blvd. Tampa FL33610 Date: May 16,2018 Finn, Walter 1 of 2 RE: 75161 - LEWIS/ LEAR PLACE ite Information: :ustomer Info: GRANDE CONSTRUCTION Project Name: LEWIS Model: Dt/Block: Subdivision: ddress: UNKNOWN itv: ST LUCIE COUNTY State: FL o. Seal# Truss Name Date 35 T14059408 1 MHV6 5/16/18 16 � T14059409 1 MHV8 1 5/16/18 V 1 T14059410 1 MHV10 1 5/16/18 1 1 08 T14059411 MHV12 5/16/18 189 1 T14059412 1 MHVA 1 5/16/18 "0 T14059413 1 MHVB 1 5/16/18 1 41 T14059414 1 MV2 1 5/16/18 142 1 T14059415 1 MV3 1 5/16/18 43 1 T14059416 1 MV4 1 5/16/18 144 1 T14059417 1 MV6 5/16/18 51 T14059418 1 MV8 5/16/18 6 1 T14059419 1 MV10 5/16/18 147 1 T14059420 1 MVA 1 5/16/18 8 1 T1 4059421 1 MVB 1 5/16/18 140 1 T14059422 1 MVC 1 5/16/18 � 150 1 T14059423 1 P 1 5/16/18 2of2 r Ir Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059374 75161 A Hip 1 1 Job Reference (optional) I IU55, Inc., r UIL t'Ierce, rL o.IOU a IV= I I cU Io Ivu I.n I1UU-11.J, "". vr.0 may ro vo.co.v I c Io ray. I I D:VC8RrGwU8P7j 1 V4VkVsLpgzGJpD-51vML?XGYZal H1008V KOBdi VxPO03ZxdADgeD HzG_6S 0 , 5-8-12 9-0-0 11.0-0 14-3-4 20-0-0 21-4-0 -0 5-8-12 3-3-4 2-0-0 3-3-4 5-8-12 4x4 = 4x4 = 4 5 5.00 12 2x3 3 .191 18 2 11 10 9 3x5 = 3x6 3x4 = 3x4 = I 2x3 6 20 20.0-0 Scale=1:37.3 Plate Offs' s ,Y - 2:0-0-6 EcIe , 7:0-0-6 EcIe LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL ' 1.25 TC 0.29 Vert(LL) -0.12 10-14 >999 360 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.28 10-14 >851 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(CT) 0.04 7 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.08 9-17 >999 240 Weight: 89lb FT=20% LUMBER- ii BRACING - TOP CHORq 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc puffins. BOT CHOR , 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-10-14 oc bracing. WEBS 2x4 SP No.3 REACTION (Ib/size) 2=1225/0-8-0, 7=1225/0-8-0 Max Horz2=133(LC 11) Max Uplift 2=-520(LC 12), 7= 520(LC 12) FORCES. I) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR , 2-3=-2088/1040, 3-4=-1639/833, 4-5=-1453/805, 5-6= 1639/833, 6-7=-2088/1040 BOT CHOR 2-10=-833/1880, 9-10=-519/1453, 7-9=-855/1880 WEBS I 3-10=-571/411, 4-1 0=-1 72/413, 5-9= 172/413, 6-9=-571/411 NOTES- 1) Unbalanc, roof live loads have been considered for this design. 2) Wind: AS6 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; cl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 9-0-0, Exterior(2) 9-0-0 to 11-0-0, Int or(1) 15-2-15 to 21-4-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 60 3) Provide ad quate drainage to prevent water ponding. 4) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss'ias 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 bet- n the bottom chord and any other members. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=520, 7=5„0. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 0 WARNING-' �ed1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. l� ' Design valid f a truss system1Pefore use only with MITek® connectors. This design Is based only upon parameters shown- and Is for an Individual building component, not use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pA T 9 V!f Yak' Is always regda,1�1 d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the systems,Quality on q�ferba, DSB-89 and SCSI Building Component Blvd. Safety Iniforma available from Truss Plate Institute. 218 N. Lee Street, 231 uite 312 Mexandrlba, 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply LEWIS/ LEAR PLACE T14059375 75161 ATA Attic 1 1 Job Reference (optional) I Iuss, Inu., rUrr rlelce, rL ID:VC81ZIrGwU8P7j1 V4VkVsLpgzGJpD-aETkYLYuJsi9vBybiDrdkraWJpcXotZnOtZBIjzG_6R 7-2 8-9.0 103-0 11-3-0 , 12-4-14 13-4-12 20-0-0 21-4-0 11-1T4 1-3.0 1-3-0 1-1-14 0-11-14 6-7-4 Scale = 1:36.7 4x6 = 4x5 = 5 4x5 = 4 6 5.00 12 2x3 II 2x3 II pp 3 19 13 7 3x4 II 21 18 8 2 9 I� o o, 3x8 12 3x4 II 11 4x6 = 10 3x4 II \ j 1^3x8 6-7-4 13-4-12 20-0-0 6-7-4 6-9-8 6-7-4 Plate Offsets Y -- 2:0-3-1 0-1-8 4:Ed a 0-4-6 6:Ed a 0-4-6 8:0-3-1 0-1-8 LOADING ( sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.31 10-12 >769 360 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.53 10-12 >450240 BCLL 0 ' Rep Stress Incr YES WB 0.82 Horz(CT) 0.06 8 n1a n/a BCDL 1 .0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.20 10-12 >999 240 Weight: 96lb FT = 20% LUMBER- I BRACING - TOP CHOR , 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHOR 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-6 REACTIONS' (lb/size) 2=1293/0-8-0, 8=1293/0-8-0 Max Harz 2=-145(LC 10) Max Uplift 2=-479(LC 12), 8= 479(LC 12) Max Grav 2=1344(LC 18), 8=1344(LC 19) FORCES. (I) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2438/738, 3-4=-2085/749, 4-5=-228/899, 5-6=-228/899, 6-7=-2085/749, 7-8— 2438/738 BOT CHORD, 2-12= 514/2137, 10-12=-514/2137, 8-10= 514/2137 WEBS 7-10=-1/568, 3-12=-1/568, 4-13= 3147/1050, 6-13= 3147/1050 NOTES- 1) Unbalance' roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft eave=4ft; Cat. II; Exp C; Er � cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Intefior(1) 1-7-5 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0 zd1 e;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe' n the bottom chord and any other members. 5) Ceiling dea load (5.0 psf) on member(s). 3-4, 6-7, 4-13, 6-13 6) Bottom chor live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 7) Provide mec�ianical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=479, 8=47 . 8) Attic room cl gcked for U360 deflection. Welter P. Finn PE No,22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - ,I �grlty design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Design valid fo ise only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ' �,� a truss system., fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg , Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� T i V& ! i�'k' is always requir d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformatiRn available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply LEWIS/ LEAR PLACE T14059376 75161 ATB Attic 1 1 Job Reference (optional) I russ, Inc., MR. i-lerce, rL -4-0 O.I— J I—. I 1 LV IO .- ry , "50FZmUD7XTwWi�96ID:VCBRrGwU8P7j1V4VkVsLpgzGJpD-2O17nhZIWU3AgCOW 6i _10-0-0 11-3-0 12-4-14 113-4-12 19.4-0 1-3-0 1-3-0 1-1-14 0-11.14 5-11-4 4x5 = 5 Scale = 1:33.5 45 = 4x5 = 4 6 5.00 12 2x3 11 12 20 II 19 3 3x4 11 72x3 21 18 8 `° 2 r I o cti ti 10 9 3x8 3x4 11 5x6 = 3x4 11 M = 6-7-4 13-4-12 19-4-0 6-7-4 6-9-8 5-11-4 Plate Offset'(X Y)— j2:0-3-1 0-1-81 (4:Edge 0-4-61 16:Edge 0-4-61 j8:0-0-0 0-0-51 LOADING (I sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 3 .0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.30 11 >762 360 MT20 244/190 TCDL 11b.0 Lumber, DOL 1.25 BC 0.91 Vert(CT) -0.51 9-11 >453 240 BCLL 0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.04 8 nUa n/a BCDL 1 .0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.20 11 >999 240 Weight:91 lb FT=20% LUMBER BRACING - TOP CHOR ; 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc puriins. BOT CHOR 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-6 REACTIONS (lb/size) 8=1129/Mechanical, 2=1258/0-8-0 MaxHorz 2=142(LC 11) Max Uplift 8=-353(LC 12), 2=-471(LC 12) Max Grav 8=1208(LC 19), 2=1308(LC 18) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD, 2-3=-2281/697, 3-4=-1949/722, 4-5=-223/786, 5-6— 203/781, 6-7=-1954/742, 7-8= 2291/728 BOT CHORD 2-11=-549/1989, 9-11= 549/1989, 8-9=-549/1989 WEBS 3-11=0/518, 7-9=0/534, 4-12=-2875/1035, 6-12=-2875/1035 NOTES- 1) Unbalance 'roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18fh B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; E I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0 zo e;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss I as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe in the bottom chord and any other members. 5) Ceiling dead oad (5.0 psf) on member(s). 3-4, 6-7, 4-12, 6-12 6) Bottom chor live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 7) Refer to gird (s) for truss to truss connections. 8) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=353, 2=47i, 9) Attic room ch„ cked for U360 deflection. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 WARNING - J dry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for se only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p� building design.Bracing, acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing Is always requir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ek' Mi 9T fabrication, star ge, delivery- erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intormali4 available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059377 75161 LI ATC Attic 1 1 Job Reference (optional) Iruss,Inc., r-on vierce,r-L 0.1OV J Iv16I I I -IO IYII ICA 11-1. -, 111- YY ID:VCBRrGwUBP7jl V4VkVsLpgzGJpD-W cbVz1 Z8gUyt8U6zpdu5pGfwUclwGlc3sA21pbzG_6P 6-7-4 -11-14 11-0.10, 3-7-2 5-9-4 ' 3-10-0 6-0.0 1-4-0 ' 1-1-14 Scale=1:52.0 f Ox10 = 2x3 11 4x8 = 4x4 11 4x8 = 3x4 = 5 28 6 29 30 7 8 31 9 5.00 F12 2x3 II 4 _ 3 1,111S32 27 10 m 11 jv jot 6 6 26 gX10 = 12 00 "3x4 = 2x3 11 3x4 = En 18 17 16 15 3x8 3x4 11 5x8 MT18HS = 44 = 3x4 11 13-4-12 1 19-2-0 20.0-Q 23-0-0 LOADING (sf) SPACING- 2-0-0 CSI. TCLL 0.0 Plate Grip DOL 1.25 TC 0.59 TCDL 1,6.0 Lumber DOL 1.25 BC 0.94 BCLI_ ' Rep Stress Incr YES WB 0.92 BCDL 1 .0 Code FBC2017/TPI2014 Matrix -MS LUMBER- DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.32 18 >739 360 MT20 2441190 Vert(CT) -0.5818-22 >409 240 MT18HS 244/190 Horz(CT) 0.05 10 n/a n/a Wind(LL) 0.2618-22 >906 240 Weight: 160lb � FT=20% BRACING - TOP CHORD 2x4 SP M 30 TOP CHOFiu structural woos sneatning airecuy appueu or,5- I i-a oc punuis. BOT CHOR 2x6 SP 240OF 2.0E 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-15: 2x4 SP No.3, 10-14: 2x4 SP M 30 6-0-0 oc bracing: 14-15,13-14. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-19 6-16: 2x4 SP M 30 REACTIONS (lb/size) 2=1285/0-8-0, 10=611/0-8-0, 13=1569/0-8-0 Max Harz 2=126(LC 11) Max Uplift 2= 481(LC 12), 10= 299(LC 12), 13=-508(LC 12) Max Grav 2=1394(LC 18), 10=611(LC 1), 13=1594(LC 19) FORCES. (I li- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-21487709, 3-4= 19.581788, 5-6=-65/320, 6-7=-530/368, 7-8=-323/284, 8-9= 323/284, 9-10=-614/323 BOT CHORD 2-1 8=-612/1946,16-18=-612/1946, 7-14=-18/316, 13-14=-335/175, 12-13=-140/503, 10-12=-140/499 WEBS 16-19=-62/290, 14-16=-598/1939, 6-14=-1365/486, 9-13=-509/245, 4-20=-2179/842, 19-20=-555/304, B-13=-702/321, 6-20= 1673/580 NOTES 11 - 1) Unbalancedl; oof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp C; E"� L, GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 9-9-10, Exterior(2) 9-9-10 to 27-4-3, In rior(1) 27-4-3 to 29-4-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1, 0 3) Provide ade uate drainage to prevent water ponding. 4) All plates arl'i MT20 plates unless otherwise indicated. 5) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss �s 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 betwet the bottom chord and any other members. 7) Ceiling dead ad (5.0 psf) on member(s). 3-4, 4-20, 19-20 8) Bottom chorlive load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 16-18 9) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=481, 10=29 , 13=508. 10) Attic room c ecked for U360 deflection. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ® WARNING • U rlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. f0/03/2015 BEFORE USE. Design valid fo� use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �q T building desig &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi iel* Is always requlr d for stablilty and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, st 1 ge, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 4 May 16,2018 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059378 75161 ATD Half Hip 1 1 ... r...._�..e____ Job Reference (optional) \111,.r1 KAn„ 1C 110.7G•!�C 71140 Denn 1 Una mDer hubs, urc., rulL riarce, rL. -r s� ID:VC8RrGwUBP7j1V4VkVsLpgzGJpD-_pBtBManbn4kmeh9NLPKLTB4gOeZ?CWD5gorM2zG_ O 4-0 3-6-0 1 6-4-0 11-9-10 i 13-6.0 19-7-8 1' -0 3-6-0 2-10-0 5-5-10 1-8-6 6-1-8 4x5 = Scale =1:35.4 3x4 11 3x8 = 5 6 19 20 7 5.00 52 16 4 3 0 1 = 1 10 5x10 II 21 11 6x10 = 17 x4 6x12 \\ 7x8 = o N 2 II ct1 13 9 8 3x4 = 5x6 = 3x4 11 6x8 = 3-6-0 6-4-0 11-9-10 13-6-0 19-7-8 3-6-0 2-10-0 5-5-10 1-8-6 6-1-8 Plate Offset Y -- 3:0-9-4 0-2-5 3:0-9-15 0-3-12 10:0-7-4 0-4-4 11:0-3-8 0-4-0 12:0-0-11 0-1-10 12:0-5-00-1-8 12:0-8-15 Ede 12:0-0-0 0-1-12 LOADING (I SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP 0 TCLL 3�f) Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.38 11-12 >614 360 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.70 11-12 >334 240 BCLL .0 ' Rep Stress Incr NO WB 0.94 Horz(CT) 0.35 8 n1a n/a BCDL 100 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.39 11-12 >597 240 Weight:121 lb FT=20% LUMBER- BRACING - TOP CHORD); 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 3-10: 2x6 SP 240OF 2.OE, 6-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-11 REACTIONS.Ii (lb/size) 8=1145/0-3-8, 2=1267/0-8-0 Max Harz 2=324(LC 12) Max Uplift 8=-473(LC 9), 2=-506(LC 12) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD,', 3-15=-2306/1004, 3-4=6118/3332, 4-5=-2247/1162, 5-6=-2044/1168, 6-7=-1979/1133, 7-8— 1096/661 BOT CHORD i 2-13=-1181/2069, 12-13=-1527/2717, 3-12=-3030/5151, 11-12=-3294/5637, 10- 11 =-1 186/2065, 6-10=-497/333 WEBS 4-11=-3649/2154, 5-11=-271/612, 7-10=-1228/2141, 4-12-811/1625, 3-13=3046/1766 NOTES- 1) Wind: ASC = 7-1 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Bit; B=45ft L=24ft; eave=4ft; Cat. II; Exp C; E I., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 11-9-10, Extedor(2) 11-9-10 to 1 -0-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide ade uate drainage to prevent water ponding. 3) This truss h4, been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss ps been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide me - apical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=473, 2=50ither 6) Hanger(s) or connection devices) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection dice(s) is the responsibility of others. 7) In the LOADASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roofi jve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 5=-90, 5-7=-90, 13-14=-20, 10-12� 20, 8-9= 20 Concentrated�1=-75(F) oads (lb) Vert:, 21— 75(F) rI Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - V11 rily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 101032015 BEFORE USE. Design valid for) se only with MITek® connectors. ]his design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgn,� Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilionai temporary and permanent bracing MOW Itl®f l��a is always requlio, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. storpge. and bracing of s and truss systems, VA 22 Criteria, DSB-89 and BCSI Building Component formation available frorection Safety Inion. m Truss Plate Institute, 218 Nam. Lee Street, uit 312, Alexlandrfia. Tampa, FL 3610 Job Truss Truss Type Qty Ply LEWIS/LEARPLACE T14059379 75161 AT Hip 1 1 Job Reference (optional) unamoe I russ, Inc., l-on tierce, rt- 8.130 s Mar 112018 MI I ek Industries, Inc. Wed May 16 08:28:06 2018 Page 1 ID:VCBRrGwU8P7j1 V4VkVsLpgzGJpD-S?iF0ibPM5Cb0oGMx2wZuhkBZQOMkgjMJUXPuUzG_6N -1-4-0 6.4.0 9-4-0 1 13-3-10 19-6-0 19,78 1-4-0 6-4-0 3-0-0 3-11-10 6-2-6 0- -8 5x8 4x4 = Scale=1:36.9 6 7 19 20 8 4x4 5.00 F12 5 4 rn 0 3 u, yr �- 3 11 x WO 11 21 i2 22 5x8 = 18 Sx12 \\ 6XB = o o N 2 it 14 10 9 3x4( 5x6 = 3x4 II 6x8 = 6-4-0 , 13-6-0 , 19-7-8 , 6-4-0 7-2-0 6-1-8 Plate Offset (X,Y)-- [3:0-0-8,0-1-8], [6:0-4-0,0-0-4], [7:0-1-10,0-0-11], [11:0-2-12,0-3-4], [12:0-3-8,0-4-0], [13:0-0-11,0-1-10], [13:0-5-0,0-1-8], [13:0-8-15,Edge], [13:0-0-0 0-1-12 LOADING (�jsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.27 12-13 >872 360 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.49 12-13 >479 240 BCLL .0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.28 9 n/a n/a BCDL 1 .0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.27 12-13 >854 240 Weight: 125lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc puffins, BOT CHOR 2x4 SP M 30 *Except* except end verticals. 3-11: 2x6 SP 2400F 2.OE, 7-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-5 oc bracing. WEBS 2x4 SP N0.3 REACTIONS (lb/size) 2=1267/0-8-0, 9=1145/0-3-8 Max Harz 2=359(LC 12) Max Uplift 2=-496(LC 12), 9=-473(LC 12) FORCES. (1 - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD3-16=-2306/941, 3-4=-6024/3148, 4-5=-3540/1831, 5-6=-1549/797, 6-7=-1373/800, 7-8=-1413/824, 8-9=-1084/661 BOT CHORD 2-14=-1157/2068, 13-14=-1499/2718, 3-13=-2846/5016, 12-13=-3101/5500, 11-12=1880/3264 WEBS 8-11=-949/1623, 4-13= 793/1448, 3-14=-3048/1734, 5-12= 592/1215, 5-11= 2056/1174, 4-12=-2293/1253 NOTES- I 1) Unbalanced' oof live loads have been considered for this design. 2) Wind: ASC 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; E I., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 13-3-10, Extedor(2) 13-3-10 to 1 -6-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1(60 plate grip DOL=1.60 3) Provide ade 'uate drainage to prevent water ponding. 4) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss 6s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe the bottom chord and any other members. 6) Provide mec`'anical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=496, 9=47 . 7) Hanger(s) or I ther connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection d , ice(s) is the responsibility of others. 8) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load i (plf) Vert: 1-6=-90, 6-8=-90, 14-15=-20, 11-13=-20, 9-10— 20 Concentratedoads (lb) Vert: 11=-75(F) 22=-75(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 0 WARNING - ly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE -- Design valid toa only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component notIm �' a truss system. ore use, the building designer must verify the applicabWty of design parameters and properly Incorporate this design Info the overall designacing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing��'Y�'�*Is t�. rbuilding always requirfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding thefabrication, stae, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059380 75161 B Half Hip 1 1 Job Reference (optional) GnambeT Iruss, Inc., I -on Nlelce, rL S.i3u s Iwar 11 zula Ivn IeK Inausrnes, Inc. vvea May is ua:za:u/ zuia rage 1 I 1 D:VC8RrGwU8P7j 1 V4VkVsLpgzGJpD-wBGdc2cl7PKS?yrYU mRoRuHRngJ BT6wW Y8HyQwzG_6M 411 1- 10 5-8-12 9-0-0 13.0-0 18-0-0 23-0-0 27-2-4 31-8-0 1-4' 5-8-12 3-3-4 4-0-0 5-0-0 5-0-0 4-2-4 4-5-12 Scale =1:56.7 4x10 = 3x4 II 3x6 = 3x4 11 Sx6 = 4x6 = 3x4 _ 5.00 12 4 5 23 24 6 7 25 8 9 26 10 2x3 3 22 21 21' 15 14 0 I� vj 1 o 7x10 = 6x12 = 17 16 13 12 11 5x10 = 3x4 11 3x4 II 5x10 = 3x6 II 6— 9-0-0 13-0-0 23-0-0 27-2-4 31-8-0 9-0-0 4-0-0 1G-0-0 4-2-4 4-5-12 Plate Offset° X Y - 4:0-7-0 0-2-0 15:0-3-12 0-3-4 LOADING (�sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 3�.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.38 14-15 >999 360 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.90 Vert(CT) 0.92 14-15 >411 240 BCLL .0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.22 11 n/a n/a BCDL 1 .0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.32 14-15 >999 240 Weight: 178lb FT=20% LUMBER- ' BRACING - TOP CHOR 2x4'SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc pudins, BOT CHOR 2x4 SP M 30 *Except* except end verticals. 5-16,8-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-1 oc bracing. WEBS 2x4 SP No.3 *Except* 15-17: 2x4 SP M 30 REACTIONS li (lb/size) 11=1731/0-3-8, 2=1861/0-8-0 Max Horz 2=259(LC 12) i Max Uplift 11= 661(LC 12), 2=-748(LC 12) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 2-3=-3705/1782, 3-4=-3273/1576, 4-5=-4712/2319, 5-6= 4786/2345, 6-8=-3892/1834, 8-9_ 3809/1803, 9-10= 17941856, 10-11 =-1 682/848 BOT CHORD', 2-17=-1825/3368, 5-15=-412/288, 14-15= 2360/4775, 8-1,4= 384/238 WEBS 3-17=-501/390, 4-17=-329/235, 15-17=-1420/2946, 4-15=-1055/2192, 6-14=-1005/599, 12-14=-770/1740, 9-14=-116612480, 9-12=-1860/951, 10-12= 1106/2321 NOTES- 1) Wind: ASC 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=3211t; eave=oft; Cat. II; Exp C; E 61., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-9-5, Interior(1) 1-9-5 to 9-0-0, Exterior(2) 9-0-0 to 13-5-12 zon'i;C-C for members and forces i£ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide ade uate drainage to prevent water ponding. 3) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe n the bottom chord and any other members. 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=661, 2= 48. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WAR NfNG - dty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11•7473 rev. 10/032015 BEFORE USE. �' Design valid fo ! use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a irrrss system. � fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding desig : Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always requir d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stot ge, delivery, erection and bracing of trusses and Truss systems, seeANSi/TPI1 Quality' Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatl , n available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LEWIS/ LEAR PLACE T14059381 75161 B1 Half Hip 1 1 Job Reference (optional) i russ, mc., t-01r tierce, r-L 5-9-14 1 11-0-0 5-9-14 D. I-U IVIGI I I -IU IV[] ICI- II IUU 11-, II Y U IVIQy - VU.GU GU IU '.UO 17ji V4VkVsLpgzGJpD-00gOp0dfuiSJd6Qk2Tyl z6pXhEhMCbDfnoOW zNzG_6L 23-0-0 27-2-4 31-8-0 5-0-04-5-12 Scale = 1:56.7 6x8 = 3x4 II 3x6 = 3x4 11 4x5 = 4x6 = 3x4 = 4 5 24 25 26 6 7 27 8 9 28 10 5.00 12 3x4 i 23 3 22 15 14 0 I9 0 ?I1T3.6 8x10 = 5x10 = 18 17 16 13 12 11 2x3 11 6x10 = 3x4 11 3x4 11 5x8 = 3x6 11 5-9-14 '_0 11-0-0 13-0-0 23-0-0 27-2-4 31-8-0 5-9-14 2-0-0 10-0-0 4-2-4 4-5-12 Plate Offse $ X Y -- 4:0-5-B 0-2-0 14:0-4-4 0-2-8 15:0-4-4 0-2-12 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.35 14-15 >999 360 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.82 14-15 >462 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.18 11 n/a n/a BCDL 0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.23 14-15 >999 240 Weight: 189lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc puffins, BOT CHOR 2x4 SP M 30 'Except' except end verticals. 5-16,8-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. WEBS 2x4 SP No.3 `Except` 15-17: 2x4 SP M 30 REACTION (lb/size) 11 =1 731/0-3-8, 2=186110-8-0 Max Harz 2=305(LC 12) Max Uplift 11= 667(LC 12), 2=-742(LC 12) FORCES. (,) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-3779111726, 3-4=-3016/1442, 4-5=-3627/1835, 5-6=-3679/1855, 6-8=-2999/1437, 8-9= 2953/1421,9-10=-1472/713,10-11=-1684/860 BOT CHORDI 2-18=-1826/3415, 17-18=-1826/3415, 5-15= 275/217, 14-15=-1862/3688, 8-14=-383/235 WEBS 3-17= 799/466, 4-17=-1089/578, 15-17=-1480/3016, 4-15=-1017/2136, 6-14=-843/520, 12-14=-645/1469, 9-14=-968/2024, 9-12=-1791/930, 10-12=-1012/2093 NOTES- 1) Wind: AS 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=32ft; eave=oft; Cat. II; Exp C; cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-9-5, Intedor(1) 1-9-5 to 11-0-0, Exterior(2) 11-0-0 to 15-5-12'1 one;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide ad quate drainage to prevent water ponding. 3) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This trussias 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 bettyen the bottom chord and any other members. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=667, 2=' 142. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING IIVerJty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid ,ruse only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � efore use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building desk racing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing a Truss systemjtq"on �q S 9Y9A ilk• Is always reqed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaflon, sage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Informavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria,VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply LEWIS/ LEAR PLACE T14059382 75161 B2 Half Hip 1 1 Job Reference (optional o ne;r..1 i..a,,....:..,. i..,, rnr,..r nn.,,. !c na.na.nn ono o�„e 4 GnamDe I russ, mC., Fort P eree, FL o. i.vv a mat i i av i v 1— i c,� n�auou iw ow —�.. iv�,.r �.......�....,� �.., .., ..y.. . � ID:VC8RrGwUSP7j1 V4VkVsLpgzGJpD-saOOokdHfOa9FG?xcBTGWJMnJd40x03o?Sm3VpzG_6K 1- 0 6-9-14 13-0-0 19-1-8 25-3-0 31-8.0 1-4'0 6-9-14 6-2-2 6-1-8 6-1-8 6-5-0 Scale = 1:55.7 4x6 = 3x8 = 3x6 = 2x3 II 4x6 = 4 20 21 22 5 236 7 24 8 5.00 F12 3x4 19 3 18 0 14 13 12 11 10 9 2x3 11 3x8 = 4x6 — 2x3 16x8 = 3x6 I I x6 = 6-9-14 13-0-0 19-1-8 22-2-4 25-3-0 31-8-0 6-9-14 6-2-2 G-1-8 3-0-12 3-0-12 6-5-0 LOADING Sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.15. 13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.29 13-14 >999 240 BCLL I .0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.10 9 n/a n/a BCDL 1� .0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.15 13 >999 240 Weight: 177lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, BOT CHOR 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. WEBS 1 Row at midpt 8-9, 8-10, 5-10 REACTION 1 (lb/size) 9=1731/0-3-8, 2=1861/0-8-0 Max Harz 2=352(LC 12) Max Uplift 9-675(LC 12), 2=-734(LC 12) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORDi 2-3=-3709/1642, 3-4=-2766/1297, 4-5=-2456/1286, 5-7=-1631/802, 7-8— 1631/802, 8-9-1673/876 BOT CHORD2-14=-1785/3338, 13-14=-1785/3338, 11-13-1218/2435, 10-11=-1218/2435 WEBS 3-14=0/274, 3-13=-984/552, 4-13-139/514, 7-10=-591/379, 8-1 0=-1 059/2156, 5-10=-1078/558 NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=18tt; B=45ft; L=32ft; eave=4ft; Cat. 11; Exp C; Eqcl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-9-5, Interior(1) 1-9-5 to 13-0-0, Exterior(2) 13-0-0 to 17-5-12 fbne;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide add' uate drainage to prevent water ponding. 3) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betty �n the bottom chord and any other members. 5) Provide mq� anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=675, 2=7�p. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - �rdfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE. ' Design valld f, use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a lnrss system. efore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desig. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� �p t, MiTeIC prevent Is always requi d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sTo ge, delivery, erection and bracing of trusses and truss systems, seeANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informal n avallable from Truss Plate Institute, 218 N. Lee Street- Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059383 75161 IL 63 Hip t 1 Job Reference lontinnal I Fuss, Inc., ran Fierce, rL o. , ov o I-. , , — , o 1- , r ,,,,... ,,,ay , , oe. , ID:VC8RrGwUBP7j1V4VkVsLpgzGJpD-LmymE4evQKiOsQa7Au?V2Xvwb1PfgVPyE6Vc1FzG_6J 5.5-12 10.8.0 14-10-0 15-8-Q 20-8-0 25-9-10 127-4-0 , 5-5-12 5-2-4 4-2-0 10- 6-0-0 r 5-1-10 Scale = 1:49.7 4x8 = 2x3 11 44 = 48 = 4x4 � 3 4 17 5 18 6 7 2.50112 'u 8 14 3x4 11 5x8 = 3x6 11 5x6 10-8.0 14-10-0 20-8-0 25-9-10 27-4-0 10-8-0 4-2-0 5-10-0 5-1-10 Plate Offset§(X Y)-- (3.0-5-4 0-2-01 f6:0-6-4 0-2-01 f11:0-8-0 0-2-41 LOADING ( sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 3 .0 Plate Grip DOL 1.25 TIC 0.74 Vert(LL) -0.30 13-14 >999 360 MT20 2441190 TCDL 1.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.64 13-14 >507 240 BCLL 9.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.19 8 n/a n/a BCDL 1 .0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.15 12 >999 240 Weight: 182lb FT=20% LUMBER- I, BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD BOT CHOR 2x4 SP M 30 *Except' '' 5-10: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS' (lb/size) 8=1487/0-3-8, 14=1487/0-8-0 Max Harz 14=212(LC 12) I Max Uplift 8=-589(LC 12), 14=-528(LC 12) FORCES. (I I) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 2-3=-2634/1334, 3-4=-3038/1648, 4-5=-3038/1648, 5-6=-1696/929, 6-7=-398/215, 7-8— 14607766 BOT CHORD i, 13-14= 1311/2104, 12-13=-1288/2385, 11-12=-904/1750, 5-11=-1293/764 WEBS 2-13= 25/483, 3-12=-474/955, 4-12=-477/312, 5-12=-818/1516, 9-11 =-1 57/319, 6-11=-960/1840, 6-9=-1333/761, 2-14=-2489/1307, 7-9=-672/1311 NOTES- II 1) Unbalance - 2) Wind: ASC II; Exp C; Er 10-8-0 to RI 3) Provide add, 4) This truss N 5) . This truss II will fit betwel 6) Bearing at j4 capacity of tf 7) Provide meq 8=589, 14=y Structural wood sheathing directly applied or 3-11-1 oc pudins, except end verticals. Rigid ceiling directly applied or 6-4-5 oc bracing. 1 Row at midpt 6-9, 2-14, 7-8 roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Sit; 13=451t; L=27ft; eave=4ft; Cat. cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 10-8-0, Exterior(2) 2-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 juate drainage to prevent water ponding. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ias 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 m the bottom chord and any other members. int(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Baring surface. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Welter P. Finn PE No.22839 Mi rek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: May 16,2018 Q WARNING edfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid f r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Indivldual 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 desl is 6. Bracing indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing for to collapse with Injury and damage. For regarding the Mi%k' always req led stability and prevent possible personal property general guidance fabrication, sT, jage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Inform f on available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEW IS/ LEAR PLACE T14059384 75161 B4 Roof Special 2 1 Job Reference (optional) runs, Inc., run coerce, rL 0.IJV s Mar I I eUla IWI Ier, IIIUU5LIIe6, IIIc. VVeu IVldy IV Va;eO; I I zV la r-dge I I D:VC8RrGwUBP7j i V4VkVsLpgzGJpD-pyW 8RQfXBdgtUZBJjcW kbkR49Ri8 Pw45TmFAZhzG_61 6-0-0 12-8-0 20-8-0 23-8-0 27.4-0 6-0-0 6-8-0 8.0-0 3-0-0 Scale=1:49.5 4x6 I I 3 14 _ 3x4 11 6x8 = 3x6 11 14-10-0 LOADING TCLL TCDL 1� BCLL BCDL 1, sf) 1.0 .0 .0 ' .0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TPI2014 CSI. TC 0.82 BC 0.84 WB 0.93 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) LUMBER- BRACING - TOP CHOR 2x4 SP M 31 'Except' TOP CHORE 1 1-3: 2x4 SP M 30 BOT CHOR 2x4 SP M 30 *Except` BOT CHORE 5-10: 2x4 SP N0.3 WEBS WEBS 2x4 SP No.3 *Except* 7-8: 2x4 SP M 30 REACTIONS (lb/size) 8=1487/0-3-8, 14=1487/0-8-0 Max Horz 14=-185(LC 10) I Max Uplift 8=-556(LC 12), 14=-561(LID 12) FORCES. (I,) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD2-3= 2569/1214, 3-5=-3390/1420, 5-6=-4297/1879, 6-7=-2040/905, 1-14=-260/226, 7-8=-1434/685 BOT CHORD, 13-14=-889/2266, 12-13= 765/2269, 11-12=-1758/4230 WEBS 2-13=-43/272, 3-13=-171/329, 3-12=-596/1692, 5-12=-1266/712. 2-14= 2661/1112, 7-9=-723/1762, 9-11=-816/1979, 6-9=-1587/711, 6-11=-942/2291 NOTES- 1) Unbalance 2) Wind: ASC II; Exp C; E� 12-8-0 to 1 3) This truss ht 4) . This truss) will fit betty 5) Bearing at )j capacity of 6) Provide mec 8=556, 14=E in (loc) I/defl Ud -0.2011-12 >999 360 -0.3911-12 >832 240 0.26 8 n/a n/a 0.1811-12 >999 240 PLATES GRIP MT20 244/190 Weight: 153 Ito FT = 20% Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 5-7-0 oc bracing. _ 1 Row at midpt 2-14 roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=27ft; eave=oft; Cat. cl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 12-8-0, Extedor(2) e-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ias 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 ,n the bottom chord and any other members. int(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify earing surface. *ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - IYedfy design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid f r use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not �" a truss system fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building deslg . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {�pr Is atways requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Idis"�"��• fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Bullfrog Component 6904 Parke East Blvd. Safety Intorma, on available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059385 75161 C Roof Special 1 1 Job Reference (optional) Chambe Truss, Inc., Fort Pierce, FL u.1 au s mar i i zu1 is aI6 i ek inaustnes, inc. vvea away so ats:zo: rz za+a rage + I D:VC8RrGwUSP7j 1 V4VkVsLpgzGJpD-H94W fmgAyxyk6jj W HJ 1 z8y_Kxr2SBRhFi Q_j68zG_6H 14-in-n 9n-a-n 98-4-0 27-0-0 30-4-0 , 31-8-0 -4-0 5-8-12 3-3-4 5-10-0 5-10-0 SB-0 B- 3-0-0 14-0 Scale = 1:55.0 4x5 = 3x8 = 4x6 = 5.00 12 4 28 29 5 30 31 6 2x3 5x6 = 3 27 32 4x6 = 7 26 0 2 9 33 70je �1 0 6 16 t5 14 13 12 11 3x8 = 4x6 = 4x8 = 4x4 = 4xl0 = 3x5 — 2x3 I I 30-0.0 9-0-0 - , 14-10-0 20-6-0 26-4-0 a7-0-q 28-10-0 29-&q 9-0-0 5-10-0 5-10.0 SS-0 1-10-0 1 I§ 0-8-0 Plate Offse fX Y)-- f2:0-0-6 Edge) j8:03-0 0-2-41 f9:0-4-4,0-2-11 LOADING pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.50 Vert(L-) -0.19 14 >999 360 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.35 16-19 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 9 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.17 14 >999 240 Weight:151 lb FT=20% LUMBER- 1',1 BRACING - TOP CHOR! 2x4 SP M 30 TOP CHORD BOT CHOR 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTION (lb/size) 2=1753/0-8-0, 9=1834/0-8-0 Max Horz 2= 146(LC 10) Max Uplift 2= 717(LC 12), 9— 750(LC 12) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR + 2-3— 3425/1619, 3-4=-3003/1441, 4-5=-2736/1390, 5-6= 2750/1434, 6-7=-3023/1447, 7-8=-2371/1177, 8-9— 2824/1340 BOT CHOR 2-16_ 1355/3110, 14-16=-1338/3229, 13-14_ 1338/3229, 12-13=-1495/3235, 9-12= 1105/2509 WEBS 3-16= 488/338, 4-16=-302/776, 5-16= 745/339, 5-13=-744/320, 6-13=-212/625, 7-13=-557/392, 8-12=-656/1367, 7-12=-1753/925 Structural wood sheathing directly applied or 3-6-3 oc puriins. Rigid ceiling directly applied or 5-11-11 oc bracing. NOTES- 1) Unbalanc. ,, roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=30ft; eave=oft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-12, Interior(1) 1-7-12 to 9-0-0, Exterior(2) 9-0-0 to 23-8-6,,+ tedor(1) 23-8-6 to 26-4-0, Exterior(2) 27-0-0 to 30-0-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber D L=1.60 plate grip DOL=1.60 3) Provide a quate drainage to prevent water ponding. 4) This truss 1 as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This trus' 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 be en the bottom chord and any other members. 6) Provide m thanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=717. 9=A0. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ,"WARNINGI111 Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Desn valid ig or use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual (wilding component not a truss syste .Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building desl r! Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing N1iTek" Is always req�, (red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, 'rage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LEWIS/ LEAR PLACE T14059386 75161 D Hip 1 1 Job Reference o tional I runs, Inc., rOfr Fierce, r-L a.,ou 5(V,a, „ 4u10,V,11 tl& ll,uubu,tl6,111V. VV u""'ay,O VO.GO.I J- O ray., I D:VC8RrGwU8P7j 1 V4VkVsLpgzGJpD-I Ldvs5gojF4bjtlirOYCg9XWj FRmty2Ow4kHeazG_6G 6-9-14 13-0-0 16-8-0 22-10-2 29-8-0 6-9-14 6-2-2 3-8-0 6-2-2 6-9-14 Scale=1:50.2 4x5 = 45 = 3 4 5.00 12 3x4 % 19 20 3x4 2 5 m 18 21 1 6 yI I 0 0 11 10 9 8 7 3x5 _I 2x3 11 44 = 3x4 = 2x3 11 3x5 = 3x4 = 6-9-14 13-0-0 16-8-0 22-10-2 29-8-0 6-9-14 6-2-2 3.8-0 6-2-2 6-9-14 Plate Offsets (X,Y)-- i1:0-0-6,Edgel, (6:0-0-6,Edgel LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.31 7-8 >999 360 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.64 Vert(CT) -0.46 7-8 >780 240 BCLL t).0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.11 6 rUa n1a BCDL 1 .0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.16 10-11 >999 240 Weight: 135 lb FT = 20% LUMBER- ' BRACING - TOP CHOR , 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-14 oc purlins. BOT CHOR 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-10 oc bracing. WEBS I, 2x4 SP No.3 WEBS 1 Row at midpt 2-10, 5-8 REACTIONS, (lb/size) 1=1632/0-8-0, 6=1632/0-8-0 Max Harz 1= 181(LC 10) Max Uplift 1=613(LC 12), 6=-613(LC 12) FORCES. (I) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR , 1-2=-3464/1625, 2-3=-2502/1272, 3-4=-2209/1237, 4-5=-2502/1272, 5-6=-3464/1625 BOT CHOI, 1-11=-1425/3135, 10-11=-1425/3135, 8-10=-893/2209, 7-8=-1413/3135, 6-7=-1413/3135 WEBS 2-11=0/290, 2-10= 1131/589, 3-10=-229/516, 4-6=-229/516, 5-8=-1131/589, 5-7=0/290 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; cl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 16-8-0, Int or(1) 20-10-15 to 29-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 60 3) Provide ad quate drainage to prevent water ponding. 4) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss Dias 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 betw n the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=613, 6=6 3. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - I envy design parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERA'NCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid f r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not r� �' ra a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building ded Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek* d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Is always requtn fabrication, st.ge, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Cdferia, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety inform available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059387 75161 D1 Common 2 1 Job Reference (optional) i russ, mc., ron rierce, 1-1- 7-8-14 7-8-14 18 I 3x5 5x8 3 2 mi.ju s iwar n zuia rwi i eK muusures, mc. vveu may io ur5:zan4 zuic rage i ID:VC8RrGwU.8P7j1V4VkVsLpgzGJpD-DXBH4RhQUYCSLituPk3RDN3epelocNbY9kTgAOzG_6F 4-10-0 21-11-2 29.8-0 31-0.0 , 7-1-2 7-1-2 7-8-14 1-4-0 Scale=1:50.9 45 = 5.00 FIT 4 19 20 11 22 10 23 9 3x4 = 4x6 = 3x4 = 10-1-4 19-6-12 10-1-4 9-5-7 5x8 5 Plate Offset X Y -- 1:0-0-6 Edgel, 2:0-4-0 Edge], 2:0-0-0 0-1-12 3:0-1-13 0-0-0 5:0-1-13 0-0-0 6:0-4-0 Ed e , 6:0-0-0 0-1-12 7:0-0-6 Edgel LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL J .0 Plate Grip DOL 1.25 TO 0.60 Ved(LL) -0.28 9-11 >999 360 MT20 244/190 TCDL 1' .0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.51 11-14 >694 240 BOLL .0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.10 7 rl/a n/a BCDL 1 .0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.22 11-14 >999 240 Weight: 128lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-9 oc pudins. BOT CHOR 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-5-6 oc bracing. WEBS 2x4 SP No.3 REACTION (lb/size) 1=1629/0-8-0, 7=1760/0-8-0 Max Horz 1=-223(LC 10) Max Uplift 1=-610(LC 12), 7= 723(LC 12) FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 1-3=-3326/1463, 3-4=-2925/1367, 4-5= 2912/1334, 5-7=-3311/1431 BOT CHOR 1-1 1=-1199/3006,9-11=-660/1965, 7-9= 1195/2989 WEBS 4-9— 409/1043, 5-9= 726/474, 4-11=-422/1058, 3-11=-736/477 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASO 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; �'I cl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-10-0, Extedor(2) 14-10-0 to 17-10-0 one;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOLr1.60 3) This truss f;s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This trussl, )las 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 betty en the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide me4hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=610, 7=7j 3. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING eNy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/012015 BEFORE USE. Design valid tl r use only wfih MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desl . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always req fed for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSE-89 and BCSI Building Component Safety Inform' O,lon available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 I Job 11 Truss Truss Type Oty Ply LEWIS/ LEAR PLACE T14059388 75161 D2 Scissor 4 1 Job Reference o tional unarnuer - i runs, urc., run riGwe, r� 8.7-10 8-7-10 5.00 12 3x6 3x4 3 2 18 11 1 2x3 11 �I 2.50 12 SI170 ID:VC8RrGwU8P7j1V4VkVsLpgzGJpD-9wJiV7jgOATAaL1HW95vlo9xuSPk49Ggc2yxFvzG-6D 21-0-6 29-8.0 _ 31-0-0 , 6-2-6 8-7-10 Scale = 1:51.4 4x5 11 4 19 __1 -- I 1 20 10 7x8 MT18HS = 3x4 5 3x6 6 9 2x3 II 21 Plate Offset§ X Y -- 1:0-2-15 Ede 7:0-2-15 Ed e LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.52 9-10 >680 360 MT20 244/190 TCDL P.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.98 9-10 >364 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.59 7 n/a n/a BCDL b.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.44 9-10 >811 240 Weight: 127 lb FT = 20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-2,6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-11-14 oc bracing. BOT CHOR 2x4 SP M 30 WEBS 1 Row at micipt 5-10, 3-10 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP o.3, Right: 2x4 SP No.3 REACTION (lb/size) 1=1629/0-8-0, 7=1760/0-8-0 Max Horz 1=-223(LC 10) Max Uplift 1=-610(LC 12), 7=-722(LC 12) FORCES. ( ) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 1-3� 5807/2386, 3-4=-4190/1720, 4-5=-4189/1695, 5-7=-5776/2347 BOT CHORd 1-11=-2075/5349, 10-11=-2073/5353, 9-10=-2063/5322, 7-9= 2063/5317 WEBS 4-10= 990/2628, 5-1 0=-1 5441790, 5-9=0/281, 3-1 0=-1 575/807, 3-11=0/284 11 NOTES- 1) Unbalanc roof live loads have been considered for this design. 2) Wind: AS� 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B�fSft; L=30ft; eave=oft; Cat. 11; Exp C; cl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-10-0, Exterior(2) 14-10-0 to 17-10-0 one;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss I'l as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This trus 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 betwen the bottom chord and any other members. 6) Bearing at int(s) 1, 7 considers parallel to grain value using ANSIiTPI 1 angle to grain formula. Building designer should verify capacity of earing surface. 7) Provide m hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 1=610, 7=i2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: May 16,2018 ® WARNING', VeNty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev. 10/03/2015 BEFORE USE ' Design valid a tnrss syste 'Before qr use only with MlTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into The overall he building dell' n. Bracing Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IV16Tek' Is always req Ired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s prage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inform.,ftan available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 r Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059389 75161 D3 Hip 1 1 Job Reference o tional russ, tnu., rorr riewe, rL , __ -,..,,..,, __'.- ...,,. ..- ...- •- --'--... --'- - - ID:VC8RrGwU8P7jl V4VkVsLpgzGJpD-d6tPiTklmTbl CUcT4sd8t?h6SskyphK_riiUnLzG_6C 5-1.0 9-10-8 15.5.8 22-2-12 29-8-0 31.0.0, 5-1-0 4-9-8 5-7-0 6-9.4 7-5.4 1-4-0 Scale=1:52.7 5.00 12 3x6 i 17 2 16 3X II �1 2 2.50 12 X_ I� 9-10-8 4X10 = SX6 = 3 18 19 20 4 10 11 7x8 MT18HS = 3x4 = 21 3x4 \4x6 5� 6 9 2X3 I I LOADING sf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TIC 0.77 Vert(LL) -0.45 9-10 >780 360 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.89 9-10 >399 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.43 7 rda n/a BCDL 0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.39 9-10 >912 240 Weight: 147lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, I 4-6: 2x4 SP M 31 except end verticals. BOT CHOR 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 11 2x4 SP No.3 WEBS 1 Row at midpt 5-10, 2-12 WEDGE J'J Right: 2x4 SR No.3 REACTIONS (lb/size) 7=175210-8-0, 12=162110-8-0 Max Horz 12=-169(LC 10) Max Uplift 7=-716(LC 12), 12=-611(LC 12) FORCES. ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOIR 2-3=-2998/1401, 3-4= 3992/1928, 4-5=-4218/1913, 5-7= 5888/2636 BOT CHOIR 11-12= 877/2236, 10-11=-949/2739, 9-10=-2355/5447, 7-9=-2347/5432 WEBS I+ 2-11=-83/677, 3-10— 693/1542, 4-10=-349/1041, 5-1 0=-1 574/848, 5-9=01273, 2-12= 2712/1303 NOTES- 1) Unbalanc roof live loads have been considered for this design. . 2) Wind: ASa 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=30ft; eave=4ft Cat. II; Exp C; E0LL,=1.60 ., GCpi=0.18; terior(2) MWFRS (directional) and C-C Ex0 1 12 to 3-1-12, Interior(1) 3-1-12 to 9-10-8, Exterior(2) 9-10-8 to 8-7, Interior(1) 19-8-7 to 31-0-11 zone;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip 3) Provide ads quate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss fps been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss; Pas 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 betty on the bottom chord and any other members. 7) Bearing at j, int(s) 7, 12 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of earing surface. 8) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=716, 12= 11. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid ruse only With MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall use, building des; n. &acing Is To prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing ��i'��° is always re red for stability and to prevent collapse with possible personal injury and property damage.. For general guidance regarding the fabrlcallon, s rage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Inform, lion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Yampa, FL 33610 Job Truss Truss Type City Ply LEWIS/ LEAR PLACE T14059390 75161 D4 Hip 1 1 Job Reference (optional) namoer I russ, Inc., rorc coerce, rL 6-f-0 6-1-0 5.00 F12 3x4 19 2 18 4x6' 13 3x12 O. IOU S IVIdl I I LU 18 IVII I UK I I IaUbUleb, Ir 1U. VVUU IVIdy IU UO:GD: ID—Io I -dye I I D:VC8RrGwU8P7j 1 V4V kVsLpgzGJpD-6JRovpkwXnjugeBfeaBNN DEKRG3oY3t74MR1 JnzG_6B 11-10-8 . 1 2.50 F12 4x6 = 7xB = 3 4 10 11 12 _ 7x10 MT18HS I I 6x6 2x3 11 Scale=1:50.7 20 3x4 5 4x6 6 2x3 7 21 9 a 3x4 Zz 8 Ia 6 5x10 ZZ H-11-0 29-8-0 7-1-0 7-9-0 Plate Offsets X Y -- 4:0-4-0 0-1-13 6:0-3-0 Ede 8:0-4-3 Ede t 0:0-3-8 0-2-8 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL YYP 0 Plate Grip DOL 1.25 TIC 0.63 Vert(LL) -0.48 9-10 >745 360 MT20 244/190 TCDL 11 .0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.91 9-10 >391 240 MT18HS 244/190 BCLL I' .0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.45 8 n/a n/a BCDL 1,.,0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.42 9-10 >850 240 Weight: 153lb FT=20% LUMBER- I, BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc pudins, BOT CHOR 2x4 SP M 30 except end verticals. WEBS I 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE Right: 2x4 S I No.3 REACTIONS (lb/size) 14=1624/0-8-0, 8=1624/0-8-0 Max Harz 14=-199(LC 10) Max Uplift 14=-614(LC 12), 8=-806(LC 12) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 1-2— 2749/1218, 2-3=-3020/1389, 3-4=-2709/1347, 4-5= 4044/1793, 5-7= 5530/2405, 7-8= 6011/2629, 1-14=-1567f771 BOT CHOR 13-14=-175/265, 12-13=-988/2529, 11-12=-911/2637, 10-11=-984/2886, 9-10= 1935/4728, 8-9— 2359/5559 WEBS 2-13=-751/413, 2-12=-54/470, 3-12=-298/647, 4-11=-1111/468, 4-10= 1068/2609, 5-10— 1095/654, 5-9— 253/663, 7-9= 444/347, 1-13=-1024/2379 NOTES 11 - 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=30ft; eave=oft; Cat. 11; Exp C; cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1),3-1-12 to 11-10-8, Exterior(2) 11-10-8 to�3-5-8, Interior(1) 17-8-7 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) All plates a MT20 plates unless otherwise indicated. 5) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss'has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betty Ien the bottom chord and any other members. 7) Bearing at j int(s) 14, 8 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of; eating surface. 8) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=614, 8=I06. Walter P. Finn PE No.22639 Mi rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 10/012015 BEFORE USE. ' Design valid ruse only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syste 'Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 1 building desi n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always re4 red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, gage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informollon available from Truss Plate Institute. 218 N. Lee Sheet, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 r Job i Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059391 75161 D5 Scissor 3 1 Job Reference o tional truss, inc., rorr rierue, rL ..—. ­.. .. —...� ,.....�-,. ..0X-_.',E- s. ID:VC8RrGwU8P7j1V4VkVsLpgzGJpD-aV?A79IZ15rlRomsBHc.wQnVDfQHJOBbrzG_6A 6-5.12 12-8-0 18-1-6 , 23-6-11 29.8-0 6-5-12 6-2-4 5-5-6 5-5-6 6-1-5 Scale = 1:50.9 5x6 11 3 5.00 FIT 16 17 3x4 4x6 4 4x6 2 5 15 2x3 i 3x51 II 6 9 18 6x10 MT18HS = 10 8 3x4 = 3x4 = 7 jd o j1 2.50 FIT 5x10 zz 6 7.6-12 14-10-0 21-11-0 29.8.0 111 7-6-12 7-3-4 7-1-0 7-9-0 Plate Offset X Y - 5:0-3-0 Ede 7:0-4-3 Ed e LOADING io f) SPACING- 2-0-0 'CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.45 8-9 >794 360 MT20 2441190 TCDL 5.0 Lumber DOL 1.25 SC 0.95 Vert(CT) -0.85 8-9 >416 240 MT18HS 244/190 BCLL.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.43 7 n/a n/a BCDL 1 .0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.39 8-9 >903 240 Weight: 147lb FT=20% LUMBER- '' BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc puffins, BOT CHOR 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE WEBS 2 Rows at 1/3 pis 2-11 Right: 2x4 S No.3 REACTION (lb/size) 7=1624/0-8-0, 11=1624/0-8-0 Max Harz 11=-21O(LC 10) Max Uplift 7=-606(LC 12), 11=-614(LC 12) FORCES. ( b) - Max. Comp./Max- Ten: - All forces 250 (lb) or less except when shown. TOP CHORD' 2-3=-2904/1347, 3-4=-4058/1693, 4-6= 5540/2334, 6-7=-6011/2532, 1-11=-293/248 BOT CHORD'. 10-11=-928/2588, 9-10=-815/2625, 8-9= 1735/4600, 7-8= 2266/5559 WEBS 2-10= 34/304, 3-10=-246/311, 3-9=-877/2372, 4-9= 998/572, 4-8=-344/816, II 6-8=-460/352, 2-11= 3000/1206 NOTES- 1) Unbalance 2) Wind: ASOF II; Exp Q , 12-8-0 to 1 3) All plates a 4) This truss 5) ' This truss I� will fit betty r 6) Bearing at j capacity of 7) Provide me 7=606, 11 roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1811; B=45ft; L=30ft; eave=4ft; Cat. cl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 12-8-0, Exterior(2) 8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 r MT20 plates unless otherwise indicated. is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1as 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 m the bottom chord and any other members. int(s) 7, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify eating surface. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PAGE MI/-7473 rev. 10103,2015 BEFORE USE Design valid r use only wlih MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not � a truss syste �. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building dest . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st'. rage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform'; ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply LEWIS/ LEAR PLACE T14059392 75161 GRA Hip Girder 1 1 Job Reference (optional) Chamber Truss, Inc., Fort Pierce, FL B.t:1u s mar i i zu1 a m1 I ex Indusmes, inc. vied rviay Io 08:28:2 12018 rays i ID:VC8RrGwU8P7j 1 V4VkVsLpgzGJpD-W u6wYrnpgi5Sh6vEJ ih4?rsszT4SlbEamKgiw6zG_68 7-0_0 1n.o-o 13-0-0 16-2-2 20-0-0 1 21-4-0 1 -0 3-9- 14 3-2-2 3-0-0 3-0-0 3-2-2 3-9-14 Scale = 1:37.3 5x8 MT18HS = Special 2x3 I I 5x8 MT18HS = ° Special Special Special 4 22 23 5 24 25 6 5.00 FIT 2x3 I I 2x3 11 3 7 r: 8 2 T FEE 9 Io 011 15 13 26 14 12 27 11 in _ 3x8 — 2x3 11 5x8 MT18HS = 3x8 = 3x6 11 2x3 11 3x8 = 3x6 II NAILED NAILED Special Special 3-9-14 7-0-0 10-0-0 13-0-0 16-2-2 20-0-0 3-9-14 3-2-2 3-0-0 3-0-0 3-2-2 3-9-14 Plate Offset X Y -- 2:0-8-12 0-0-14 4:0-54 0-2-4 6:0-54 0-24 8:0-8-12 0-0-14 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TIC 0.48 Vert(LL) -0.19 14-15 >999 360 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.35 14-15 >687 240 MT18HS 244/190 BCLL .0 ' Rep Stress Incr NO WB 0.31 Ho¢(CT) 0.10 8 n/a n/a BCDL 1b.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.21 14-15 >999 240 Weight: 93lb FT=20% LUMBER- I BRACING - TOP CHOR , 2x4 SP M 30 TOP CHORD BOT CHOR i 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTION (Ib/sjze) 2=2249/0-8-0, 8=2249/0-8-0 Max Horz 2=107(LC 24) Max Uplift 2=-1177(LC 8), 8=-1177(LC 8) FORCES. ( ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE 2-3=-4598/2367, 3-4= 4545/2424, 4-5=-4462/2413, 5-6— 4462/2413, 6-7= 4545/2424, 7-8=-4598/2367 BOT CHOR ' 2-15=-2069/4183, 14-15= 2069/4183, 12-14=-2091/4224, 11-12=-2091/4224, 10-11=-2069/4183, 8-10— 2069/4183 WEBS 4-14=-450/823, 4-12= 344/525, 5-12=-514/305, 6-12=-345/525, 6-11=-450/823 Structural wood sheathing directly applied or 3-0-7 oc puffins. Rigid ceiling directly applied or 4-11-14 oc bracing. NOTES 1) Unbalancep roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; q0cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide aclquate drainage to prevent water ponding. 4) All plates aVe MT20 plates unless otherwise indicated. 5) This truss f?�s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss !has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1177, 8_ 177. 8) "NAILED" it dicates 3-10d (0.148'1 or 3-12d (0.148"1 toe -nails per NDS guidlines. 9) Hanger(s) other connection device(s) shall be provided sufficient to support concentrated load(s) 324 lb down and 341 lb up at 7-0-0, 181 I down and 185 lb up at 9-0-12, and 181 lb down and 185 lb up at 10-11-4, and 324 lb down and 341 Ito up at 13-0-0 on top chord, an, d 512 lb down and 404 lb up at 7-0-0, and 512 lb down and 404 lb up at 12-11-4 on bottom chord. The design/selertion of such connection device(s) is the responsibility of others. 10) In the 1_0 0 CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(5 Standard 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (plf) Ve 1-4=-904-6=-90, 6-9— 90, 16-19=-20 Concentrate Loads (ib) VeriF 4=-254(F) 6=-254(F) 14=-512(F) 11= 512(F) 23=-176(F) 24=-176(F) 26=-83(F) 27=-83(F) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 0 WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into fine overall use, building deli ' . &acing Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing fV�iTek' Is always regIy�� red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st Safety Informgtlon rage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply LEWIS/ LEAR PLACE T14059393 75161 GRAT Attic Girder 1 1 Job Reference (optional) cnamoe russ, me., Port Pierce; FL 8V I o rage 1 mu. vveu May to vo:Lo2:94 s Mai i i zv ra ive i en ❑Musm1e1b-0, i a-1u0 ID:VC8RrGwU8P7jlV4VkVsLpgzGJpD-_4gllAnRbODJIGURtPCJY3Pz6tQiUzAj?_PFSZzG_67 -4 7 63-16 -0 3-7-6 711 4.4 -40 102-0 800201 1 6 2. -o 3-7-B -17-12 1-0 -.12--1-0 2- 1-1-14 Scale = 1:52.9 4x4 = NAILED 2x3 11 2x3 11 6 3x6 = 4x8 = 4x4 11 NAILED 44 = 5.00 f12 5 78 2x3 II 9 10 11 12 NAILED 13 Special 4 27 34 36 1 15 3 m 16Iy Icb 0 7X1�_37 38 18 3917 0 02 0 = 2x3 11 2x3 11 a it Special 26 25 24 23 22 NAILED NAILED 21 NAILED 3x5 = 5x8 MT18HS = 3x5 = ✓ 3-7-8 6-7,4 10-0-0 13-4-12 16-3-6 19-2.0 $0-0•Q 22-1.0 , 25-0-0 28-0-0 3-7-8 2-11-12 3-4-12 3-4-12 2-10-10 2-10-10 10- 2-1-0 2-11-0 3-0-0 Plate Offsefs (X,Y)-- f2:0-6-5,0-2-61, f8:0-4-2,Edgel, i20:0-6-12,0-1-81 LOADING sf) il0.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL Plate Grip DOL 1.25 TC 0.71 Vert(ILL) -0.21 23-25 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.35 23-25 >667 240 MT18HS 244/190 BCLL .0 ' Rep Stress Incr NO WB 0.59 Horz(CT) 0.04 15 n1a n1a BCDL .0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.13 25 >999 240 Weight: 156Ito FT=20% LUMBER- J BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc puffins. BOT CHOR 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 11 11-21: 2x4 SP No.3, 15-20: 2x4 SP M 30 8-10-14 oc bracing: 2-26 WEBS 2x4 SP No.3 8-7-3 oc bracing: 25-26 6-0-0 oc bracing: 19-20. REACTION (lb/size) 2=1250/0-8-0, 15=555/0-8-0, 19=1738/0-8-0 Max Ho rz 2=128(LC 7) Max Uplift 2=-467(LC 8), 15=-291(LC 8), 19= 592(LC 8) Max Grav 2=1334(LC 38), 15=555(LC 1), 19=1824(LC 40) FORCES. ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-2780/739, 3-4=-2140/531, 4-5=-1863/537, 6-7= 4/270, 7-8=-1803/526, 8-9=-1894/5331 9-1 0=-1 894/533, 10-11=-289/218, 11-12=-150/469, 12-13=-150/469, 13-14= 621/231,14-15=-680/243 BOT CHOR 2-26=-693/2644, 25-26=-693/2644, 23-25=-414/1925, 22-23— 229/968, 11-20— 76/435, 19-20=-552/234, 18-19= 176/621, 17-18=-176/621, 15-17= 178/616 WEBS 3-25=-845/314, 4-25= 12/519, 9-23= 438/203, 10-23=-282/1435, 10-22=-936/206, 20-22= 266/1116, 10-20=-1062/351I 5-27= 2135/551, 7-27=-2135/551, 12-19=-670/230, 13-19=-917/333 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft B=45fh L=28ft; eave=4ft; Cat. II: Exp C; cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad' quate drainage to prevent water ponding. 4) All plates a MT20 plates unless otherwise indicated. 5) All plates a e 3x4 MT20 unless otherwise indicated. 6) The Fabric 'tion Tolerance at joint 8 = 8 % 7) This truss f{s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss) has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling deb" load (5.0 psf) on member(s). 4-5, 7-8, 8-9, 5-27, 7-27 10) Bottom chii rd live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 23-25 11) Provide m I chanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=467, 15 ' 291,tes -1019-592. 25-0-0 on �tdlca3d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 12 "NAILED 13) Hanger(s)Tr other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 158 lb up at p chord, and 102 lb down and 19 lb up at 24-11-4 on bottom chord. The design/selection of such connection device(s) is the resp nsibility of others. 14) Attic room 6ecked for U360 deflection. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 Q WARNIN Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10103QOIS BEFORE USE. Design valld or use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not ' a truss syste�. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building dqlr�dn Bracing Indlcated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing n� T Is always red for Slabliily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding thefabricatioorage, E�AA 9��� delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform,Ction available from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type 75161 1 GRAT Attic Girder T14059393 Job nc., 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 16 08:28:22 2018 Page 2 ID:VC8RrGwU8P7jl V4VkVsLpgzGJpD-_4gllAnRbODJIGURtPCJY3Pz6tQiUzAj?_PFSZzG_67 LOAD CASE(S) Standard 1) Dead + 600f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo ',oads (plf) 1�11ert: 1-4=-90, 4-5=-100, 5-6=-90, 6-7=-90, 7-8= 100, 8-9=-100, 9-14=-90, 14-16= 90, 2-25— 20, 23-25=-30, 21-23— 20, 20-30=20, 5-7=-10 ConcertII(rated Loads (lb) I ert: 14= 1(F) 17=-27(F) 34=-0(F) 35=-O(F) 36=-O(F) 37=-16(F) 38=-16(F) 39=-16(F) ® WARNING''. Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 111I1.7473 rev. 10/03,2015 BEFORE USE. " Design valid or use only with Mfiek@) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syste' .Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desi n. racing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe W Is always r Ired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlc'c % ,'.Prage, delivery, erection and bracing of trusses and Truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informction available from Truss Plate Institute- 218 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply LEWIS/ LEAR PLACE T14059394 75161 GRB HALF HIP GIRDER 1 2 Job Reference (optional) I russ, Inc., rorr tierce, r-L LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO WEBS FORCES. TOP CHO BOT CHO WEBS NOTES- 1) 2-ply truss Top chord Bottom ch Webs con 2) All loads E ply connel 3) Wind: ASI 11; Exp C; 4) Provide a( 5) All plates 6) This truss 7) ' This trus will fit betv 8) Provide m 12=1734, 9) "NAILED" 4 3-2-2 3-0-0 3-0.0 Special Special NAILED 48 = Special 4x10 = 3x4 11 5.00 Fi2 4 25 26 5 27 6 28 2x3 11 3 O. 10 b IVIQI 1 1 GV 10 IVII'vI 111—Lil—, 1II YY U IYI6y - V0.G . GU.O babe I I D:VC8RrGwUBP7jl V4VkVsLpgzGJpD-trwpbYgyfEjlntoC6FHFiVZeVUpyQkOJwbNTbKzG_63 18-0-0 23-0-0 27-4-0 _ _, 31-8-0 5-0-0 5.0-0 4-4-0 4-4-0 Scale=1:56.7 NAILED 3x8 = Special Special - Special 4x6 = 3x4 11 3xl2 = r 5x6 = NAILED NAILED NAILED Special Special 29 3031 7 8 32 33 9 34 10 35 3611 17 15 IO I� 39 40 16 41 42 2x3 I 19 21 20 19 18 8x14 MT18HS = 8x14 MT18HS = 14 43 13 44 4512 37 38 NAILED = 2x3 II 2x3 II 3x4 II NAILED 4x12 = NAILED NAILED 3x4 11 NAILED 5x12 = NAILED 3x6 II Special NAILED NAILED NAILED NAILED NAILED NAILED 3-9-14 7-0-0 )sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 0.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.61 16-17 >619 360 5.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.13 16-17 >334 240 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.33 12 r/a n/a 0.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.66 16-17 >572 240 BRACING - PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 349 lb FT = 20% 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc puffins, 2x4 SP M 30 *Except* 15-17: 2x4 SP M 31 BOT CHORD 2x4 SP No.3 *Except* 17-19,5-17,10-15,11-13: 2x4 SP M 30 (lb/size) 12=3912/0-3-8, 2=3584/0-8-0 Max Horz 2=213(LC 21) Max Uplift 12=-1734(LC 8), 2=-1706(LC 8) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-8003/3711, 3-4=-7939/3768, 4-5=-8972/4199, 5-6=-14627/6731, 6-7=-15025/6911, 7-9=-12077/5406, 9-1 0=-1 1666/5225, 10-11 =-4791/2127,11-12=-3746/1715 2-21=-3520/7310, 20-21=-3520/7310, 19-20=-3541/7349, 18-19= 380/808, 17-18=-91/272, 6-17= 567/314, 16-17= 6871/15225, 15-16=-6871/15225, 9-15= 732/417, 13-14� 333/748 4-20= 435/784, 4-19=-960/2281, 5-19=-4433/2053, 17-19=-4047/8650, 5-17=-3073/6864, 7-17=-254/26, 7-16= 128/523, 7-15_ 3369/1568, 13-15=-1844/4156, 10-15=-3421/7593, 10-13=-4081/1941,11-13=-2572/5792 except end verticals. Rigid ceiling directly applied or 6-4-14 oc bracing. o be connected together with 10d (0.131 "x3") nails as follows: connected as follows: 2x4 - 1 row at 0-7-0 oc. ,ds connected as follows: 2x4 - 1 row at 0-9-0 oc. acted as follows: 2x4 -1 row at 0-9-0 oc. considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ons have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=32ft; eave=4ft; Cat. icl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 equate drainage to prevent water ponding. e MT20 plates unless otherwise indicated. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 !en the bottom chord and any other members. ;hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1706. 4cate's 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidiines. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 A WARNINGi - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design vali, for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sysie, . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design'Into the overall building de Is always rA� II n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ,!d for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek" DSB-89 and BCSI Building Component Blvd. Safety Inifor�iatton available from Truss Plate Institute, 218�N.. Lee Street, Sue 312 Alexandria, a,QVA 22314riterta, Tampa. FL 33610 Job Truss Truss Type City Ply LEWIS/ LEAR PLACE T14059394 75161 GRB HALF HIP GIRDER 1 2 Job Reference (optional) Chamber Truss, Inc., Fort Pierce, FL ts.i au s mar 11 Zal b MI I eK mausrnes, Inc, vvea iviay io ao:ev;eo eu I a rage 2 I D:VC8RrGwU8P7j 1 V4VkVsLpgzGJpD-trwpbYgyfEjlntoC6FHFivZevUpyQkoJwbNTbKzG_63 NOTES- � 10) Hang Ir(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 285 Ib down and 345 lb up at 7-0-0, 181 Ib down and 1851b up at 9-0-11 181 lb down and 185 lb up at 11-0-12, 182 lb down and 185 lb up at 23-0-12, 183 lb down and 185 lb up at 25-0-12, 183 Ib down and 185 lb up at 27-0-12, and 183 1 down and 185 lb up at 29-0-12, and 200 lb down and 180 lb up at 31-0-12 on top chord, and 512 lb down and 404 lb up at 7-0-0 on bottom chord. The desig selection of such connection device(s) is the responsibility of others. LOAD C 1) Dead IE(S) Standard 3oof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Loads (pif) Vert: 1-4=-90, 4-11=-90, 18-22= 20, 15-17= 20, 12-14=-20 rated Loads (lb) Vert: 4=-254(F) 8=-119(F) 18=-140(F) 6= 119(F) 9=-176(F) 20= 512(F) 15= 83(1`) 10=-176(F) 13=-83(F) 26= 176(F) 27=-176(F) 29=-119(F) 31=-119(F) 32=-119(F) 34= 176(F) 35=-176(F) 36=-200(F) 37=83(F) 38=-83(F) 39=-140(F) 40� 140(F) 41=-140(F) 42=-140(F) 43=-83(F) 44=-83(F) 45=-89(F) ® WARN/N - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103MIS BEFORE USE. ' Design vall for use only with MI1ek8 connectors, This design Is based only upon parameters shown, and Is for an Individual building component not a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building of n. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' 6Y®�'i��• Is always re fired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, orage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI I Quality Criteria, DSB-89 and 8CS1 Building Component 6904 Parke East Blvd. Safety Intor ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 r Job Truss Truss Type Oty Ply LEW IS/ LEAR PLACE T14059395 75161 GRC ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Cham0e 1 Puss, Inc., Pori Pierce, FL 8.i 30 s Mar i i 201 a M i 1 ek industries, inc. Vied May 16 08:28:28 2018 raye i ID:VC8RrGwU8P7j1V4VkVsLpgzGJpD-pE1ZOEsCBszTOByaDgJjnKeyplZTudabNvsZgCzG_61 s-0 29-0-0 r1-4• 4-2-0 152--33.44 17541--812 22-8.0 5--0 8-2-3 11,4-350 31-8-0022r3 i 27-400--00 5-3-4 10--44-0 -4-16 6.0 0-8.0 Scale = 1:54.1 6x10 MT18HS = Special Special Special Special Special Special Special 3x5 = Special 3x5 = Special 6x8 — 5.00 12 4 20 21 22 5 23 24 25 26 6 27 28 7 3x4 i 3x4 3 8 m 9 oS yj 1 fln no 101 0 0 17 16 29 30 15 31 1432 33 13 34 35 12 11 10x14 = 5x14 i 3x4 I 6x8 = NAILED NAILED 3x4 11 6x10 MT18HS = 3x4 11 NAILED 6x8 = 3x4 I 3x4 = Special NAILED NAILED NAILED NAILED Special f� J� 2"-0 4-2-0 7-0-0 12-3-4 77-0-12 22-8-0 256-0 28d•0 9-0- 0-0 4-2-0 2-10-0 5-3-0 5-1-8 5-3.4 2-10-0 2-10.0 0.8-0 Plate Offs s X Y -- 2:0-2-15 Ede 4:0-5-0 0-1-11 9:0-3-3 0-5-0 9:0-8-13 0-0-0 12:0-4-0 0-3-12 16:0-4-0,0-3-12 LOADING . psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.43 13-15 >807 360 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.80 13-15 >437 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(CT) 0.17 9 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.48 13-15 >730 240 Weight: 187lb FT=20% LUMBER- BRACING - TOP CHO 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 1-4-14 oc pudins. 4-7,7-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-3 oc bracing. BOT CHO 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 5-16, 6-12 WEBS 2x4 SP No.3 WEDGE Left: 2x4 S No.3, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=3373/0-8-0, 9=3488/0-8-0 Max Harz 2=-118(LC 30) Max Uplift 2=-1653(LC 8), 9=-1793(LC 8) FORCES. Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR II 2-3� 7785/3728, 3-4=-7634/3741, 4-5— 7152/3545, 5-6— 9474/4544, 6-7=-7023/3448, 7-8=-7500/3628, 8-9= 7217/3329 BOT CHOR , 2-17=-3286/7144, 16-17=-3286/7144, 15-16=-4297/9474, 13-15= 4297/9474, 12-13=-4297/9474, 11-12=-2937/6653, 9-11=-2946/6670 WEBS 3-16=-450/337, 4-16— 1035/2232, 5-16= 2757/1142, 5-15=0/403, 6-13=-28/471, 6-12= 2872/1248, 7-12= 924/2046, 8-12=-401/448, 8-11=569/355 NOTES- 1) Unbalanc d 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=3.Opsf; h=18ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; ncl., GCpi=0.18; MW FRS (directional); cantilever right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a equate drainage to prevent water ponding. 4) All plates re MT20 plates unless otherwise indicated. 5) This truss * been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tru 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 be teen the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1653, 9-1793. 8) "NAILED" indicates 3-1 Od (0.148"xX) or 3-12d (0. 1 48"x3.25") toe -nails per NDS guldlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 324 lb down and 344 lb up at 7-0-0, 181 b down and 185 lb up at 9-0-12, 181 lb down and 185 lb up at 11-0-12, 181 lb down and 185 lb up at 13-0-12, 181 lb down and 85 lb up at 14-10-0, 181 lb down and 185 lb up at 16-7-4, 181 lb down and 185 lb up at 18-7-4, 181 lb down and 185 lb up at 20-7 4, and 324 lb down and 344 lb up at 22-8-0, and 231 lb down and 199 lb up at 29-2-12 on top chord, and 512 lb down and 404 lb�p at 7-0-0, and 512 lb down and 404 lb up at 22-7-4 on bottom chord. The design/selection of such connection devices) i the responsibility of others. 10) In the LO D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 0 WARNI Design vat, Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss systq�'n. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building d Ign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing-����� Is always re rulred for stability, and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication,{��¢forage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intor atlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LEWIS/ LEAR PLACE T14059395 75161 GRC ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Chamber Truss, Inc., Fort Pierce, I-L 8.130 s Mar 1 i 2018 MI I ek Inausrries, Inc. Wed May io 06:28:28 2018 rage z ID:VCBRrGwU8P7j1V4VkVsLpgzGJpD-pE1ZOEsCBszTOByaDgJjnKeyplZTudabNvsZgCzG_61 LOAD C E(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifom Loads (pif) Vert: 1-4=-90, 4-7=-90, 7-10=-90, 2-9=-20 Concei rated Loads (lb) 1Vert: 4— 254(B)7=-254(B) 16=-512(B) 12— 512(B)9=48 21=-176(B) 22=-176(B)23=-176(B) 25_ 176(B)26=-176(B) 27=-176(B) 28=-176(B) 29=-83(B) 30=-83(B) 31=-83(B) 32= 83(B) 33= 83(B) 34=-83(B) 35_ 83(B) 0 WARNI Design vale G - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103,2016 BEFORE USE. for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not ' a truss systn. Before use, the building designer must verity The applicability of design parameters and properly Incorporate this design into the overall building ' ign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing •:�d'�'W Is always r ulred 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, seeANSI/TPI l Quality Cdterta, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infotj lotion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059396 75161 GRID Roof Special Girder 1 1 Job Reference (optional) I russ, inc., r-ort merce, rL D. I JV J 1V 1 I I G laY i ¢u. ID:VC8RrGwUSP7j1V4VkVsLpgzGJpD-HQbyDatgy95KeKXnnOgyKXBEghuad9klcZc7CfzG_60 28-7.8 0-8-0 scale = 1:55.0 08 = 2x3 II 4x8 = 4 26 5 27 6 3x4 3x4 � ' 7 3 6x8 = NAILED e 8 28 9 to Io 17 16 15 14 13 12 11 29 3x5 —_ 2x3 11 3x4 = 3x6 = 3x4 = 4x4 = 2x3 II 3x8 = axe = I I NAILED 28-7-8 30-4.0 5-9-14 11-0-0 14.10-0 18-8-0 23-3-12 27-9-8 27-11.8 2M-0 5.9-74 5-2-2 3-10-0 3-10-0 4-7-12 4.5-12 040 1-0-8 0-8-0 LOADING TCLIL TCDL BCLL BCDL Isf) .0 .0 .0'Rep .0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.50 BC 0.70 WB 0.54 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) LUMBER- I BRACING - TOP CHOT 2x4 SP M 30 TOP CHORE BOT CHO D 2x4 SP M 30 BOT CHORE WEBS 2x4 SP No.3 WEDGE Right: 2x4 No.3 I. REACTION (lb/size) 2=1751/0-8-% 9=1783/0-8-0 Max Horz 2=-173(LC 6) I11 Max Uplift 2= 715(LC 8), 9=-708(LC 8) FORCES. lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR„ 2-3= 3501/1280, 3-4=-2727/1057, 4-5= 2603/1088, 5-6=-2603/1088, 6-7=-2703/1054, 7-8=-3324/1220, 8-9— 2726/904 BOT CHOR 2-17=-1053/3159, 16-17=-1053/3159, 14-16=-720/2437, 13-14= 711/2421, 12-13=-994/3051,11-12= 702/2454,9-11=-757/2550 WEBS 3-16=-817/372, 4-16=-131/440, 4-14=-119/433, 5-14=-376/184, 6-14=-125/452, 6-13=137/450, 7-13— 745/329, 8-12=-433/733, 8-11=-396/222 in (loc) Well Ud -0.16 14 >999 360 -0.29 14 >999 240 0.11 9 n/a n/a 0.14 14 >999 240 PLATES GRIP MT20 244/190 Weight: 165 lb FT = 20% Structural wood sheathing directly applied or 3-7-14 oc puriins. Rigid ceiling directly applied or 7-1-14 oc bracing. NOTES- 1) Unbalanc 1 d roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Oosf; h=18ft B=45ft; L=30ft; eave=4ft Cat. II; Exp C; ncl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a equate drainage to prevent water ponding. 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This trus 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 betveen 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=715, 9- 08. 7) "NAILED" Ilndicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 8) In the LO/}b CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 WARNI -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIL7473 rev. 10/03/2015 BEFORE USE. Design vas for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss syst.: . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building d, Pgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'MTek' Is always r juired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcatlo storage, delivery, erection and bracing of trusses and truss systems, SeeANSI/TPI1 Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LEWIS/ LEAR PLACE T14059396 75161 1 GRD Roof Special Girder 1 1 1 ce Job Refereno tional I russ, Inc., tort coerce, rL LOAD CASE(S) Standard 1) Dead +' oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifor'Loads (plf) V)rt: 1-4=-90, 4-6=-90, 6-8=-90, 8-10=-90, 18-21=-20 Conce' rated Loads (lb) Vert: 28=52(F) tt.lau s mar i i zuia ml l eK Inausrnes, Inc. vvea May ib uts:za:za zuia rage z ID:VCBRrGwU8P7j1V4VkVsLpgzGJpD-HQbyDatgy95KeKXnnOgyKXBEghuad9klcZc7CfzG_60 0 WARNl4 -Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED M7EK REFERANCE PAGE M➢-7473 rev. 10/03/2015 BEFORE USE. Design v 11 for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss cyst . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building d ign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing :p��iT�ek' Is always r uired for stability and to prevent collapse with possible personal Injury and property damage., For general guidance regarding the fabricatlonf, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infor' allon available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059397 75161 GRP HIP GIRDER 1 1 Job Reference o tional 3x4 LOADING' TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI WEBS OTHERS WEDGE Left: 2x6 S FORCES. TOP CHO BOT WEBS i russ, Inc., t-orr rterce, 1-l- t1.13U s mar 11 zults ml I13K mausines, Inc. vvea,may la ut3:2t1::11 auitf rage 1 I D:VC8RrGwU8P7j 1 V4VkVsLpgzGJpD-DpjieF-u24-Tn2teg9uotQPyGW--RVW t5? 12315E HXzG_6_ 2-8-0 23-10 2798140 2.0-0 4-74 32 3 1-4-0 Scale: 1/4"=1' 5x8 MT18HS = Special Special Special Special 5.00 12 Special 3x4 = Special Special 3x4 = 5x8 MT18HS = Special 3 23 24 4 25 26 5 27 28 29 30 6 3x4 % 3x4 2 7 4 7x14 Cb tin IN 9 1a a 16 15 31 32 14 33 13 34 12 35 36 11 10 2x3 I I 3x10 = NAILED NAILED 5x12 MT18HS WB = 2x3 II NAILED 3x10 = 2x3 II 3x4 = Special 2x3 II NAILED NAILED NAILED Special 3-9-14 7-0-0 11-7-4 16-0-12 20-8-0 23-10-2 27-8-0 3-9-14 3-2-2 4-7-4 4-5-8 4-7-4 3-2-2 3-9-14 s (X,Y)-- r1:0-7-12,Edgej, 11:0-0-0,0-0-41, 13:0-4-0,0-1-131, 16:0-4-0,0-1-131, 18:0-7-12,Edgej, f8:0-0-0,0-0-41 :)sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 0.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.44 12-14 >761 360 MT20 244/190 5.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.81 12-14 >410 240 MT18HS 244/190 0.0 Rep Stress Incr NO WB 0.74 Horz(CT) 0.23 8 n/a n/a 0.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.58 12-14 . >574 240 Weight: 138lb FT=20% BRACING- ) 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc pudins. 3-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-7-1 oc bracing. ) 2x4 SP M 31 WEBS 1 Row at midpt 4-15, 5-11 2x4 SP No.3 2x4 SP No.3 No.2, Right: 2x6 SP No.2 I. (lb/size) 1=3061/0-8-0, 8=3192/0-8-0 Max Horz 1=-112(LC 23) Max Uplift 1=-1879(LC 8), 8=-1992(LC 8) lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2= 7204/4358, 2-3=-6942/4162, 3-4=-6474/3938, 4-5=-8173/4857, 5-6=-6460/3924, 6-7_ 6927/4146, 7-8— 7154/4308 1-1 6=-3914/6588,15-16=-3914/6588, 14-15=-4645/8173, 12-14= 4645/8173, 11-12=-4645/8173, 10-11=3863/6538, 8-10=-3863/6538 2-15= 390/540, 3-15-1188/1946, 4-15— 2147/1110, 4-14= 126/397, 5-12= 127/399, 5-11= 2159/1121, 6-11_ 1181/1938, 7-11=-357/499 NOTES- 1) Unbalari I roof live loads have been considered for this design. 2) Wind: A E 7-10, Vult=16omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B-45ft; L=28ft; eave=oft; Cat. 11; Exp C; ncl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide equate drainage to prevent water ponding. 4) All plates' re MT20 plates unless otherwise indicated. 5) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet een the bottom chord and any other members. 7) Provide rrtiechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=1879, 1992. 8) "NAILED' Indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s or other connection device(s) shall be provided sufficient to support concentrated load(s) 324 lb down and 343 lb up at 7-0-0, 182 lb down and 185 lb up at 9-0-12, 181 lb down and 185 lb up at 11-0-12, 181 lb down and 185 lb up at 13-0-12, 181 lb down and 85 lb up at 14-7-4 , 181 lb down and 185 Ito up at 16-7-4, and 181 lb down and 185 lb up at 18-7-4, and 324 lb down and Walter P. Finn PE No.22639 1 343 lb u up t 20-8-0 on top chord, and 512 lb down and 324 lb up at 7-0-0, and 512 lb down and 324 lb up at 20-7-4 on bottom MiTek USA, Inc. FL Carl 6634 chord. T 10) In the L design/selection of such connection device(s) is the responsibility of others. D 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 Date: LOAD CASES) Standard May 16,2018 ® WARNI G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 101012015 BEFORE USE. Design va a truss Sys for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not m. Before use, the building designer must vedly the applicability of design parameters and properly Incorporate this design Into the overall �' building sign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing :M6Tek` Is always r fabrlcatto quired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Info ,matton available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059397 75161 GRP HIP GIRDER 1 1 Job Reference (optional) Chambers IT InC., i-ort fierce, I-L 6.130 s Mar 11 2018 Nil rerc uiuusu W5, Inc. Wed May iv vo,co.v i cv iv rayo I D:VC8RrGwU8P7j 1 V4VkVsLpgzGJpD-DpjieFu4TnL2teg9uotQPyGW RV W t5? 123t5EHXzG_6_ LOAD CASE(S) Standard 1) Dead �11'�Lol:t: of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifor(ds (plf) 1-3=-90, 3-6=-90, 6-9=-90, 17-20=-20 Concentrated Loads (lb) Uert:3=-254(B)6= 254(B)15=-512(B) 11=-512(B) 23= 176(B) 24=-176(B) 25=-176(B) 26=-176(B) 27� 176(B)29=-176(B) 31= 83(B) 32= 83(B) 33=-83(B) 4— 83(B) 35=-83(B) 36=-83(B) ® WARNI G - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 10/03=15 BEFORE USE. Design vd for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sys1, m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p�p building d' sign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing @Y�i�'��• Is always r quired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatio 'storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info' ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059398 75161 J1 Jack -Open 18 1 Job Reference o tional I fuss, Ino., Yori Ylerce, r•L D.IJV b IVldr I I LV I Ive I ert ❑IUU-u1.J, II— vv.0 may IO VD.LOAL CV ID ray. i ID:VC8RrGwU8P7j1 V4VkVsLpgzGJpD-h? H4rbvj E4UvVoFMSWOfxApn3v3FgdsBlXgno_zG_5z -1-4-0 1-0-0 1-4-0 1-0-0 E 3x4 = 0 4 6 Scale = 1:6.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 115.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 240 BCLL i 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 110.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 5lb FT=20% LUMBER-li BRACING - TOP CHO,i D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3= 6/Mechanical, 2=267/0-8-0, 4=-28/Mechanical Max Horz 2=72(LC 12) Max Uplift 3— 6(LC 1), 2— 209(LC 12), 4=-28(LC 1) Max Grav 3=20(LC 12), 2=267(LC 1), 4=42(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp lgl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; umber DOL=1.60 plate grip DOL=1.60 2) This tru. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ° This t ss 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 be een the bottom chord and any other members. 4) Refer to lirder(s) for truss to truss connections. 5) Provide i iechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3, 4 except Qt=lb) 2=209. S Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARN! G - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design lid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss s � em. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building esign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing-`Iaek° Is always Cequired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricati p storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LEWIS/ LEAR PLACE T14059399 75161 J3 Jack -Open 18 1 Job Reference (optional) I fuss, Inc., f-on Fierce, rL a.10u s wiar ii zu1 a rva r eK muusuies, inc. vveu rviay ro ua:4o:04 ev r o raye i I D:VC8RrGwU8P7j 1 V4VkVsLpgzGJpD-h? H4rbvj E4UvVoFMSW OfxApn3v1 W gdsBlXgno_zG_5z 1-4.0 3.0-0 1-4-0 3-0-0 LOADIN ' (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/fP12014 3x4 = CSI. DEFL. in (loc) , I/deft Ud TC 0.36 Vert(LL) -0.00 4-7 >999 360 BC 0.17 Vert(CT) -0.01 4-7 >999 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP Wind(LL) -0.00 4-7 >999 240 TOP CHO,i D 2x4 SP No.3 BOT CHO D 2x4 SP No.3 REACTIO S. (lb/size) 3=96/Mechanical, 2=316/0-8-0, 4=36/Mechanical Max Horz 2=118(LC 12) Max Uplift 3=-51.(LC 12), 2= 182(LC 12), 4= 1(LC 9) Max Grav 3=96(LC 1), 2=316(LC 1), 4=51(LC 3) FORCES. I I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: Pj7 11; Exp C membeq 2) This tru$$ 3) ` This trl' will fit b 4) Referto 5) Provide 2=182. BRACING - Scale = 1:10.9 0 N PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. --E 7-10', Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Intedor(1) 1-7-5 to 2-11-4 zone;C-C for and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;s 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 veen the bottom chord and any other members. irder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=1b) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WAR WG -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design Id for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss s tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building esign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing -:MITek- is alwa equlred 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, seeANSi/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety In �rmation available from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job 1�� Truss Truss Type 75161J5 Jack -Open 1 Qty Ply 13 S T14059400 Inc., Fort Pierce, FL 8.130 s Mar 112018 Mi rek Industries, Inc. Wed May 16 08:28:33 2018 Page 1 ID:VCBRrGwU8P7j1V4VkVsLpgzGJpD-9BrS3xwL?Ocm7ygYODvuUNMsVJF5Z46LXBaKKQzG_5y -1-4-0 5.0-0 1-4-0 5-0-0 0 3x4 = ` 5-0-0 Scale = 1:15.0 LOADING �(psf) SPACING- 2-0-0 CSI. DEFL. in, (loc) I/deft Ud PLATES GRIP TCLL ' 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.04 4-7 >999 360 MT20 244/190 TCDL 115.0 Lumber DOL 1.25 BC 0.66' Vert(CT) -0.08 4-7 >766 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.06 4-7 >938'• 240 Weight: 18lb FT=20% LUMBER-, BRACING - TOP CHOR,tD 2x4 SP No.3 BOT CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIOi S. (lb/size) 3=183/Mechanical, 2=414/0-8-0, 4=71/Mechanical Max Horz 2=164(LC 12) Max Uplift 3=-105(LC 12), 2=-202(LC 12), 4=-4(LC 12) Max Grav 3=183(LC 1), 2=414(LC 1), 4=93(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Dpsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. If; Exp C I. Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 4-11-4 zone;C-C for membei and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This t' ss 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 b4ween the bottom chord and any other members. 4) Refer to, irder(s) for truss to truss connections. 5) Provide, nechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=105, 2 202. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 WAR. iNG - VeN/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE 114I1-7473 rev. 10/03,2015 BEFORE USE. Design v'' Id for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �' a truss s 'tern. Before use, the building designer must verify the appilcabiiity of design parameters and properly Incorporate this design into the overall building esign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing '.M!Tek* Is always equlred for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrlcafi n, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In armafion available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059401 75161 J5A Jack -Open 1 1 Job Reference (optional) TCLL TCDL BCLL BCDL LUMB TOP BOT C NOTES- 1) Wind: II; Exp membe' 2) This tru`P 3) ` This ti will fit b 4) Refer t 5) Provid 1 2=114. I russ, mc., Forr Fierce, I-L (psf) 30.0 15.0 0.0 10.0 2x4 SP No.3 2x4 SP No.3 1 3x4 = 0.1 au S Ividl I I ZU 10 Ivll r eK 111UUSUle3, 111U. YYeU IWay to Vo.G 0—io rage i ID:VCBRrGwU8P7j1V4VkVsLpgzGJpD-9BrS3xwL?Ocm7ygYODvuUNMrgJEyZ46LXBaKKQzG_5y 5-0-0 5-0-0 SPACING- 2-0-0 CSI. DEFL., in (loc) I/defl Ud Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.05 3-6 >999 360 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.09 3-6 >631 240 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.07 3-6 >833 240 3. (lb/size) 1=272/0-8-0, 2=191/Mechanical, 3=81/Mechanical Max Horz 1=115(LC 12) Max Uplift 1=-77(LC 12), 2= 114(LC 12), 3=-13(LC 12) Max Grav 1=272(LC 1), 2=191(LC 1), 3=96(LC 3) (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - Scale = 1:14.9 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft eave=4ft Cat. Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone;C-C for s and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 etween the bottom chord and any other members. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® I ING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. esiWAR Dgn' Ild for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss s tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldin design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ��'�k` Is alwa fabricaf' required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply LEWIS/ LEAR PLACE T14059402 75161 J7 Jack -Open 29 1 Job Reference o tional russ, mc., rort t-ierce, rL -1-4-0 11 1 LOADIN 1 (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 NOTES- 1) Wind: II; Exp membi 2) This to 3) `This will fit I 4) Refer 1 5) Provide 3=157, ID:VC8RrGwUBP7j1V4VkVsLpgzGJpD-eOPrGHxzmikck6Pkax071bu4viggIXLUII usszG_5x 3x4 = SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.12 4-7 >715 360 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.25 4-7 >338 240 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.15 4-7 >550 240 3. (lb/size) 3=266/Mechanical, 2=519/0-8-0, 4=103/Mechanical Max Horz 2=210(LC 12) Max Uplift 3=-157(LC 12), 2— 228(LC 12), 4=-B(LC 12) Max Grav 3=266(LC 1), 2=519(LC 1), 4=133(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - Scale = 1:19.0 M M PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. CE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1.-7-5 to 6-11-4 zone;C-C for and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;s 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 Neen the bottom chord and any other members. irder(s) for truss to truss connections. iechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s).4 except Qt=lb) Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WAR I ING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103,2015 BEFORE USE DesignT Ald for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, notPM F a truss s' tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldin design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p�� -: YY T- ek• Is alwa fabrica�l required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the n, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Crileria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LEWIS/ LEAR PLACE T14059403 75161 JC7 Jack -Open 5 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi I ek Industries, Inc. Wed May 16 U8:28:35 201a Paget ID:VCBRrGwUBP7jiV4VkVsLpgzGJpD-6ayDUdxbX?sTMF_w7exMZoR9K6tY1_bd_V3RPIzG_5w 1.4-0 2-8-0 3-8-0 7-0.0 1-4-0 2-8-0 1-0-0 3-4.0 Scale=1:19.8 3x4 = 2-8-0 3-8.0 7=0-0 2-8-0 1-0-0 3-4-0 Plate Offs Ms X Y -- 4:0-1-12 0-0-12 7:0-0-0,0-1-12 LOADINGI(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLIL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.11 6-7 >740 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.21 6-7 >396 240 MT18HS 244/190. BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MR Wind(LL) 0.15 6-7 >548 240 Weight: 26lb FT=20% LUMBER' BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHO ' D 2x4 SP N0.3'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-7: 2x4 SP M 30 REACTIO S. (lb/size) 5=209/Mechanical, 2=519/0-8-0, 6=160/Mechanical Max Horz 2=21 O(LC 12) Max Uplift 5— 115(LC 12), 2=-228(LC 12), 6=-50(LC 12) FORCES. I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO i D 2-3=-622/272, 3-4=-767/496 BOT CHORD 2-10=-454/529, 8-9=-628/691 NOTES- 1) Wind: II; Exp 2) All plate 3) This tru, 4) ' This tr will fit bi 5) Refer to 6) Provide 5=115, CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft Cat. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 6-11-4 zone;C-C for and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 are MT20 plates unless otherwise indicated. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. rs 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 rveen the bottom chord and any other members. irdbr(s) for truss to truss connections. iechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16;2018 WAR ING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 1010312015 BEFORE USE. Design Ald for use only wlih MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Truss em. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �P bulldinesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing �A ` i eW 8 alwa �equlrecl for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrican, storage- delivery, erection and bracing of trusses and truss systems, socANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety[ rmation available from Truss Plate Institute- 218 N. Lee Street, Suite 31 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059404 75161 KJ2 Diagonal Hip Girder 1 1 Job Reference (optional) unarnuei4 I rU55, inu., rait rieiuu, rL o.I— a 1W 1 1 r c my i IaVc ID:VC8RrGwUBP7jiV4VkVsLpgzGJpD-6ayDUdxbX?sTMF_w7exMZoRJ965T1_bd_V3RPIzG_5w -1-10-10 2-4-4 1-10-10 2-4-4 3x4 = LOADIN,'I (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.00 2 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Wind(LL) 0.00 2 "" 240 LUM TOP BOT NOTES- 1) Wind: II; Exp 2) Truss Gable 3) Gable 4) This tr 5) ` This will fit 1 6) Refer 1 7) Provid 2=313 8) "NAIL[ 9) In the 2x4SPM30 2x4 SP M 30 (lb/size) 3= 29/Mechanical, 2=429/0-8-0, 4=20/Mechanical Max Horz 2=85(LC 8) Max Uplift 3=-72(LC 17), 2=-313(LC 8) Max Grav 3=108(LC 24), 2=429(LC 1), 4=39(LC 3) (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.6 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=2ft; Cat. Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 igned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry J Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ds spaced at 2-0-0 oc. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. cs 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 Keen the bottom chord and any other members. irder(s) for truss to truss connections. lechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except gt=lb) indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. ,D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAI�E(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (plf) �I Vert: 1-3=-90, 2-4=-20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WAF VING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Deslgri a truss' alld for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buildin design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing y.�� f �p �-it•T@ek" Is alwa required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 8 fabric' on, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety 'I', formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. , Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059405 75161 KJ3 Diagonal Hip Girder 1 1 Job Reference o tional Fruss, Inc., Fort Pierce, FL 8.i 3u s Mar i i 20i 8 MI TeKindusirtes, inc. Wed May 16 08:28:36LU i o rage r ID:VG8RrGwUBP7j1 V4VkVsLpgzGJpD-amW bhzyDIJ_K_PZ7hMSb60_UFW PymRrnD9p_xlzG_5v -1-10-10 2-4-10 4-2-3 1-10-10 2-4-10 1-9-9 3x4 = LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.03 4-7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.03 4-7 >999 180 BCLL �30.0 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI21 Matrix -MP TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 Scale=1:11.7 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO S. (lb/size) 3=126/Mechanical, 2=398/0-10-15, 4=35/Mechanical Max Harz 2=116(LC 8) Max Uplift 3=-69(LC 8), 2=-275(LC 8), 4— 4(LC 5) Max Grav 3=126(LC 1), 2=398(LC 1), 4=65(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This t ss 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 b tween the bottom chord and any other members. 4) Refer to' girders) for truss to truss connections. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=275. 6) "NAILE " indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAI E(S) Standard 1) Dead +1 1 loof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform, oads (plf) Vert: 1-3=-90, 4-5=-20 Concen , ted Loads (lb) i ert: 9=67(F=33, B=33) Walter P. Finn PE No.22839 Miiek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WAR ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 10103,2015 BEFORE USE. Design, lid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss s tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is alway i required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcat n, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criterla, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety It ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City i Ply LEWIS/ LEAR PLACE T14059406 75161 KJ7 DIAGONAL HIP GIRDER 7 1 Job Reference (optional) I rusS, mc., r-orr coerce, r-L o. i ou a I —I i ­.Y ' oV� ' I D:VCSRrGwU8P7j i V4VkVsLpgzGJpD-2z4zvJZr3d6BCZBJ F3_geDW d5wi UVmmwRpYYTBzG_5u -1-10-10 5-2-9 9-10-1 1-10-10 5-2-9 4-7-8 Scale = 1:22.3 tl 3x4 = — 1 5 NAILED, NAILED NAILED 3x4 — Io m N N O co N 5-2-9 9-10-1 5-2-9 4-7-8 LOADIN ! (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Well Ud - PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.09 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 41 Ito FT = 20% LUMBER-' BRACING - TOP CHO 3D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CH C ID 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-10-0 oc bracing. WEBS 2x4 SP No.3 REACTIO S. (lb/size) 4=205/Mechanical, 2=733/0-10-15, 5=457/Mechanical Max Horz 2=209(LC 8) Max Uplift 4=-121(LC 8), 2=-581(LC 8), 5=-347(LC 8) FORCES.II (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHC ID 2-3=-12271752 BOT CHC ID 2-7=-836/1132, 6-7=-836/1132 WEBS i 3-7=-216/278, 3-6=-1205/889 NOTES- 1) Wind: II; Exp 2) This tr 3) ' This will fit 1 4) Refer I 5) Provid 4=121 6) "NAIL[ 7) In the 3CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3:Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. ; Encl., GCpf=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 tween the bottom chord and any other members. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) =581, 5=347. I" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NOS guldlines. )AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CP E(S) Standard 1) Dead 4 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniforn Loads (plf) Vert: 1-4=-90, 5-8=-20 Conce rated Loads (lb) Vert: 13=-11 O(F=-55, B=-55) 14=67(F=33, B=33) 15=-16(F= 8, B=-8) 16= 86(F=-43, B=-43) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WA VING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design alld for use only with MlTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss tem. Before use, the building designer must verity the appllcabdity of design parameters and properly Incorporate this design Into the overall buildi design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �!d .:�iTeW Is aiwa required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saabrricc formation available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059407 75161 KJA Jack -Partial Supported Gable 1 1 Job Reference o tional ., rnr..d nn.... �c no.no.no nn�o Dino 1 cuss, urt:., rvu never, r� ID:VC8RrGwUBP7j1V4VkVsLpgzGJpD-W 9eL6f_TgwE2DjjVpmV3BR3oXK7iELL4gT15?dzG_5t 1-9-2 5x6 = NAILED Scale = 1:7.2 3 Plate Offs is Y -- 2:0-3-4,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLIL 30.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 115.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.01 1 n/r 120 BCLI_ 0.0 Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 8 lb FT = 20% TOP BOT NOTES- 1) Wind: 1 l; Exr 2) Truss i Gable 3) Gable', 4) Gable 5) This tri 6) ' This Will fit 1 7) Provid 2=267, 8) "NAIL[ 9) In the I 2x4SPM30 2x4 SP No.3 (lb/size) 3=-16/1-9-2, 2=365/1-9-2, 4=18/1-9-2 Max Harz 2=76(LC 12) Max Uplift 3=-72(LC 21), 2= 267(LC 12) Max Grav 3=115(LC 32), 2=365(LC 1), 4=35(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=18ft; B=45ft; L=24ft eave=2ft; Cat. ; Encl., GCpi=0.18; MW FRS (directional) and C-C Corner(3)-1-11-2 to 1-0-14, Exterior(2) 1-0-14 to 1-9-2 zone;C-C for s and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 rsigned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry nd Details as applicable, or consult qualified building designer as per ANSIITPI 1. :quires continuous bottom chord bearing. Lids spaced at 2-0-0 oc. ;s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. lss 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 1ween the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3 except (1t=lb) indicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 0 CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CP IS) Standard 1) Dead M Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniforri Loads (plf) 11 Vert: 1-3=-90, 2-4=-20 Walter P. Finn PE N6.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® wA II NING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE. Desig valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not a Truss buildir ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall I design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing OW Is alw' Is required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabric Ion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply LEWIS/ LEAR PLACE T14059408 75161 MHV6 Valley 1 1 Job Reference (optional) iruss,mc., runr-ierce,rL �.,.. ...a. ' '...��-,.,. __,...-r ._.....__..___._ . _�_ . ID:VC8RrGwU8P7j1 V4VkVsLpgzGJpD-SYm6XK?kMYUmT1 suwBXXGs87f7gLiFrN8nnC4WzG_5r 5-6-8 6-0-0 , 5-8-A ' 0-5-8 ' 3x4 2 3 3x4 3x4 II 11 Plate Offsets (X.Y)-- 12:0-2-0,0-0-12 Scale = 1:15.0 LOADING TCLL TCDL BCLL BCDL (psf) 30.0 15.0 0.0 ' 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.38 BC 0.56 WB 0.00 Matrix-P DEFL. in Vert(LL) n/a Vert(CT) Na Horz(CT) 0.00 (loc) Well Ud Na 999 Na 999 Na n/a PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% LUMBER' BRACING - TOP CHC D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CH C D 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO 4S. (lb/size) 1=282/6-0-0, 3=282/6-0-0 Max Horz 1=119(LC 12) Max Uplift 1= 81(LC 12), 3=-131(LC 12) FORCES (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHQ D 2-3=-231/281 NOTES- 1) Wind: II; Exr 2) Gable 3) This tI 4) ' This will fit 5) Provi< 3=131 3CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 zone;C-C for s and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 quires continuous bottom chord bearing. ' s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 tween the bottom chord and any other members. mechanical connection (by others) of truss.to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 A WAIN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Delid vafor use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Irrrssslg ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall build)design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing •;I'�'�!(' 8 al is required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlc on, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety ormallon avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059409 75161 MHV8 Valley 1 1 ' Job Reference o tional i russ, Inc•, rorr vierce, M I D:VC8RrGwUSP7j 1 V4VkVsLpgzGJpD-SYm6XK7kMYUmT1 suwBXXGs88Q7j dIE9NBnnC4W zG_5r 6-6-8 B-0-0 5-6-8 2-5-8 Scale = 1:15.4 4x4 = 3x4 II 2 3 5 4 3x4 i 2x3 II 3x4 II LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 4 n/a n/a BCDL 1 10.0 Code FBC2017/TPI2014 Matrix-P TOP C BOT C WEBS WEBS NOTES- 1) Wind: II; Exp to 7-1( 2) Provid 3) Gable 4) This tr 5) ° This will fit 6) Provid 5=156 BRACING- 2x4 SP M 30 `Except` TOP CHORD 2-3: 2x4 SP No.3 2x4 SP No.3 BOT CHORD 2x4 SP No.3 (lb/size) 1=266/8-0-0, 4=104/8-0-0, 5=413/8-0-0 Max Harz 1=112(LC 12) Max Uplift 1= 84(LC 12), 4=-66(LC 8), 5= 156(LC 12) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-5=-312/364 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft eave=4ft; Cat. Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-6-8, Exterior(2) 5-6-8 4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. :quires continuous bottom chord bearing. >s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 Aween the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) Walter P. Finn PE No.22839 M7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WA iN/NG - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Deslg valld for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss ' ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildir design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ����° Is alw' required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabric tion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety nformation available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LEWIS/ LEAR PLACE T14059410 75161 MHV10 Valley 1 1 Job Reference (optional) i russ, Inc., I -on Fierce, rL O. 13V J IVldl 1 1 GV 10 IVII I tlM1 II IUUOLI ICJ, 11— VVCU IVI¢y I V VV.GV.aV GV I V —V. I I D:VCBRrGwUSP7j 1 V4VkVsLpgzGJpD-W 9eL6f_TgwE2DjjVpmV3BR3isK2JEKX4gTl5?dzG_5 9-10-8 IQ-Q-0 3 Scale = 1:24.3 3x4 2x3 5 11 4 3x4 11 LOADIN ! (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a n1a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 4 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 371b FT = 20% LUMBER', BRACING - TOP CHCXID 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHC RD 2x4 SP No.3 except end verticals. WEBS : 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTI NS. (lb/size) 1=179/10-0-0, 4=218/10-0-0, 5=606/10-0-0 Max Horz 1=212(LC 12) Max Uplift 4= 101(LID 12), 5=-280(LC 12) FORCES f I (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown WEBS i 2-5=489/391 NOTES- 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft Cat. II; Exp ; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 9-10-4 zone;C-C for memb s and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable I quires continuous bottom chord bearing. 3) This tn6s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This fuss 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 etween the bottom chord and any other members. , 5) Provid, mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=lb) 4=101, ! =280. Welter P. Finn PE No,22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 HNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. 10/012015 BEFORE USE. Desig i�alld for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �' a truss tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldi design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing :-M{Tek" Is alw required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabric' Ion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety, hformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandfia, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply LEWIS/ LEAR PLACE T14059411 75161 MHV12 Valley 1 1 Job Reference (optional) MUSS, Ir1O,, r-Ulr f'IBIGtl, rL �. i.,v o,.,.., ,, �,, ,,, ,,,, ,,,,, ���.....,.��.-.. ..�_. .._.. ...-1 .., .,.-.. _ _ . ID:VCBRrGwU8P7j1V4VkVsLpgz&J-_LCkJ_?6bEMvrtHiMUOlkecsgMmzncDv71fY4zG_5s 9-10.8 12.0-0 9-10-5 2-1-8 ' 4x4 = 3x4 11 Scale=1:24.4 3 4 3x4 � 2x3 1 2x3 11 11 53x4 I LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017[FP]2014 Matrix-S LUMBER'' TOP CHC D 2x4 SP No.3 BOT CH C D 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 PLATES GRIP MT20 2441190 Weight: 49 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO S. All bearings 12-0-0. lb) - Max Horz 1=213(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7=-293(LC 12), 6=-105(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 5 except 7=630(LC 1), 6=262(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7= 498/427 NOTES- 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. Ii; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 9-10-8, Exterior(2) 9-10-8 o 11-10-4 zone;C-C for members and forces & MW FRS'for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable quires continuous bottom chord bearing. 4) This t s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This I ss 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 b will fit iween the bottom chord and any other members. 6) Provid 'I mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb) 7=293, 5=105. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WA NING - —y deslga parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Deslg, valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ��: �pT builds is aiw� design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the W 12T fabric Ion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059412 75161 MHVA VALLEY 1 1 Job Reference o tional I russ, Inc., tort tierce, rL E 6-6-2 3x6 = 4 -5-14 3x4 11 5 8 7 11 6 3x4 II 3x4 = 3x4 11 8-0-0 88-0-0 Scale=1:27.9 Plate Offsbts (X Y)-- (4:0-3-0 0-2-41 LOADIN 1 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 130.0 15.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr - YES WB 0.13 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-S Weight: 45lb FT=20% LUMBERI BRACING - TOP CHIt I ID 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CH D 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-11-5 oc bracing. OTHERS 2x4 SP No.3 REACTIO S. (lb/size) 8=347/8-0-0, 6=181/8-0-0, 7=458/8-0-0 Max Horz 8=277(LC 12) Max Uplift 8=-69(LC 12), 6=-76(LC 12), 7=-291(LC 12) Max Grav 8=347(LC 1), 6=211(LC 17), 7=489(LC 17) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHC ID 2-8=-314/215 BOT CHC D 7-8_ 325/175 WEBS 3-7=-375/440, 2-7= 178/336 NOTES- 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf;.BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp ; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 6-6-2, Exterior(2) 6-6-2 to 7-10-4 one; end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 j60 2) Provid adequate drainage to prevent water ponding. 3) Gable equires continuous bottom chord bearing. 4) This tn%i s 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 b tween the bottom chord and any other members, with BCDL=10.Opsf. 6) Provid1( mechanical connection`(by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6 except Qt=lb) 7=291. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 WA, NING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03)2015 BEFORE USE. Desig alld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss'. ystem. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall build) design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is alw required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabric' Ion, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety, formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty, Ply LEW IS/ LEAR PLACE T14059413 75161 MHVB Valley 1 1 Job Reference (optional) russ, inc., ran rwrce, rL •-r •-ate ID:VCSRrGwUBP7jiV4VkVsLpgzGJpD-PwusyOl_u9kUiKOH2cZ?LHEKhxN3A7yfb5GJBOzG_5p 10-0-2 11-0-0 , r 10-0-2 0-11-14 ' 3x6 = 3x4 11 Scale = 1:27.0 3 4 3x4 = 6 53x4 11 2x3 11 -0-0 LOADIN I (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 43 lb FT = 20% LUMBER TOP CH( BOT CHC WEBS OTHERS TOP C WEBS NOTES- 1) Wind: II; Exp 10-10- 2) Provid 3) Gable 4) This tr 5) ' This will fit 1 6) Provid 5=103 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=245/11-0-0, 5=236/11-0-0, 6=713/11-0-0 Max Harz 1=239(LC 12) Max Uplift 1= 13(LC 12), 5=-103(LC 12), 6— 333(LC 12) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 1-2=-265/136 2-6=-571/512 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. :; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-0-2, Exterior(2) 10-0-2 to zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. ?quires continuous bottom chord bearing. rs has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 ?tween the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 WA ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Desig, alid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a Inns ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldin design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing the .' MiTek` is alw fabric required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Ion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety nformallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job 01 Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059414 75161 MV2 Valley 5 1 Job Reference o tional I Iuss, Inu., rULL rWIOe, FL 3x4 i I D:VCBRrGwUSP7jl V4VkVsLpgzGJpD-t6RE9M2cfTsLKUbTbK4EuUmkwLgivcapgI?shrzG_5o s nn 2 3 Scale = 1:6.9 11 1 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 130.0 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-P Weight: 5lb FT=20% LUMBER BRACING - TOP CHC ID 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOTCHCID 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTI01 S. (Ib/size) 1=70/2-0-0, 2=57/2-0-0, 3=13/2-0-0 Max Horz 1=29(LC 12) Max Uplift 1=20(LC 12), 2= 36(LC 12) Max Grav 1=70(LC 1), 2=57(LC 1), 3=25(LC 3) FORCES 1I (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: II; Exp 2) Gable 3) This ti 4) ` This Will fit 5) Bearir capac 6) Provic SCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. ;; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions _umber DOL=1.60 plate grip DOL=1.60 :quires continuous bottom chord bearing. >s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1ss 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 4ween the bottom chord and any other members. at Joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify of bearing surface. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WA 11 NING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Desig alld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buildIr I design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ffek' IS alw- s required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrIc6 Ion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAK PLACE T14059415 75161 MV3 Valley 1 1 � Job Reference (optional) unarnoei t , ITu55, I IG., FUIL [---, — 3x4 I D:VC8RrGwU8P7j 1 V4VkVsLpgzGJpD-LJ?dNi2EPm_CxeAf91 cTRhJrZk9Be3gy3PIQDHzG_5n 3-4-0 1 3x4 11 2 3 Scale = 1:9.7 l I LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 10lb FT=20% TOP C BOT C WEBS NOTES- 1) Wind: II; Exp showr 2) Gable 3) This tr 4) ' This will fit 5) Provic 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 S. (lb/size) 1=135/3-4-0, 3=135/3-4-0 Max Horz 1=57(LC 12) Max Uplift 1=-39(LC 12), 3=-63(LC 12) (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. ; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions .umber DOL=1.60 plate grip DOL=1.60 quires continuous bottom chord bearing. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 tween the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. r Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WA ING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Des]valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component -not a in , buildi' i ystem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is alw Idesign. prevent required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . 6904 Parke East Blvd. fabric' Safety' i lon, storage, delivery, erection and bracing of trusses and inns systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Iiformallon available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LEWIS/ LEAR PLACE T14059416 75161 MV4 Valley 3 1 Job Reference o tional I Fuss, Inc., rorr Fierce, rL ID:VC8RrGwU8P7)1V4Z.LpgzGJpD W?dNi2EPm CxeAf9lcTRhJpnkB_e3gy3PIQDHzG 5n 4-0-0 4-0-0 3x4 � 3x4 II 2 A Scale = 1:11.1 II LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-P Weight: 13lb FT=20% LUMBER BRACING - TOP CH C RD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, BOT CHC i ID 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (lb/size) 1=172/4-0-0, 3=172/4-0-0 Max Horz 1=73(LC 12) Max Uplift 1=-49(LC 12), 3=-80(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24tt; eave=4ft; Cat. II; Exp, ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown;' umber DOL=1.60 plate grip DOL=1.60 2) Gable i i quires continuous bottom chord bearing. 3) This trL s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This t bss 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 I tween the bottom chord and any other members. 5) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 Q WA IINING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE. Desig valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss ystern. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buildl'� design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p�� TT "9V��' W IS OiW( with possible and For ranal ce regarding the and to rand for iry, , fabric, i bracevent ing of trusses and nlapse >u systemsrsonal on, storage. delivverequlred sseeeANSVTPI I Qualityroperly Criteria, DSB-89e. erection d BCSI Building Component 6904 Parke East Btvd. Safety: nformation available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T14059417 75161 MV6 Valley 2 1 Job Reference (optional) II cuss, mc., rorc rierce, rL ID:VC8RrGwUBP7j 1 V4VkVsLpgzGJpD-pVZ?a23sA463Zolrjl7izvsOH8UPNVM6H3UzijzGv5m 3 Scale = 1:15.3 5 4 3x4 % 2x3 II 3x4 II i LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLIL 30.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a Na 999 MT20 244/190 TCDL 115.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 n/a n/a BCDL 110.0 Code FBC2017/TPI2014 Matrix-P Weight:21 lb Fr=20% LUMBER BRACING - TOP CH D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHd D 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS! 2x4 SP No.3 REACTIONS. (lb/size) 1=84/6-0-0, 4=124/6-0-0, 5=355/6-0-0 Max Horz 1=119(LC 12) Max Uplift 4— 58(LC 12), 5=-165(LC 12) FORCES.i (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5= 291/372 NOTES- 1) Wind:; SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Expi ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 zone;C-C for memb s and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable, I quires continuous bottom chord bearing. 3) This tr s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This t ss 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 tween the bottom chord and any other members. 5). Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WA ' - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE Deslg I' alid for use only with MITek@9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �s a Truss ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldin design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ";�T�' Is alw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding, the fabric Ion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety formation available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LEWIS/ LEAR PLACE T14059418 75161 MVB Valley 2 1 Job Reference (optional) I cuss, Inc., MR t-Ierce, r-L o. — O -.1 1 1 — 1. .- I OA I I IUUJtl lva, ..". — .—Y i ¢U' i ID:VC8RrGwU8P7jl V4VkVsLpgzGJpD-pVZ?a23sA463Zolrjl7izvszhBSnNV86H3UzljzG_5m 3 5 4 3x4 � 2x3 II 3x4 II Scale = 1:19.6 L LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 n/a n/a BCDL 110.0 Code FBC20171rP12014 Matrix-P Weight: 29 lb FT = 20% LUMBERi BRACING - TOP CH C D 2x4 SP No.3 TOP CHORD BOT CH C RD 2x4 SP No.3 WEBS I 2x4 SP NO.3 BOT CHORD OTHERS 2x4 SP No.3 REACT] O S. (lb/size) 1=126/8-0-0, 4=166/8-0-0, 5=492/8-0-0 Max Horz 1=165(LC 12) Max Uplift 4=-77(LC 12), 5= 228(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 1, 2-5= 402/419 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- � 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp. ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 7-10-4 zone;C-C for memb s and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable quires continuous bottom chord bearing. 3) This t s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This t ss 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 tween the bottom chord and any other members. 5) Providel mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WA DesIg6 IIING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M1F7473 rev. 10/03/2015 BEFORE USE. alld for use only with MITek® connectors. This design Is based only upon parameters shown- and is for an Individual building component not -- a truss ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildin design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing����° Is alw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IabrIcc i on, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety 6formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply LEWIS/ LEAR PLACE T14059419 75161 MV10 Valley 1 1 . Job Reference o tional russ, Inc., t-ort coerce, I-L ID:VCBRrGwUBP7jiV4VkVsLpgzGJpD-PwusyOl_u9kUiKOH2cZ?LHEOsxPFA7Jfb5GJ8OzG_5p 3 3x4 i 2x3 I 43x4 II Scale = 1:24.3 III � LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL TCDL 30.0 15.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC 0.72 BC 0.34 Vert(LL) n/a n/a 999 Vert(CT) n1a n/a 999 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20171FP12014 Matrix-S Weight: 37 Ib FT = 20% LUMBER! BRACING - TOP CHQRD 2x4 SP No.3 TOP CHORD BOT CHO RD 2x4 SP No.3 WEBS 2x4 SP N0.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIO S. (lb/size) 1=179/10-0-0, 4=218/10-0-0, 5=606/10-0-0 Max Horz 1=212(LC 12) Max Uplift 4=-101(LC 12), 5=-280(LC 12) FORCES III (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH D 1-2=-260/129 WEBS 2-5=-489/434 NOTES - Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp ; Encl., GCpi=0.16; MW FRS (directional) and C-C Extedor(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 9-10-4 zone;C-C for memb s and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable quires continuous bottom chord bearing. 3) This trips has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This ss 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 tween the bottom chord and any other members. 5) Pro vid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=101,5=280. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WA KING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Deslgr valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �9 . a truss builds' ystem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall � design.. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p,�T W MOW Is alw fabric,' prevent required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Ion, storage, deilvery, erection and bracing of trusses and truss systems, seeANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety, Iformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LEWIS/ LEAR PLACE T14059420 75161 MVA VALLEY 1 1 Joti Reference (optional) p TCLL TCDL BCLL BCDL LUMB TOP C BOT C WEBS I russ, Inc., rUlr riuiue, rL 0 1-4-0 I D:VCBRrGwUBP7j 1 V4VkVsLpgzGJpD-Hh7NnO4VxOEvByK2HSexW 607nYIG6yRFWj EW HAzG_51 4 7 6 3x4 11 2x3 11 53x4 i i (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 30.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.00 1 n/r 120 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.00 1 n/r 120 0.0 Rep Stress Incr YES WB , 0.12 HOrz(CT) -0.00 5 n/a n/a 10.0 Code FBC2017/TPI2014 Mall BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 2x4 SP No.3 BOT CHORD 2x4 SP No.3 (lb/size) 7=341/8-0-0, 5=176/8-0-0, 6=469/8-0-0 Max Hol 7=279(LC 12) Max Uplift 7=-78(LC 12), 5=-73(LC 12), 6=-285(LC 12) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown Scale=1:26.6 PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. TOP CH 'RD 2-7=-3081241 WEBS 3-6=-381/407 NOTES- 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124l TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 7-10-4 zone; end vertical left a sed;Q-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable quires continuous bottom chord bearing. 3) This tniss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This uss 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 tween the bottom chord and any other members. 5) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 7, 5 except Walter P. Finn PE No.22639 MTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® Il WING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Dedg valid for use only with. MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss butidir ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ' -'.6Vr1�eA Tek° is alrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabric, Ion, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPiI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.Safety nfotmalion available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAR PLACE T.14059421 75161 MVB VALLEY 1 1 Job Reference (optional) TCLL TCDL BCLL BCDL LUINIBI TOP C BOT C WEBS TOP CH( NOTES- 1) Wind:- 11; Exp left exj 2) Gable 3) This tr 4) ' This Will fit 5) Provid 5=148 i russ, Inc., 1--Orr rlerce, t-L o. , — . , .... �� �. I— I — ... ,.,..,. —, . —.. — ,.,,.r ID:VC8RrGwU8P7jl V4VkVsLpgzGJpD-luhl?k57ihMmo5vEg99A2KxKwy8CrQZOINz4gczG_5k -1-4-0 3-0-0 1-4-0 3-0-0 1 3 5 4 3x4 3x4 11 (PSI) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 30.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.00 1 n/r 120 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.01 1 n/r 120 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a 10.0 Code FBC2017/TP12014 Matrix-R BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 2x4 SP No.3 BOT CHORD 3. (lb/size) 5=326/3-0-0, 4=110/3-0-0 Max Horz 5=163(LC 12) Max Uplift 5=-148(LC 12), 4=-81(LC 12) Max Grav 5=326(LC 1), 4=120(LC 17) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 2-5=-295/318 Scale = 1:15.5 PLATES GRIP MT20 244/190 Weight: 16 Ito FT = 20% Structural wood sheathing directly applied or 3-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. ;; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 2-10-4 zone; end vertical rsed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 :quires continuous bottom chord bearing. Is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 ttween the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WA N/NG - Verity desfgn parameters and READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Deslgr valld for use only with MiTeke connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a tr bulldit ystem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing :_Mi%k` is aiw, required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric'11 Lion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII. Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetv nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LEWIS/ LEAK PLACE T14059422 75161 MVC Valley 1 1 Job Reference o tional i russ, mc., rort rrerce, rt - 3x4 = I D:VCBRrGwU8P7j 1 V4VkVsLpgzGJpD-D4F7C361T?VdQFTQOtgPbXTW pMVSatpYzljdM2zG_5j 3-0.0 1 3x4 11 2 3 Scale = 1:11.2 1 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 11 lb FT = 20% LUMBERBRACING- TOP CHC D 2x4 SP No.3 TOP CHORD BOT CHe D 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIO�S. (Ib/size) 1=157/3-0-0, 3=157/3-0-0 Max Harz 1=73(LC 12) Max Uplift 1=-42(LC 12), 3=-75(LC 12) FORCESJJ (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: II; Exp shown 2) Gable 3) This tr 4) ' This will fit' 5) Provid Structural wood sheathing directly applied or 3-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft eave=4fh Cat. Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions -umber DOL=1.60 plate grip DOL=1.60 squires continuous bottom chord bearing. ,s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 �tween the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WAII N/NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Deslg � valid for use only Wit) MITek® connectors. This design Is based only upon parametersshown, and Is for an Individual building component, not a tr ystem. Befofe use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldl deslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing TT W WOW Is alwc ys required for stablllty and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabric tan, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety nformanon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss .Truss Type Qty Ply LEWIS/ LEAR PLACE T14059423 75161 P HIP 1 1 Job Reference o tional o AAi1— 1 d�.; i 'At A AAnv iC no.00•Cn On1G 0� n 1 ChamDer I rU55, mC., r-UIL Y'IeICB, rL o. iov o iv�a� cv �u rvu i cn ii n�uouiw, ii,�. r. v.. ,v,ur ,.. �.. ,.. ..y.. ID:VC8RrGwU8P7j1 V4VkVsLpgzGJpD-ATMudl7??clLfZdpW IjtgyZnA94C2glrRKCkRxzG_5h 5-8-12 9-0-0 13-10-0 18-8-0 21-11-4 27-8-0 29-0-0 5-8-12 3-3-4 4-10-0 4-10-0 3-3-4 5-8-12 1-4-0 Scale: 1/4"=1' Sx6 = 5x6 = 3x4 =' 5.00 3 20 21 4 22 23 5 12 2x3 2x3 i 2 6 19 24 18 v 25 1 7 8 IIT o 11 70 9 3x8 3x8 = 4x6 = 3x8 = 3x8 = 9-0-0 9-8-0 9-0-0 Plate Off �2ts X Y -- 1:0-8-0 0-0-10 , 3:0-3-0 0-2-4 5:0-3-0 0-2-4 , 7:0-8-0,0-0-10 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.44 9-11 >757 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.33 11-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(CT) 0.10 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 126Ib FT=20% LUMBER' BRACING - TOP CHC 11D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CH D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-5-5 oc bracing. WEBS 2x4 SP No.3 REACTI S. (lb/size) 1=1519/0-8-0, 7=1650/0-8-0 Max Horz 1=-139(LC 10) Max Uplift 1=-1123(LC 12), 7=-1236(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH D 1-2=-3192/3664, 2-3=-2751/3382, 3-4= 2497/3196, 4-5=-2487/3206, 5-6=-2739/3392, 6-7=-3169/3667 BOT CH D 1 -11 =-3283/2900, 9-11=-3109/2798, 7-9=-3306/2873 WEBS 2-11=-520/525, 3-11 =-1 126/734, 4-11=-535/283, 4-9=-544/301, 5-9= 11161724, 6-9= 500/515 NOTES- 1) Unbala ced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf-, h=18ft; B=45ft; L=28ft eave=4ft; Cat. 11; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 22-10 , Interior(1) 22-10-15 to 29-0-11 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; umber DOL=1.60 plate grip DOL=1.60 3) Provid( adequate drainage to prevent water ponding. 4) This trL s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t. ss 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 t tween the bottom chord and any other members. 6) Pro vid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=112 7=1236. Walter P. Finn PE No.22839 MPTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WAR VING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WEKREFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design) alld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a Truss tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildin design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi'�'ek' Is aiw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric on, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety, i formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes. PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 offsets are indicated. - 1 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. 1 U- /1 dr ci-2 C2.3 2. Truss bracing must be designed by an engineer. For WEBS 4 wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I T c0 p ��, bracing should be considered. U �� 3 3. Never exceed the design loading shown and never inadequately braced trusses. stock materials on o_ 0 a- 4, Provide copies of this truss design to the building For 4 x 2 orientation, locate plates 0-110 from outside c7$ 06-7 c�6 BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from `Plate location details available in Mirek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1: software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is notapplicable for ICC-ES Reports; use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-131 1, ESR-1352, ESR1988 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, sae, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated, Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 9 Y 14. Bottom chords require lateral bracing of 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only, ,tb 18, or treated lumber may Use of green y pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89; Design Standard for Bracing. � �, - -- - - - - , - - - -- - - - D se Ipn - accordance-with -- C3; o�Ndrncd omp ent a#ety4rtferma#i - —es-manufacture-in ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015