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HomeMy WebLinkAboutTRUSS PAPERWORKM i Tle k S RE111 M11392 THE WINDSOR ct Customer: Wynne Dev Corp Project Name: M11392 lock: Subdivision: Ad Tess: unknown Cityl St. Lucie County State: FL MiTek USA Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loa ing Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Win Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7 Roo Load: 37.0 psf Floor Load: N/A psf This With No. 1 2 3 4 5 6 7 8 9 10 13 14 15 ickage includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. y seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet ns to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Seal# Truss Name Date T13569660 a 3/22/18 T13569661 al 3/22/18 T13569662 a2 3/22/18 T13569663 a3 3/22/18 T13569664 a4 3/22/18 T13569665 a5 3/22/18 T13569666 ata 3/22/18 T13569667 b 3/22/18 T13569668 bha 3/22/18 T13569669 gra 3/22/18 T13569670 j1 3/22/18 T13569671. 13 3/22/18 T13569672 15 3/22/18 T13569673 JJ7 3/22/18 T13569674 kV 3/22/18 The trussldrawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on�the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My lice i se renewal date for the state of Florida is February 28, 2019. Florida OA:6634 IMPORT that the E designs i shown (E aiven to these d parame should into the VT NOTE: The seal on these truss component designs is a certification gineer named is licensed in the jurisdiction(s) identified and that the mply with ANSI/TPI 1. These designs are based upon parameters I., loads, supports, dimensions, shapes and design codes), which were IiTek. Any project specific information included is for MiTek s file reference purpose only, and was not taken into account in the preparation o ins. MiTek has not independently verified the applicability of the design s or the designs for any particular building. Before use, the building designer ty applicability of design parameters and properly incorporate these designs arall building design per ANSI/TPI 1, Chapter 2. FILE COPY OCT 0 2 2018 P,F ` G E NS No 22839 ; o cc STATE OF 4U Z 10 100. °°°eiSeONA, 1�0` 0' Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 March 22,2018 1 of 1 Finn, Walter (Job I I Truss Truss Type Qry Ply T13569660 W1392 A HIP 1 1 �THEWINDSOR Job Reference o Ilona) cnamoers i 3x4 = run rrerce, rr_- ID_kfiGCA6bx7j2Sy1HDXFw7ye3KX-jR3gUsZbktWXUduXL4V56bBN7zH_LSgUaLgXZYzYC 14 9-0-0 14-11-0 20-2-13 _r 26-0-0 28.1-2 35-0-0 36-0-Q 5.11-0 �— 5-3-13 5-9-3 2-1-2 6-10-14 -0-d Scale=1:60.5 48 = 2x3 ll 34 = 4x4 = 4x8 — 2x3 4.00 F12 2x3 4 P6 5 6 7 27 8 9 3 28 25 29 <b 24 m 10 11 fo 17 16 15 14 13 12 3x4 — 34 = 6x8 — 3x4 = 3x6 = 3x4 36 = 14-11 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matdx-MS Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2i li 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 23t4 SP N0.3 II REACTIONS. rib/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 flax Horz 2=-97(LC 10) Max Uplift 2= 235(LC 12), 15— 1439(LC 12), 10= 799(LC 12) yEMax Grav 2=467(LC 17), 15=1596(LC 1). 10=685(LC 22) FORCES. (lb) -'Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-639/108, 3-4= 396/0, 4-5=-967/776, 5-7=-967/776, 7-8=-454/938, 8-9=-1009/1884, 9-10=-1265/2154 BOT CHORD �F-17=0/652, 15-17--0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971/1174 WEBS �3-17=-372/461, 4-17=-272/451, 4-15=-10B7/1002, 5-15= 336/386, 7-14=-766/399, 14— 580/997, 8-12=-958/447, 9-12=-358/600, 7-15=-1329/2190 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE rr10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f1; B=7011; L=351t eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL 1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has�;been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between) the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=235, 15=14 ,9, 10=799. Wafter P. Finn PE No,22839 6MITek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33010 Data, March 22,2018 I ® WARNING., Design valid f wiry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE use only with tfffekO connectots. This design Is based only upon txitameiets 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 is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW building deslg Is always requit Bracing indicated prevent of d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYI� lek• 6904 Parke East Blvd. fabrication, star go, delivery, erection and bracing of trusses and truss systems, seeANS&VI1 CuatBy CrBoda, DSO-89 and SCSI Sul cIV Component Safo Inliolmcit flavailabie from Truss Plate Insfilute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type city Ply THE WINDSOR �ob. T135696G1 fy111392 Al SPECIAL 1 1 Job Reference (optional) Chambers Truss, I'iic-, Fort Pierce, FL BA30 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:06 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-BdcDiCaDVBeO6nTjvol KfpgX?NVK4xWep?Q56?zYQiB 8.6-0 11-0-0 14-9-0 _. 19-8.14 24-0-0 27.4.7 35-0-0 —�--- 1-0- 8.6-0 2-6-0 3-9.0 4-11-14 4-3-2 3-4-7 7-7-9 Scale = 1:61.3 I 5x6 = 2x3 11 3x4 = 5x6 = 4.00 12 4 21 5 6 22 7 2x3 2x3 3 8 20 _ --�`�� 23 C6 I o 2 —J�� 11 9 10 1 ri 7x8 MT18HS = )`" — o d 13 12 3x6 = 3x5 = 5x8 MT18HS = 3x12 zz 2.00 12 I 10-0-0 14-9.0 24-6-8 _ 35.0-0 10-0-0 4-9.Oy 9-9-6 _ 10-5.8 Plate Offsets X - 2:0-0-2,Ed e, 9:0-1-15Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0,0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Weight: 155lb FT = 20% LUMBER- BRACING - TOP CHORD 2)' SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 4 SP No.3 REACTIONS. (10,/size) 2=134910-8-0, 9=134910-8-0 x Horz 2= 117(LC 10) x Uplift 2=-825(LC 12), 9— 825(LC 12) tax. FORCES. (fb) CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3209/2102, 3-4=-0006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7= 4643/2994, 8=-5324l3364,8-9=-5751/3700 BOT CHORD ;-13=-1883/3007, 12-13— 1591/2657, 11-12=-2456/3908, 9-11= 3442/5478 WEBS 5-13=-425/410, 4-13=-354/571, 4-12= 3621617, 5-12=-269/279,6-12=-1034/712, 11=-373/892, 7-11=-897/1523, 8-11= 4041435 NOTES- 1) Unbalanced to f live loads have been considered for this design. 2) Wind: ASCE 7 10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; 6=70ft L=3511; eave=5ft•, Cat. II; Exp C; Encl.' GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and 1 orces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ ate drainage to prevent water ponding. 4) All plates are 5) This truss has 11II 20 plates unless otherwise Indicated. Jeen 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 [,he bottom chord and any other members. 7) Bearing at joint(S) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 9=825. Walter P. Finn PE No12839 Wrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,201 f ® WARNING- Veiity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII.7473 rev- f0,W/2015 BEFORE USE Design valid lot' se only with MiielM connectots. This design Is based only upon parameters shown, and Is fot an Individual building component, not the design and Incorporate Vs design Into the overall ��' a truss system. building design), fore use, the building designer must verify applicability of parameters properly Bracing Indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requite for stabaity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication,d star ige. effvery, erection and bracing of trusses and inisssystems. seeANsVWI► CualltyCrCorlo, D9849 and BCSI Building Component Tampa, FL 33610 Safoty6Hermatka3vallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. III Jpb Truss Truss Type Qty Ply THE WINDSOR T13569662 11*392 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, I''c., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:07 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-fpAbvYbrGUmFjx2vTVYZBODhBnrxpNMn2f9eeRzYQiA 1-6- )10- 8-6-0 13-0.0 14-9-0 22-0-0 27-4-7 -'-i-9-0 }-- 35.0.0 �6_ 0 '1-0-0' 8-6-0 4-6-07-3-0 5-4-7 7-7-9 Scale=1:61.3 5x6 = 3x4 = 5x8 = 4.00 F12 4 21 5 22 6' 2x3 \\ 2x3 a 3 7 20 2 10 11 B 9 t2 r ;1 ,'i 7x8MT16HS= 3x4 = Im o 6 13 12 3x4 — 5x8 = 3x12 = 3x6 = 2.00 12 10.0-0 14-9-0 22-0-0 24-6-8 35.0.0 10.0-0 4-9-0 73-0 2-6-6 10-5-8 Plate Offsets X,Y 1 - 2:0-0-6,Edge), (6:0-4-0,0-2 31, 8:0-1-15 E, dgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(ILL) 0.72 10 >585 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BG 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 `, Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a n/a ✓3CDL 10.0 i Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purfins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2xSP No.3 G/size) EACTIONS. (I 2=1349/0-8-0, 8=1349/0-8-0 Mn Horz 2=136(LC 11) M' Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. OP CHORD 213= 3211/2064, 3-4=-3017/1998, 4-5= 2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 718= 5759/3665 BOT CHORD 2 13=-1847(3GO8, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, E 10_ 3410/5485 WEBS �13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11= 465/925, 111— 391/277, 6-10— 1318/2268, 7-10=-5031530 NOTES- i) Unbalanced roc f live loads have been considered for this design. 2) Wind: ASCE 7- l); Vutt=165mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35tt eave=5ft; Cat. II; Exp C; Encl., IGCpf=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6.0 to 36-0-0 zone;C-C for members and f 'ices & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ le drainage to prevent water ponding. 4) All plates are MI 20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ) ' This truss hasi 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 tit between he bottom chord and any other members. 7) Bearing at joint s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bear � Fig surface. 8) Provide mecharcal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=825, 8=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,201 i ® WARNING - Ve !y deslgn parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE afll-7473 rev. 10/03/2015 BEFORE USE Design valid for i se only with MiSekb connectors. This design is based only upon paromeferc shown, and Is tot on Individual building component, not a truss system. Bi (ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is 10 buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` building design. prevent of Is always require for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the storase, delivery, erection and bracing of trusses and truss systems, seeAtiirsu p/T GaalBy Crtieda, DSB-09 and BCSI suldiny Component ParkeEast 6904 Parke East Blvd.fabrication, Safetyrntormatl rh3vollabte from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria, VA 22314. Tampa, II Job r Truss Truss Type Qty Ply THE WINDSOR T13569663 1f392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, 1''c., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:08 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-70kz6LicT1 ou6L5d61 D3okEmtrABCYrBwG}JvBA1zYQi9 • 1-0- 8-6-0 15.0.0 _ 20-0.0 24-6-8 27-4-7 35-0-04._ ys I 0- 6-6.0 8.6.0 -- - 5-0.0 4-6-8 2 1-5 Scale = 1:62.3 I 4.00 12 5x6 = 05 = 5 6 i3x4 5x6 ZZ 4x6 7 5x6 4 8 3 22 21 jI rn 11 2 10 1 12 7x8 MT18HS = Ira 11 0 4x8 14 13 3x12 ZZ 3x5 2x3 II 5x6 = 2.00 12 II 8-6-0 14.9-0 20-0-0 24-6-8 35-0-0 16.8 8.6-0 6-3.0 5-3-0 10-5-8 Plate Offsets X, 2:0-1.6,Edge], [3:0-3-0,Edge], [8:0-3-0,0-3-0], [9:0-1-15,Edge] — LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (IoG) 1/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.97 11-20 >432 180 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix MS Weight: 1601b FT = 20% LUMBER- BRACING - TOP CHORD 2>�4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD 2 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 4 SP No.3 WEBS 1 Row at midpt 7-12 I REACTIONS. (bsize) 2=1349/0-8-0, 9=1349/0-8-0 ax Harz 2=-155(LC 10) ax Uplift 2=-825(LC 12), 9= 825(LC 12) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 0,-9= 5720/3554 BOT CHORD 2-14_ 181713046, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=-2935/5103, 9 11=-3302(5445 WEBS -14=0/329, 4-13= 897/636, 5-12=316/661, 6-12= 317/616, 7-12=-2727/1643, 11= 107211939, 8-11=-390/391 NOTES- 1) Unbalanced to 34 live loads have been considered for this design. 2) Wind: ASCE 7 i0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; 8=70ft L=351t; eave=5ft; Cat. II; Exp C; Encl l GCpt=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 36-0-0 zone;C-C for members and,' rces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has �ieen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss ha§I 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) Bearing at join (s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of be nng surface. 8) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=825, 9=825. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cart 6634 604 Parke East Blvd. Tampa FL 33610 Date: March 22,201£ ® WARNING - u V ruy design parameters and READ NOTES ON THIS AND INCLUDED IIfITEK REFERANCE PAGE MU-7473 ray. 101=015 BEFORE USE - Design valid fo �tse only with MITekt connectots. This design Is based only upon parameters shown, and Is for an Individual building component, rot a buss system. fore use. the bullding designer must verity the ar.,01coblilty of design parareters and properly Incorporate this design Into the overall truss only. Additional temporary and permanent bracing MiTek' building design Is always requir, . Bracing Indicated Is to prevent buckling of individual web and/or chord members .d for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, stu age, delivery, erection and bracing o1 trusses and muss systems, se.eANSUMil QuaBtyCftda, DSB-09 and SCSI BuMg Componont Tampa, FL 33610 Safofyfnloun raIbrxrvaliable from truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 11 I hl Uob' Truss Type Qty Ply THE WINDSORT13569664 lL1'1392 TTA4 SPECIAL 1 1Job Reference o [TonalChambers Truss, ' c., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:09 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bCI LKEc6o61 zzFClawal HR12naXQHF54VyeliJzYQi8 11 0 •'f-0- 8.6.0 id-9.0 17-0-0 8-0.0 24.6.8 27-4-7 35-0.0 6-0- '-�— --� i �•0.0 7-7-9 i-0-0 8-6.0 6-3.0 2-3-0 6.6.8 29-15 Scale = 1:62.3 4.00 12 5x6 = 4x6 = 2x3 II 6 7 5 5x6 3x6 % 46 3x4 % 8 4 9 20 3 10 23 - _ 24 i)I l� _ 13 11 12 � n 2 7-1 7x8 MT18HS = M o 14 _ O 16 15 3x12 3x5 2x3 11 5x8 = 2.00 12 3x12 = 8-6-0 14-9.0 18.0-0 24-6-8 35-0-0 �� 8-6-0 6-3.0 r 3.3-0 6-6-8 10-5-8 Plate OffsetsX, -- 2:0-1-6,Edge], [9:03 ,Edge], [11:0-1-15,E_dael LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 Rep Stress Mor YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code F802017/rP12014 Matrix -MS Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. BOT CHORD 2 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2)' SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (I I/size) 2=1349/0-8-0, 11=134910-8-0 ax Horz 2=-175(LC 10) x Uplift 2-825(LC 12), 11=825(LC 12) lax. FORCES, (Ib) Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3253/1989, 3-5=-2435/1560, 5-6= 2399/1639, 6-7= 2217/1501, 78=-2380/1519, 8-10=-5361/3228,10-11=-5716/3480 BOT CHORD-16=-177613045, 15-16=-1776/3045, 14-'15=-1117/2168, 13-14=-2920/5154, 1-13= 3232/5441 WEBS-16=01334, 3-15=882/614, 5-15=-238/254, 7-14=-163/427, 6-14= 309/604, -15=-315/409, 8-14=-3146/1901, 8-13= 1034/1946, 10-13=-3431333 INOTES- 1) Unbalanced ro f live loads have been considered for this design. 2) Wind: ASCE 7yyy10; Vult=165mph (3-second gust) Vasd=128mph; TCDL-_1.2psf; BCDL=3.Opsf; h=15ft; 8=70ft; L=351t; eave=5ft; Cat. 11; Exp C; Encl. plGCpi=0.18; MWFRS (directional) and C-C Exlerfor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and I?rces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ a drainage to prevent water ponding. 4) All plates are 20 plates unless otherwise indicated. has designed for 10.0 bottom chord live load nonconcurrenl with any other live loads. 15) This truss been a psf 6) ' This truss ha&Ibeen 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) Bearing at join 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify i(s) capacity of be ng surface. 8) Provide mech Ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 11=8251. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 13610 Date: March 22,201 f 0 WARNING. ve� try daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 1010312015 BEFORE USE. ' Design valid tot se only wlih tvSBel.r'ra connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. B building daslgn: fore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required 1&acing prevent for slabliily 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, SeeANSUrPIr GuaByClueft DSBd9 and BCSI BUMI Component 6904 Parke East Blvd. Safety rnfoanatIoonavallable from Truss Plate Institute, 218 IJ. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 PSI i h Jib Truss Truss Type Qty Ply T13569G65 ft�11$92 A5 SPECIAL 16 1 ITHEAVINDSOR Job Reference (optional) Chambers Truss, I nc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:10 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-30sjXZdkZP9gaOnU8d5GpfrA3_tBOm_DkcOIFmzYQi7 1-0-0 8-6-0 14-9-0 17-6.0 24-6.8 27.4-7 35-0-0 6-0-4 8-6-0 6-3-0 2-9-0 7-0.8 2-9-15 7-7-9 1-0.0 Scale = 1:60.3 I 4.00 12 6X8 11 2x3 II 6 225 23 2x3 11 3x6 i 5x6 WB zZ 3x4 % 7 4 8 2x3 3 9 I'�21 24 2 1210 N 1 ri 26 7x10 MT18HS = lm o P5 6 14 13 3x5 = 2x3 11 5x10 = 2.00 12 3x12 zz 8-6-0 14-9.0 24.6.8 35-0-0 8-6-0 6-3-0 9-9-8 10-5-8 Offsets (X Y)'-- f2:0-1-6,Edge], [8:0-3-0,Edge] [10.0-1-15 Edge] (Plate LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a �CLL CDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 160lb FT=20% UMBER- BRACING - TOP CHORD 2x SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1- „8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x� SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x SP No.3 "Except' 1 6- 2: 2x4 SP M 30 OTHERS 2xl SP No.3 FACTIONS. (it /size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-179(LC 10) Mix Uplift 2= 825(LC 12), 10-825(LC 12) FORCES. (ib) - lax. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. jrOF CHORD 2-3— 3247/2112, 3-5=-2449/1679, 5-6— 2397M763, 6-7=-5452/3624, 7-9— 5398/3482, 5732/3689 POT CHORD r10— 14=1865/304O, 13.14-1665/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 14=0/303, 3-13=861/619, 5-13-216/264, 6-13=-300/527, 6-12=-2247/3526, 12-323/388, 9-12-321/306 NOTES- t) Unbalanced rot five loads have been considered for this design. 2) Wind: ASCE 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf-, h=15ft; 8=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 All plates are 20 plates unless otherwise indicated. 4) This truss has designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss hall Teen been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will tit between Tie bottom chord and any other members, with BCDL = 10.0psf. Bearing at joint s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bea ng surface. Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=825,10=825 Walter P. Finn PE No22838 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,201 F ® WARNING - Vo Illy design parameter's and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE ' Design vaild for, se only With MiTeka connectors. This design Is based only upon patamefers.,hoWn, 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 buckling Individual truss chord members only. Additlonat temporary and permanent bracing MOW building designd' Is always require fabrication, storage, acing Indicated Is to prevent of web and/or for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSUIPIf GaalHy Ciftnia, DSB-89 and BCSI Buldfeg Component 6904 Parke East Blvd. Sar®ty Wormort5 aikrble from Truss Plate institute. 218 N. Lee Street. Suite 312, Alexandda. VA 22;i14. Tampa, FL 33610 11 lob Truss Truss Type Qty Ply R T13569666 N11392 ATA COMMON 5 1 �THEWIN08 Job Reference (optional) Chambers Truss, 1> 1c., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:11 2018 Page 1 ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-XbQ6lveMKjHhCYMgiLcVMsOOlOH61FeNyG7rnCzYQi6 10 ]1-0-0 8.4-0 12-11-0 17.6.0 22.1_0 26.8.0 35-0-0 36-00, ~^---' 8-4-0 1-0-o --4.7-0 — 8-4-0 4-7.0 4-7-0----� a-7-o Scale = 1:59.5 4.00 12 4x4 = 6 2x3 II 25 26 27 28 2x3 II 3x6 % 5 7 3x6 3x4 q 8 3x4 % i 9 3 29 24 10 ti 'a id O 16 30 31 13 i7 15 14 i2 20 II 46 = 3x8 = 2x3 11 3x6 = 3x6 = 3x8 = 46 = 'I 8-4-0 12-11-022-1-0 26-8-0 35-0.0 _ 8-4-0 4-7.07.0 9-2.0 4-7-0 8-4-0 Plate Offsets (X,Y)--- j2:0.0-2�Edge] [10 0.0-2 Edgel CSI. _ DEFL. In (loc) Well Ud PLATES GRIP LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1661b FT = 0% (LUMBER BRACING - TOP r 40Pn Rtnrrtrrral wond sheathina directly aaDlied or 3-1-15 oc Dudins. IT — --- BOT CHORD 2 SP M 30 WEBS 2 SP No.3 (REACTIONS. (11'size) 2=1399/0-8-0, 1 0=1 399/0-8-0 Max Horz 2=-179(LC 10) ix Uplift 2=-775(LC 12), 10=-775(LC 12) I' BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. FORCES. (Ib) (Vlax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. (TOP CHORD 2(3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, -10=-3404/1963 BOT CHORD 2i 17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14= 1739/3188, EBS 110-12— 1739/3188 �14= 560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 Unbalanced to live loads have been considered for this design. Wind: ASCE 7. 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsF h=15ft; B=70ft L=35ft; eave=6ft; Cat. II; Exp C; Encl. ! iGCpi=O.l8; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17.6-0 to 21-0-0 zone;C- for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 100.01b AC uni load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. This truss has 'teen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss ha '(been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. Provide mecha Ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=775, 10=775,: Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert 6834 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING. ✓' fat NIy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Miteh0 connectots. This design Is based only upon {�ameters Shown. and is tot on Individual building component, not ' Design valid a truss system. EI�SSSSSSfore building design se only with use, the building designer must verify the applicability of design parameters and properly Incorporate thisdesign Into the overall Bracing Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required fabdcation, star for stability and to prevent collapse with possible personal Inluty and property damage. For general guidance regarding the ##13c e, dellvery. erection and bracing of trusses and truss systems, seeANSI/IWII Gualgy CrEeda, DSB•E9 and BCSI BuSd/ng Componanf 6904 Padre East Blvd. safety InformalJbrlavallable from Russ Plate Institute, 218 N. Lee Street Suite 312, AJexandda. VA 22314. Tampa, FL 33610 b Truss Truss Type Qty Ply THEWINDSOR T13569667 NA 11392 r B COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.130 Is Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:12 2018 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-?n_UyFf_41 PYgixtG28ku4wc?ohOUiFW BwtPJezYQi5 1-9- 8-3-5 14-0-0 17 6-0 21-0-0 26-8-11 35-0-0 $6-0-Q —3.6-0 --1 0 Q 0 8.3-5 5-8-11 3.6-0 5-8-11 8-3-5 1.0 Scale=1:59.3 3x6 = 4.00 12 6 2x3 II 2x3 11 5 7 3x6 3x6 3x4 4 8 3x4 3 9 i 24 �25 10 11 t2 2 to 1 0 _ _ 17 16 15 14 13 12 2x3 II 3x6 = 3x4 = 3x4 - 3x6 = 2x3 11 3x4 = 3x4 = B-3-5 14-0-0 21-0-0 IN8 11 35_ .5 r 8-3-5 ---r 5-8-11 T— 7-0-0 5-8-11 83-5 IPlate Offsets (X-- [2:0-2-6 Edge], [6:0-3-0,Edge], 10:0-2-6,Edge] __ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ((oc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Verl(CT) -0.24 17-20 >715 180 BCLL 0.0 ! Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 li Code FOC2017ITP12014 Matrix -MS Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 24 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2, ;4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 4 SP No.3 REACTIONS. .III bearings 0-8-0. (lb) - ax Horz 2=-179(LC 10) ax Uplift All uplift 100 lb or less at joint(s) except 2= 371(LC 12), 15=-453(LC 12), 14=453(LC 12), 10= 371(LC 12) ax Grav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (Ib) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -3=-945/572, 5-6=-181/256, G-7— 1811258, 9-10— 945/574 BOT CHORD 17=-407/678, 15-17= 407/878, 12-14= 393/858, 10-12=-393/858 WEBS -17=-5/301, 3-15=-819/591, 5-15=-277/325, 7-14=-277/326, 9-14= 819/592, -12=-5/301 NOTES- 1) Unbalanced to: f live loads have been considered for this design. 2) Wind: ASCE 7',i0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35ft eave=5ft; Cat. II; Ecp Q Encl'. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-6-0, Exterfor(2) 17-6-0 to 21-0-0 zone;C!C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss ha been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between , the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb upiift.at joint 15, 453 lb iipfift at joint 14 and 371 lb uplift at joint 10. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cort 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,201 F ® WARNING - V, q rilydesign parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE -- ' Design Vaild fa se only Vitth MliekV connectots. this design Is based only upon parameters dimm, and is for an individual building component, not a muss sysk+m. , tote use, the building designer must verify the appllcablllty, of design parantelers and properly Incorporate this design Into the overall Additional lemporary and permanent bracing MOW building design' &acing Indicated Is to prevent trickling of Individual truss web and/or chord members only. is always requir fabrication. slo d for stability and to prevent collapse wilh possible personal injury and property damage. for general guidance regarding the ge. delivery, erection and bracing of trusses and truss systems, seeANSUTP11 Qua[ByCrlfoda, DS8,89 and SCSI BufldbigComponent 6904 Parke East Blvd. Satiety fnformatfbnavoflable from buss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, Fl. 3WI0 Job Truss Truss Type Oty Ply T13569668 t�114392 BHA BOSTON HIP 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, h 1c., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:13 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-UzXsAbfcrKXPRsV3pmfzRHT14B_kD89gQacyr5zYQi4 15.6.0 21-6-0 - 1-0- 110- 7-0-0 9-6-0 I 11-6 -0 .6D1�{7-6-0 19.6-0 21-0 -0 -28-0-0 35.0.0 9 b.z-obi-s-oc 2o6 2oo z•s-o 7-0-0 1-0-0 2.0-0 .0 7-0-0 2.0o+2-1so Scale=1:62.4 4.00 Fl2 4x4 = 57 15 58 17 56 12 59 3x6 54 55 9 20 60 22 3x6 g 5x12 % 53 4 6 x6 = 3x4 - 2431 5x12 26 3 11 1 ! 19 1 2g 627 --3 - �t3 : 18 N --� -- 63 — 14 52 u'1 2 2829�N L a Im 0 o - 42 43 34 4d 45 46 47 48 49 31 50 51 35 33 32 30 3x6 = 6x8 = 6x8 = 36 = 3x4 = 3x = i 7-0-0 !j 21-0-0 2 0 35-0-0 _{ 7-0-0 7-0-0 7-0-0 7-0--0- 0 T 7-0-0 _ Plate Offsets X - 32:0-3-8 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Lid PLATES GRIP TCLL 20.0 ! Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT2o 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Weight: 208lb FT=0% LUMBER- BRACING - TOP CHORD 2,' SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc puffins. BOT CHORD 2 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. If bearings 0-8-0. (lb) - ax Harz 2=179(LC 7) x Uplift All uplift 100 lb or less at joint(s) except 2= 565(LC 8), 33= 1269(LC 8), 32=-1017(LC 8), 28=-434(LC 8) x Grav All reactions 250 lb or less at joints) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 169211103, 3-4=-105/259, 27-28=-11291710, 3-5= 441/520, 5-7=-436/514, -10=-436/514, 10-11= 4361514, 11-13= 436/514, 13-16=-436/514, 16-18=-4361514, 8-19= 436/514, 19-21=-382/412, 21-23=-362/412, 23-25=-382/412, 25-27=-387/416 135=-939fl572, BOT CHORD 33-35= 909/1484, 32-33=-3821400, 30-32=-575/1004, 28-30— 568/1039 WEBS -35— 191/649, 27-30=0/451, 3-33= 2090/1523, 11-33= 810/782, 19-32=-7721745, 7-32=-1484/1044, 9-10= 4631453, 20-21= 462/454 NOTES- if 1) Unbalanced rc live loads have been considered for this design. 2) Wind: ASCE 10; Vint=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Enci GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq to drainage to prevent water ponding. 4) All plates are C3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss hali 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 'the will tit betwee bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at joint 33, 10171 uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical purl 1 representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb down and 206 Ib up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206 lb up at 19-11 , 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at Walter P. Finn PE No.12839 25-11-4, and I" lb down and 206 lb up at 27-11-4 on top chord, and 373lb down and 236lb up at 7-0-0, 69 lb down at 9-0-12, 69 617ekUSA, Inc. FLCott 6934 lb down at 11 -12, 69 lb down at 13-0-12; 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 6904Parke East Blvd. Tampa FL 33610 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord. The design/seection of such connection device(s) is the responsibility of others. Dom' 10) In the LOAD; ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). March 22,201 f ® WARNING - lhiNfy II design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. " L.sign valid f fuse only with fA feW cohneciars. this design V based only upon parameters shown, and is for on individual building component, not a truss system.)B destg, Acre use. the building designer must verify the appllcatAlity of design parameiers and property 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 flttlOW building Is always requli ; prevent cl for siabllity and to proven] collapse with possible personal Injury and property damage. For general guidance regarding the fabricaltom sto gge, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII QuaMy Crftoda, DSO-09 and BC91 Sugd/ng Componant 6904 Parke East Blvd. Tampa, FL 33610 SafW Intoirno vallabte from Trust Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. I� 1§92 Type BHA I BOSTON HIP T13569668 AD CASE(S) Dead + Roof LI Uniform Loads Vert: 3 Concentrated t Vert: 3 54=-1- Pierce, (balanced): Lumber Increase=1.25, Plate Increase=1.25 1-3= 54, 3-15=-54, 15-27— 54, 27-29= 54 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:14 2013 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-y95ENxgEcefG304FNTAC_VOwpbKzybOpfEMW OXzYQi3 r3(F) 30=-23(F) 42� 23(F) 43_ 23(F) 44=-23(F) 45= 23(F) 46=-23(F) 47=-23(F) 48= 23(F) 49=-23(F) 50=-23(F) 51=-23(F) 52= 169(F) 53— 118(F) 55— 118(F) 56= 118(F) 57— 118(F) 58=-118(F) 59=-118(F) 60=-118(F) 61=-118(F) 62=-118(F) 63= 118(F) ® WARNING. J city design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE WI.7473 rev. 10/0312015 BEFORE USE �� Resign valid to se Doty with Mltek3 connectors. fits design M based only upon parameters shown, and is rot an lndlvtdual building component. hot a truss system. -fore 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 pennanent bracing Welk' is always reyuir d for stability and to prevent collapse with possible personal injury, and property damage. For general guidance regarding the 6904 Parke East Blvd. i fobdcatlon, sto uge, delivery, erection and bracing of trusses and buss systems, seeAMSUfPR Ctral/tyCtMeda, D8B-09 and ACS/ Bu9dingComponenf Tampa, FL 33610 Sofety►nfienno .tomvallabte from Truss Plate Institute, 218 N. Lee Street suite 312. Alexandria. VA 22314. I '�I Truss Type Qty pit y THE WINDSOR T13569669 J'ob - Truss t�111,392 GRA HIP 1 1 Job Reference (optional) Chambers Truss, I''c., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:15 2018 Page 1 ID: HDXFw7ye3KX-QMfcaHhsNyn7hAf5xBhRW iY_m?eC1lzGytu53wzzYQi2 10-0 _ktiGCA6bx72Syl 7-0.0 14-1i -0 21-5.2 i _ _ 28.0.0 35-0-0 36-0-9 6-6-2 6-6-14 7-0-0 0-0 7-0.0 7-11-0 Scale = 1:60.3 4.0 5x8 MT18HS = 4x8 = 12 3x5 I I 3x6 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 N N 2 to oil I O 15 33 34 14 35 13 36 37 38 1239 11 40 41 10 3x4 = I 2x3 11 3x6 = 5x12 = 3x4 = 46 = 2x3 I I 3x5 = 14-11-0 21-5-2 28-0-0 35-0-0 -- 7-0-0 1 6-6-14 7.0-0 7-0-0 7-11-0 6-6-2 Plate Offsets X, =[3:0-5-4t0-2 S1L[6:0-3-8 0-2-01,[7:0-5-4,0-2-41,[13:0-2-0 0-3-0] CS1. DEFL. in (loc) Well Ud PLATES GRIP LOADING (pst) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vett(LL) 0.30 10-21 >792 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 10-12 >812 180 MT18HS 2441190 BCLL ' 0.0 Rep Stress Incr NO W B 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 153 lb FT = 20% LUMBER- TOP CHORD 2x4 I BRACING - SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc pudins. BOT CHORD 2) 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 *Except` WEBS 1 Row at midpt 6-13 4. �3: 2x6 SP No.2 2 Rows at 1/3 pts 3-13 REACTIONS. (I /size) 2=750/0-8-0, 13=3223/0-8-0, 8=122510-8-0 Horz 2=-78(LC 6) x Uplift 2=A48(LC 8), 13= 2442(LC 8), 8= 1159(LC 8) x Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) -'lllax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -3= 1534/729, 3-4=-1052/1347,.4-6= 1052/1347, 6-7=-1946/l834, 7-8= 2978/2565 BOT CHORD -15=-586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 0=-2329/2789 WEBS 13-1 -15=-1591733, 3-13=-2917/1869, 4-13= 848/801, 6-13=-3504/3050, 6-12=-430/666, -12— 940/731, 7-10= 489169D NOTES- 1) Unbalanced r f live loads have been considered for this design. 2) Wind: ASCE 10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=15ft; B=70ft; L=351t; eave=5ft; Cat. 11; Exp C; Encl ` GCpi=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq to drainage to prevent water ponding. 4) All plates are T20 plates unless otherwise indicated. 5) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss h � 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 be wee ]the bottom chord and any other members. 7) Provide meth 1cal connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at joint 13 and 1 diner 9 lb uplift at joint 8. 8) Hanger(s) or connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb d " and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 155 Ib up, t 15-0-12, 90 lb dawn and 155 lb up at 1 r-0-12, 901b down and 155 Ib up at 17-11-4, 90 Ib down and 155 Ib up at 19-11-4, 90 lb i own and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 Ib down a ' d 329 Ib up at 28-0-0 on top chord, and 4521b down and 263 Ib up at 7-0-0, 63 Ib down and 3 Ib up at 9-0-12, 631b down and 3 Ib up at 11-0-12, 631b down and 3 Ib up at 13-0-12, 63 Ib down and 3 Ib up at 15-0-12, 63 Ib down and 3 Ib up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 Ib up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and WalterP. Finn PE No,22838 3 lb up at 23- 1-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The MITek USA, Inc. FL Carle834 deslgtVselectic i i of such connection device(s) is the responsibility of others. 6904 Parke Eaat Blvd, Tampa FL 33610 9) In the LOAD C, kSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASES) ,Standard March 22,201 f ® WARNING - erify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE AN-7473 rev. 1010312015 BEFORE USE. � Qesign vafld i use only With IvIffekV 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 fhis design into the overall only. Additional temporary and permanent bracing MiTek` building desigr i Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members Ls always requl fabdcatI ' u." for slabllity and to prevent collapse with possible personal InJury and property damage. for general guidance regarding the ge, delivery, erection and bracing of trusses and truss systems, soeANSINPI i QuallyCilara, DSB-89 and BCSI Bagdlag Componcon IF 6904 Parke East Blvd. Safety M101mc Ilipinvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 1I 1GRA HIP 'r 1 1 1 T13569669 1392 I .. _ - . .. .. OAD CASE(S) Dead + Roof I Uniform Load! Vert: Concentrated Vert: 8.130 s Mar l l 2018 MiTek Industries, Inc. Thu Mar 22 09:13:15 2018 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-QMfeaHhsNyn7hAfSxBhRWiY_m?eChzGytu53wzzYQi2 Lumber Increase=1.25, Plate Increase=1.25 =-54, 3-7=-54, 7-9-54, 16-19=-20 ads (lb) 147(B) 7— 147(B) 15=-452(131) 13-40(B) 4= 90(B) 10_ 452(B) 22=-90(B) 23= 90(B) 24=-90(B) 26=-90(B) 27=-90(B) 28-90(B) 30= 90(B) 31=-90(B) 3) 33=-40(B) 34=-40(B) 35=-40(B) 36-40(B) 37=-40(B) 38= 40(B) 39=-40(B) 40= 40(B) 41=-40(B) ® WARNING -,verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE. ' Design Valid f use only with MITeW connectors. This design Is based only upon potamefeta shown, and Is for an individual building component, nat a truss syslern .fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p�T building deslD . Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi 1®k` Is always reyul for sk�biltty and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the tobrtca Il r st e, delivery, erection and bracing of trusses and truss sysleins, se0ANSUTPII auaIDyCriteria, DSO-89 and SCSI Brlld(ng Component 6904 Parke East Blvd. Safety rntanna reavallabte from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 � rr 1992 J1 hambers Truss, 1C., Fc MONO TRUSS Sty IPly 1 ITHE WINDSOR FL 8.130 s Mar 112018 MiTek Indus ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-QMfcaHll: -1-0-0 1-0.0 100 — 100 3x4 = (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 20.0 Plate Grip DOL 1.25 TIC 0.18 Vert(LL) -0.00 5 >999 240 7.0 ', Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 0.0 'i Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a 10.0 Code FBC2017/TPI2014 Matrix -MP BER- CHORD. CHORD ORCES. (lb) - I NOTES- 1) Wind: ASCE 7• It; Exp C; Encl.. shown; Lumbei 2) This truss has 3) ' This truss hai will fit between ,4) Refer to girderl 5) Provide mecha joint 2. I BRACING- SP No.3 TOP CHORD SP No.3 BOT CHORD >ize) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical ( Horz 2=48(LC 12) ( Uplift 3=-4(LC 9), 2— 140(LC 12) ( Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) ax. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. T13569670 22 09:13:15 Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. i- Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; 13=701t; L=35ft; eave=61t; Cat. ,Cpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions OL=1.60 plate grip DOL=1.60 :n designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. een 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 a bottom chord and any other members. for truss to truss connections. :at connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at Walter P. Finn PE No.22839 &%Tek USA, Inc. FL Cert GG34 G904 Parke East Blvd. Tampa FL 33G10 Data: March 22,2018 A WARNING - V .1i11y design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Is for Individual building component, not ' Design valid fot-B e aniy with milem cohheciors. ]Ns design Is based only Upon parameters shown, and an a truss system,are building designracing use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to prevent buckling of Individual Iruss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always requlrfor fabrication. stoe, stability and to prevent collapse wlih possible personal Injury aril property damage. For general guidance regarding the delivery. erection and bracing of trusses and truss systems, seeANSWIi CuaifyCtfeda, DSO.89 and SCSI BufdLig Component Tamp Parke East Sahty lntoan nvadable from Truss Plate Institute, 218 N. Lee Street. ,Suite 31'L. Alexandria, VA 22314. 0 Tampa. FL 33610 T13569671 t392 J3 hambers Truss, I(ric., Fc MONO TRUSS 18 1 1 fierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:16 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-uYD?odiVBFvzJJEeVuCg3w5LNP6_Qf4f -1-0-0 3-0-0 1-0-0 3-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.26 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD x4 SP No.3 REACTIONS. qI6/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical f�ax Horz 2=85(LC 12) , ax Uplift 3=-54(LC 12), 2= 147(LC 12), 4— 4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) JIhlax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 1 Scale = 1:9A Weight: 11 lb FT = 0°c BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pur(ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASIDE -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=351t; eave=6fh Cat. II; Exp C; Enc'�, GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 zone;C-C for members an II ones & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss ha !been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss h' �s been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweei I the bottom chord and any other members. 4) Refer to girde(s) for truss to truss connections. 5) Provide mecfq I ical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 147lb uplift at joint 2 and 4 lb upi ,it at joint 4. Walter P. Finn PE No.22838 61iTek USA, Inc. FL Cart 6834 6604 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING Verify design panunefers and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE �tI, Design valid tot use only with MITekS connectors. fits design Is based only upon parameters bbown, cnd is for an Individual building component hot a truss syslen��J Before use. the bultding 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 damage. For regarding the MiTek Is always required for stability and to prevent collapse with possible personal injury and property general guidance fabrication, s orage, delivery, erection and bracing of trusses and truss systems, seeAAWWIr Quaffy Cdfeda, DS8-89 and BC91 Bulfdfrig Component Sahty fnforalof anivaltabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa. FL 33610 J5 MONO TRUSS Oty IPly ITHE WINDSOR T13569672 Truss, Fort Pierce, FL 8.130 s Mar l l 2ot8 MI i eK inaustnes, Inc. i nu rviar ze I D:_kfiGCA6bx7j2Sy 1 HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7dNc I -1.0-0 — -- 5 --f 1-0-0 -0.0 3x4 = 2018 Scale = 1 A 2.7 5-0-0 LOADING (psi) I SPACING- _ 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 ; Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2I 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD 2 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. FORCES. (lb) NOTES- 1) Wind: ASCE II; Exp C; Err members an 2) This truss ha 3) ' This truss t will fit betwe( 4) Refer to gird) 5) Provide mec joint 2 and 9 ze) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Horz 2=123(LC 12) Uplift 3=-104(LC 12), 2= 177(LC 12), 4= 9(LC 12) Gram 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL--3.0psf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0,Interior(1) 2-6-0 to 4-11-8 zone;C-C for orces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 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 the bottom chord and any other members. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 ib uplift at uplift at joint 4. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 ® WARNING -. f, erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. use with hiRekb cohhectom This design Is based only upon parameters shown, and Is for an Individual building component, not � Design valid a truss system only fore use, the building designer must verify the applicobility of design parameters and properly incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mew is always requ fabrication, st ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the age, delivery, erection and bracing of trusses and truss systems, seeANSVW11 Qualify C1fJarra, DSO-89 and BCSI BBOdhg Component East Blvd. 6904 Parke East Parke Scalylntolm lornvalloble from Truss Plate Insllfute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Ta 33610 r^Pa, 1392 11 JJ7 MONO TRUSS 24 T13569673 Truss,. Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:17 2018 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7dRbpO696KFLCaA 1-0-0 7-0-0 --- i 1-0.0 7-0-0 3x4 = (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 0.0 Rep Stress Incr 5 Horz(CT) -0.00 3 Na n/a 10.0 �I Code FBC2017frP12014 M thx-MP BER- CHORD CHORD P FORCES. (lb) - NOTES- 1) Wind: ASCE j 11; Exp C; Encl members and 2) This truss has 3) " This truss he will fit between �4) Refer to girder i5) Provide meth joint 2 and 12 I SPM30 SPM30 ze) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Horz 2=161(LC 12) Uplift 3=-153(LC 12), 2=-211(LC 12), 4=-12(LC 12) Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale: 3/4"=1' PLATES GRIP MT20 244/190 Weight: 23 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purffns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35ft; eave=6ft; Cat. 3Cpt=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 zone;C-C for rces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ;en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 ie bottom chord and any other members. ) for truss to truss connections. ical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at uplift at joint 4. Waiter P. Finn PE No,22836 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - VBilry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE ' Design valid tot 'se only with Mlrek,& connectors. This design Is based only upon parameters shown, and Is for an Individual building component rot a truss system. building design. fore use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Bracing indicalecf Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requir fabricallon. stord prevent for stablllly and 10 prevent collapse wnh possible personal Injury and property damage. For general guidance regarding the e, delivery, erection and bracing of trusses and truss systems, ser-ANSUIPII Cualfy Ctfetb, DSB-0and BCSFOuddbig Component Parke 6904 Parke East Blvd.9 Safety fnforma 11 le from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandrta. VA 22314. 33610 Tampa, 1 P11 Job Truss I Truss Type Qty Ply T13569674 fy111392 KJ7 MONO TRUSS ' I 1 �THEWINDSOR T4 TI Job Reference o tional Chambers Truss, I c., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:18 2018 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-gxLlDljlgtghYdOlcJEBBLAgbCnNuWgPZsKjXlzYQi? IC 1-5.0 6-8-12 9-10-1 F 1-5-0 6 8 12 3-1-5 Scale = 1:20.6 � 4 2.83 f12 3x4 3 2 1 II, II 7 6 2x3 11 5 3x4 = 3x4 = 6-8-12 9-10-1 6-8.12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 38lb Ff=O% LUMBER - TOP CHORD BOTCHORD WEBS REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS NOTES- 1) Wind: ASCE II; Exp C; Enr 2) This truss ha 3) ' This truss h will fit betweE 4) Refer to gird( 5) Provide mecl joint 2 and 2: 6) In the LOAD SPM30 SIP M 30 SP No.3 rize) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical f Horz 2=192(LC 8) c Uplift 4=-131(LC 8), 2= 262(LC 8). 5=-238(LC 8) f GraV 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7= 487f798, 6-7= 487/798 7=01307. 3-6= 920/561 BRACING - TOP CHORD Structural wood sheathing directly appfied or 6-0-0 oc purfins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6fh Cat. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Seen designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. r been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide the bottom chord and any other members. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at lb uplift at joint 5. 4SE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASES#1Standard 1) Dead + Roof Pve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Trapezoidal ads (plf) Vert:=O(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING -Verify I design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev, 1010312015 BEFORE USE. ' Design valid f t use only with Miletcp conneclots. 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 appllcablllty of design parameters and properly incorporate this design Into the overall n. Irx]Icaled Is 10 buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• building desl Is always reqL fabrication, storage, Bracing prevent of tied for stability and 10 prevent collapse with possible personal hJury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSVIPII Qualify Cf ado, DSB-09 and BCSI Bu9ding Component 6904 Parke East Blvd. scolyinform {cfWrr�v all able from Truss Plate institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. East Tampa, Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 ° Center plate on joint unless x, y � � �4 indicated. 6-4-8 dimensions shown In ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury offsets are 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 0-�160 cr=1 c2-3 2. Truss bracing must be designed by an engineer. For WEBS C� 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I I 0� n �y y o bracing should be considered. 0 U 3. Never exceed the design loading shown and never inadequately a �° stack materials on braced trusses. J(i Oa- 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c� e ce 1 css ,- BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-'na' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wove atjolnt required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from `Plate location details available in MtTek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software o� upon request. I NUMBERS/LETTERS. I 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted. this design is not applicable for fire ICC-ES Reports; use with retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, 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. I 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13, Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design, if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 9 Y 14. Bottom chords require lateral bracing of 10 is spacing, or less, if no ceiling is Installed, unless otherwise noted. BEARING established by Others. 15, Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. 18. Use of green or treated lumber may g y pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSItTPL_]_,-NationaLDe-sigllSpecific-gtiol OLMetal _ _ Plate Connected Wood r�Con�tion. --- -- --- — ___ _ 19, Review all portions of this design (front, back, words _- �,�: Q= ng p�etu�e atrsr�e is not sufficient. — DSB-89: Design Standard for Bracing. BCSI: BuildingComponent SafetyInformation, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIRPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015