Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
TRUSS
Lumber design values are in accordance with ANSI/TPI 1.section 6.3 These truss designs rely on lumber values established by others. MiTek Aufloo 913ni To I.e RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Information: T pa Et� 33610-4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model:11323 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss. Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165, mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T11697376 { A 17/27/17 I L2 T11697377 j A5 __L7/27/17 13 1 T11697378 1 A6 1 7/27/17 { 4 { T11697379 A7 7/27/17 5 I T11697380 A8 { 7/27/17 { 6 T11697381 A9 7/27/17 7 T11697382 GRA 7/27/17 {8 { T11697383 { GRB { 7/27/17 {9 { T11697384 I J2 { 7/27/17 { { 10 I T11697385 { J4 { 7/27/17 { 11 I T11697386 J6 { 7/27/17 12 I T11697387 J8 { 7/27/17 13 { T11697388 { KJ8 { 7/27/17 The truss drawing(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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSUTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. 1111 A. �ENSF':9,y''. ® O 39380 • ; " -0 ' i = :9� STATE OF •:�v✓ .0 0 .. ��iF••�0R1Q•P, ���• s' /O N AL E��`�� 11ue1iu11%; Thomas A. Mani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job Truss Truss Type G1ty Carlton III with porchT71697376 M11323 A COMMON 9 JP71y62'Grand b Reference (optional),._,_,__ onnmoersiruss, ronrierce,r� I...__....r..___._... _ ...,_-.-.__.._...__.- . f ID:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMiB2RVbrf6p7YIWe3167Hx1MQymQMHytwSO rt 0 q 6-7 13 12.4.13 17.0.0 21-7-3 27-4-3 34-0-0 504 1 0 6.7.13 5-9-0 4-7-3 4-7-3 5-9-0 6.7.73 - 1.0-0 Scale = 1:59.2 4.00 12 4x4 = 4x5 = 2x3 11 4x6 = 3x8 = 3x8 = 4x6 = 2x3 11 05 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20141TP12007 CS1. TC 0.34 BC 0.55 WB 0.57 (Matrix-M) DEFL. in (loc) I/dell Lid Vert(LL) 0.29 15 >999 360 Vert(TL) -0.72 14-15 >567 240 Horz(TL) 0.14 10 nla n/a PLATES GRiP MT20 244/190 Weight: 163lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=136210-8-0, 10=136210-8-0 Max Horz2=179(LC 9) Max Uplift2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3188/1919, 3-4— 2663/1632, 4-5= 2616/1640, 5-24=-2668/1752, 6-24=-2608/1747, 6-25=-2608/1747, 7-25=-2668/1752, 7-8= 2616/1640, 8-9= 2663/1632, 9-10=-3188/1919 BOT CHORD 2-17= 1693/2972, 16-17=-1693/2972, 15-16=-1693/2972, 15-26= 967/1925, 26-27=-967/1925, 14-27=-967/1925, 13-14=-1693/2972, 12-13= 1693/2972, 10-12� 1693/2972 WEBS 6-14= 559/948, 7-14=-328/330, 9-14_ 550/403, 6-15= 559/948, 5-15=-328/330, 3-15=-550/403 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=52ft; L=34ft; eave=6ft; Cat. II, Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 30 lb up at 15-0-0, and 50 lb down and 30 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-54, 6-11=54, 18-21=-20 Concentrated Loads (lb) Vert: 24_ 50(F) 25_ 50(F) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII.7473 rev. 1OM312015 BEFORE USE Design valid for use only wlih MiTeld) connectors. This design is based only upon parameters shown, and is for an Individual building component, not t a hUss system. Before use, the building designer must verity the applicability of design parameters and property Incorporale it-& design Into the overall balding design. Bracing Indicated is to prevent buckling of Individual tnrss web and/or chord members only. Additional temporary and permaneni bracing MiTek` Is always required for stabiriy 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 trusssystems- 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 s�iype oty ly 62' Grond Carlton III with porchT11697377 M11323 AS IAL T ::� 1 Job Reference o tiorlal 7 640 s Apr 19 2016 Mil ek Industries, Inc. Thu Jul 27 09:15:41 2017 Page 1 Chambers Truss, Fon Pierce, FL ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1EuZGAMi82RVbrf6' 7YlWXdl16HyJMQymQMHytwSO )1T 7-8-5 10-6-4 r 17-0-0 20.4.8 26-4-0 34-0-0 _ 3-n-n 1-0-0 7-8-5 2-9-15 6.5-12 3-4.8 5 11 8 7-8-0 1 0 0 Scale = 1:61.2 4.00 12 5X8 11 ttch I^ 3x10 = 2.00 F12 10 — = 5x12 = 2x3 it 3x6 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Verl(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 154 ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 2x4 SP No.3 "Except" WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=132710-8-0 Max Horz2=179(LC 9) Max Uplift2= 795(LC 10), 10=-812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5402/3206, 3-4= 5047/2950, 4-5=-5005/2952, 5-6= 5093/3071, 6-7=-2352/1568, 7-8= 2330/1486, B-9=-2363/1472, 9-10=-2979/1784 BOT CHORD 2-14=-2938/5142, 13-14=-1023/2054, 12-13= 1553/2765, 10-12=-1553/2765 WEBS 3-14= 342/317, 5-14=-297/321, 6-14=-186713265, 6-13=-261/514, 7-13=-259/252, 9-13=-634/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opst; h=140; B=52ft; L=341t; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MF20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed 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 will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mflek® connectors. This design Is based only upon parameters shown, and is for art individual building component, not a truss system. Before use., the building designer roust verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing Mel(' Is always teclulred for stability and to prevent collapse wllh possible p etsoncal Injury and property damage. For general guidance regarding the Blvd. fabrication, storage. delivery, erection and bracing of trusses and truss systems, see6904 Parke East ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, Parke East Safely Information available frorn Truss Plate Instifule, 21814. Lee Sheol. Suite 312, Aloxandria, VA 22314. Job ss Truss yl' pe — Qty Ply Carlton III with porch T11697378 M11323 T1. SPECIAL 1 1 162'Grand Job Reference (optional) Chambers Truss, Fort Pierce, FL 7,640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:42 201 , Page 1 I D:2GISewwyY5hnGhXVARzUkuyuFUM-a_bc5vGo7OGv3fA1 DpTM4W 3j D9MuOKDVecV_ujytwS? 1-0, 8-11-11 16-0-0 18-0-0 20-4-8 25-11.15 34-0-0 5.0- •0• 8.11.11 7-0-5 2-0-0 2-4-8 5-7-7 8-0 4,00 F12 r� 6 3x10 = 2,00 r12 LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/fP12007 LUMBER - TOP CHORD 2x4 SP M 30 *Except' 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz2=169(LC 9) Max Uplift2=-796(LC 10), 9— 811(LC 10) 6X8 = 5x6 = rL 11 5x6 = 2x3 11 3x6 = Scale: 3/16"=1' CSI. DEFL. in (loc) Ildell Ud PLATES GRIP TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 BC 0.90 Vert(TL)-1.1314-17 >362 240 MT18HS 2441190 W B 0.83 Horz(TL) 0.41 9 n/a n/a (Matrix-M) Weight: 156 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. FORCES. (1b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5374/3234, 3-4= 5240/3235, 4-5=-4981/2977, 5-6=-2255/1506, 6-7=-2312/1473, 7-8=-2320/1451,8-9=-3010/1835 BOT CHORD 2-14=-2960/5111, 13-14=-1169/2301, 12-13= 1098/2141, 11-12= 1604/2799, 9-11=-1604/2799 WEBS 4-14=-487/502, 5-14= 1654/2900, 5-13=-402/193, 6-13=-176/517, 8-12=-764/560, 8-11=0/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf,, h=14ft; B=52f; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Intertor(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI f angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 Ib uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid for use only with Milel(8 connectors. IN%design is based only urxrn pararnefets shown. and Is tot an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate ibis 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 braving H11 - MT ek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and lnrss systems, seeANSVTPII 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 o Truss - Truss Type Qty Ply 62' Grand Carlton III with porch T11697379 M11323 A7 SPECIAL 1 1 Job Reference optional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 rvnr e¢ industries, Inc. , hu Jul 2 i US:- P I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-2A9?IFHQuKOmgpIDnX_bdjbtrYj W Ik1 ftGFXQAytwS_ r Y 8-10.10 } 14-0-0 20-0.0 25-11-15 34-0.0 350- 1-0.0 8-10-10 5 1 6 6-0-0 5-11-15 8-0-1 1.0-0 3x10 = A nnF10- 2.00 12 6x10 MT18HS = 5x6 = Sx12 = 2x3 it 4x5 = Scale = 1:62.3 10-6.4 14.0-0 _ 2D-4-8 10-6-4 3.5.12 6.4.8 _+- _ 25.11-15 5-7.7 T 34.0-0 8-0-1 , Plate Offsets (X Y)-- 12.0-2-2 0-0-71 f4.0-5-0 0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr YES W S 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 147 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M,30 BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Horz 2= 149(LC 8) Max Uplift2=-795(LC 10), 7= 812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5357/3260, 3-4=-4993/3023, 4-5=-2157/1487, 5-6=-2364/1533, 6-7=-296011830 BOT CHORD 2-11= 2981/5096, 10-11= 1552/2801, 9-10= 1593/2746, 7-9_ 1593/2746 WEBS 3-11=-412/429, 4-11 =-1 413/2588, 4-10=-810/448, 5-10=-1741455, 6-10=-636/458 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=521t; L=34ft; eave=6ft,, Cat II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid for use only wi8i idiTek6 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 property Incorporate this design Into the overall Wilding design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing M!Tek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage., delivery, erection and bracing of trusses and trusssyslems, seeANSI/TPit Quality Criteria, DSB-89 and 8CS1 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 cuss cuss Type Qty Ply 62' Grand Carlton III with porch T11697380 M11323 AS SPECIAL 1 1 Job Reference (optional) I Th J 12709.75.432017 Pa e 1 Chambers Truss, Foil Pierce, FL 7.640 s Apr 19 2016 —ek Industnas, nc. u u g I D: W SJgpGwalPpeur6hk9UjG5yuFUL-2A9?I F HQuKOmgpIDnX_bdjbuZYjblpgtGFXQAytwS_ 18-8-4 4 1 208.2 482 34-0.0 1'2 15.-00.08-8-4 8 q 3- � 6 5x6 = 3x4 2x3 II 4x8 = 4.00 F12 4 20 5 6 21 7 o.n 3x10 = 2.00 12 12 11 5x12 = 3x4 4x6 = = Scale = 1:62.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 I CSI. TC 0.73 BC 0.87 WB 0.69 (Matrix-M) DEFL. In (loc) I/deft Lid Vert(LL) 0.64 12-13 >642 360 Vert(TL) -1.36 12-13 >301 240 HOrz(fL) 0.39 9 n1a nia PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 154 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0, 9=133210-8-0 Max Horz2=129(LC 9) Max Upllft2=-794(LC 10), 9=-813(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-533713325, 3-4=4970/3077, 4-20=-3801/2422, 5-20— 3801/2422, 5-6— 2464/1693, 6-21— 2472/1702, 7-21=-2472/1702, 7-8=-2492/1650, 8-9=-2808/1824 BOT CHORD 2-13_ 3045/5078, 12-13=-189813180, 11-12=-1289/2331, 9-11=-1573/2593 WEBS 3-13— 389/401, 4-13=-981/1665, 5-13— 3017796, 5-12= 894/602, 7-12=-352/452, 7-11=-235/474, 8-11=-408/419 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MR-7473 rev. 1e/03/2015 BEFORE USE.� Design valid for use only with MlrekO connectors. This design is based only upon parmeters shown, and Is for an Individual Wilding Component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into,ihe overall building design. Bracing Indicated Is to prevent ixickling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tetc is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and tracing of trusses and truss systems, seeANSI/TP11 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 cuss ype Qty' Ply 62' Grand Carlton III with porch T11697381 M11323 A9 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 W57 uk ma„sr i—, mu. g "u um vu. u. P ga , I D:_etC1 cxC3ixVV?huls?ypJyuFUK-W Nj NW b13fdW dlzKOLEVgAx8BWyggU DOo6w_4ycytwRz r1 D 0 10.0-0 15-2-14 20.4.0 24-0-0 27-4-1 34-0-0 95-0.0 1-0-0 6-7-15 3-4.1 5.2-14 5-1.2 3-8-0 3-4-1 6-7-15 1.0.0 �1 6 Scale = 1:60.1 4x4 = 2x3 11 4.00 12 3x4 = 4 22 5 6 23 48 = 15 14 13 12 11 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 156 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz 2=-1 09(LC 8) Max Uplift2=-441(LC 10), 9= 262(LC 10), 13= 904(LC 10) Max Grav2=709(LC 19), 9=420(LC 20), 13=1554(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11961754, 3-4=-874/537, 4-22=-797/532, 5-22= 797/532, 5-6=-404/747, 6-23=-404/747, 7-23=-404/747, 7-8=-88/269, 8-9= 295/175 BOT CHORD 2-15=-590/1091, 14-15=-64/316, 13-14= 64/316, 12-13=-245/289, 11-12=-245/289 WEBS 3-15� 349/348, 5-15— 271/615, 5-13= 1162/851, 6-13-260/267, 7-11= 163/325, 8-11= 387/373, 7-13=-762/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 6=52ft; L=341t; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Intedor(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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 441 lb uplift at joint 2, 262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7) "Semi -rigid pitchbreaks including heels" Member and fixity model was used in the analysis and design of this truss. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrielo) connectors. Thls design Is based only upon parameters shown, and Is far an Individual building component, not �' a truss system. Before rise, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall bultding design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Addilional temporary and peirnanent bracing M6TeW prevent Is always required for stability and io prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Instilule. 218 N. Lee S1ree1. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 o Truss Truss s pe Qty Ply 62' Grand Cadton III with porch T11697382 M11323 GRA HIP 1 1 Job Reference (optional) v o Chambers Truss. Fort Pierce. FL .�Y..�.,���,.,,. .o ...--•--.--..-..--_.. ID :etClcxC3ixVV?huls?ypJyuFUK-_ZHIjxJhQxeUw7vcuyO3i8hBKMWjDeuyLakeU2ytwRy 71-0-q 8.0-0 11-1-1 17-0.0 18-6-0 22-2-2 26-0-0 34-0-0 _ _'�9 1-0-0 8-0-0 3-1-1 5-10.15 r6-0 3.8-2 3-9-14 8-0.0 -0-0' Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, axa = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 3x6 11 3x6 = 6x8 = 3x6 = 6x8 = 4x4 3x5 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 HOrz(rL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purilns. Except: BOT CHORD 2x4 SP M 30 1 Row at midpi 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceffing directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-376(LC 8), 27=-1146(LC 8), 26=-1470(LC 8), 22=-646(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-561/338, 3-5=-306/839, 5-7=-584/1206, 7-8= 584/1206, 8-10— 584/1206, 10-12= 584/1206, 12-13=-584/1206, 13-15= 584/1206, 15-16=-564/1206, 16-18=-584/1206, 18-20= 2121/1203, 20-21=-2121/1203, 21-22= 2176/1197, 4-6� 173/256,6-9— 134/313,9-11= 114/371,11-14= 200/419,14-17=-102/280, 19-21=-151 /268 BOT CHORD 2-29=-195/591, 28-29— 143/463, 27-28=143/463, 26-27=-772/440, 25-26=-393/630, 24-25— 393/630, 22-24— 1014/2010 WEBS 3-29= 457/1105, 3-27=-1643/836, 5-27=-769/636, 5-26=-537/346, 13-26=-934/608, 18-26=-2360/1437, 18-24_ 782/1690, 21-24= 38/353, 4-5— 616/520, 19-20= 342/310, 14-15=-549/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. If; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 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 has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 2, 1146 lb uplift at joint 27, 1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purifn representation does not depict the size or the orientation of the purifn along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. law/2015 BEFORE USE. Design valid for use only with MiTek8 connectors. This design Is based only upon parameters shown. and Is for an Individual Ixr➢ding component, not a hiss system. Before use, the building designer must verify the applicability of design parameters and propxrdy Incorporate IMs 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 We[( Is always requited for stablltly and to prevent collapse ,41) possible potsonal injury and properly damage. for general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and Truss syslems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforrnation.avallable from Truss Plate Inslifule. 21814. Lee Street. Su to 312 Alexandria. VA 22314. Tampa. FL 33610 Job=T_russ Truss Type Qty Ply 62' Grand CarbonIII w sh porch T11697382M11323RA HIP 1 1 Job Reference (optional) Tk,. I,.I 77 Aa K-As DM7 P... 7 u namoers Truss, ton VISM8. rL ID:_etClcxC3ixVV?huls?ypJyuFUK_ZHljxJhQxeUw7vcuy03i8hBKMWjDeuyLakeU2ytwRy LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 21-23— 54, 29-30= 20, 24-29= 47(F=-27), 24-33— 20, 3-11=-126(F= 72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29= 641(F) 24= 641(F) 0 WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEX REFERANCE PAGE ma-7473 rev. 1010312015 BEFORE USE Design valid for use only vAM Mllekhl conneclors. INs design Is based only upon paramelers 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 property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckdng of Individual hurt web and/or chord members only. Additional temporary cord permanent bracing p/Te' Mi 1T e1e` Is always required for slability 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 tmss systems, seeANSI/TP11 Quality Criteria, DSB•89 and BCSI Budding 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 Oty Ply Carlton III with porch T11697383 M11323 GRB HIP 1 1 162'Grand Job Reference o floral .. I..,. Tl.,.l,d 77 n01G•dt; �a17 Pnn0 1 Chambers Truss, Fart Pierce, FL r � ,� ,•„ -• • ._ I D:SrRaEyyrg04M78G4raW BLWyuFUJ•SIr7xHKJAFrnLXHToSfYI FMDOkmp1 y5g5ZETBOVyIwRx ri 0 Q 8 0 0 13-8-0 17-0-0 20-4-0 26-0.0 34-0-0 35.0-0 1.0-0 8.0-0 5-8.03-4-0 5-8-0 B-0-0 1 0 0 5x8 MT18HS= 4x10 = 4.00 12 2x3 11 4x6 = 2x3 11 3 23 4 5 6 7 24 5x8 MT18HS = Scale = 1:60.1 45 - 3x6 II 44 = 6x10 = 6x10 = 4x6 = 3x6 II 4x5 = LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 153 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=129610-8-0, 13=3993/0-6-0, 9=510/0-8-0 Max Horz2=-90(LC 6) Max Uplift2=-871(LC 8), 13=-2549(LC 6), 9= 369(LC 8) Max Grav2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23=-2062/1226, 4-23=-2062/1226, 4-5=-2062/1226, 5-6=-2062/1226, 6-7-1265/2545, 7-24=-1265/2545, 8-24= 1265/2545, 8-9— 6921331 BOT CHORD 2-16= 1655/3336, 15-16— 1676/3398, 14-15= 1676/3398, 12-13=-246/658, 11-12=-246/658, 9-11=-225/595 WEBS 3-16=-402/1155, 3-14� 1431/700, 4-14=-847/699, 7-13= 886/720, 8-13= 3505/1836, 8-11=-403/1157, 6-14=-1431/2780, 6-13= 3151/1776 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=3.opsF h=14ft; B=52ft; L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 871 lb uplift at joint 2, 2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8=-1 31 (F=-77), 8-10= 54, 16-17=-20, 11-16=-49(F=-29), 11-20= 20 Continued on page 2 A WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only wilh Id4Tek0connectors. [his design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before MO, the building designer must wally the opplk:ability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional fempormy and permanent bracing Mel( Is always required for stability and to prevent collapse wilh rxnable, personal Injury and property damage. for general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, se.eANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Sireel. Sulte 312. Alexandila. VA 22314. Tampa, FL 33610 o russ Truss Type Oty Ply 62' Grand Carbon III weh porch T11697383 M113237GRB HIP 1 1 Job Reference o tional � aen � . �o �me MTwk Inrlustrias_ Inc. Thu Ju127 09:15:46 2017 Page 2 Utlambers I rnSS, ron rlew., — I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-SIr7xHKJAFmLXHToSfYI FMDOkmp1 y5g5ZETBOVytwRx LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE � Design valid for use only with Milel* connectors. Tills design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design paianrelers and properly Incorporate this design Into the overall n� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT ek Is always required for stability and to prevent collarx. a wlih possible personal Injury and property damage. For general guidance regarding the e EBlvd. fabricalion, slorage, dellvery, erection and bracing of trusses and puss systems, seeANSV6904 Parke iPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, rk 3ast Safety Information available from truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job T Buss Truss Type Qty Ply 62' Grand Carlton III with porch T11697384 M11323 J2 MONO TRUSS - 8 1 Job Reference o tional Chambers Truss, Foil Pierce, FL 7.640s Apr 19 zuiomn an niuusuins,, ID:xi?zSlzTbJCDIIrGPHi OukyuFUI-Sir7xHKJAFmLXHToSfYiFMDYOmx3yK95ZETBOVytwRx 1-0-0 2-0-0 3x4 = Scale = 1:7.9 ~— 2.0.0 LOADING (psf) SPACING- 2-0.0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Verl(TL) -0.00 7 >999 240 BCLL 0.0Rep Stress incr YES WS 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 (Matrix-M) Weight: 8lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz 2=67(LC 10) Max Upiift3=-30(LC 10), 2= 131(LC 10), 4= 3(LC 7) Max Grav3=37(LC 15), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. IOM312015 BEFORE USE. Design vaild for use only with MITeld) connectors. This design Is based orgy upon parameters shown. and Is for an Individual building component not a lnrss system. Before use, the building des(gner 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 p� 1 M!T ek' Is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quallly, Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sireel. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Grand Carlton III with porchT11697385 rfy-�PtygV M11323 J4 MONO TRUSS Job Reference (optional) chambers IrUSS. ion tierce, tL ,.o,.. onp, o—..- _7_. I D:PDYLf d_5MdK4MSQTz?ZtRxyuFUH-xyOVBdKxxYuC9Q2?ON3XnZmi TAFQhnP FouDlZxytwRw 4-0-0 _ 110.0 4-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]or) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz2=104(LC 10) Max Uplift3=-75(LC 10), 2=-171(LC 10), 4= 2(LC 10) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.2 PLATES GRIP MT20 2441190 Weight: 14 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 4.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave--6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. Design valid for use only with IvilleM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and propedy Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual Iruss web and/or chord mernbets only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Infury and property damage. For general guidance regarding the tabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, WeANSI/T1211 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, Alexandila, VA 22314. Tampa, FL 33610 russ Truss Type Qty Ply 62' Grand Carlton III with porchF rob 1323 J6 MONO TRUSS � 8 1 Job Reference (optional)T11697386 Chambers Truss, Fort Pierce. FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:47 2017 Page 1 I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-xyOV8dKxxYuC9Q2?ON3XnZmdMABW hnPFouDlZxylwRw 1-0-0 6.0-0 Scale = 1:14.8 3x4 = C10 0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 20lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing dlrecUy applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical, 2=321/0-8-0, 4=54/Mechanical Max Horz 2=142(LC 10) Max Upiift3=-117(LC 10), 2— 218(LC 10) Max Grav3=120(LC 1), 2=321(LC 1), 4=89(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; 6=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MI1ek6 connectors. This design is based only upon paramelers shown, and Is for an Individual building component, not a truss systom. 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 always required for stability and to prevent collapse with possible personal Inury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 b i russ , Truss ype Qty Ply 62'Grand Carlton III with porch T17697387 1323 P ONO TRUSS 20 1 IJ8 Job Reference (optional) ChambersTmss, Fort Pierce, FL 7.640 s Apr 19 2016 mi i arc muussnes, mc, i hu Jup c ago I D:lP6jtz-j7xSx_c_1Xi4uz9yuFUG-PByuMzLZis03nadBa4amKnJrKZRCQEfO1 Yyl5NytwRv 1.0-0 ' 8.0.0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.01 2 n/a tVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Horz2=180(LC 10) Max Uplift3� 160(LC 10), 2=-265(LC 10) Max Grav3=164(LC 1), 2=411(1-13 1), 4=118(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.7 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 8=52ft; L=34ft; eave=6ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with Mlrelel5connectors. Thlsdeslgn 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 Ihis design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of fRISSBs and tnisssystems, 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 22.114. Tampa, FL 33610 b Truss TTruss Type 'to� ty Ply rMol1323 KJB IT11697388 MONO TRUSS 1 JoU Refer nce (Optihal�rch Chambers Truss, Fort Pierce, FL r.evo s Apr r a zoio Mu ex mausrfies, ins. i nu dw zr us: ro:vn 20 i r rays r _ ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-P8yuMzLzisO3nadBa4amKnJsZZZLQBw01Yyl5NytwRv -1-5-0 7-3-4 11-3-0 1-5-0 7-3-4 3-11-12 Scale = 1:20.8 3x4 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 Rep Stresslncr NO WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014li'P12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=48210-11-5, 6=556/Mechanical Max Horz2=244(LC 8) Max Uplift4=-207(LC 8), 2=-312(LC 8), 6=-277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072, 6-7=-662/1072 WEBS 3-7=0/309, 3-6= 1177/727 PLATES GRIP MT20 2441190 Weight: 44 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6f; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veit: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B= 49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) ® WARNING - Vadly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MllekG connectors. Thts design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate This design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required far stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricatlon, 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 Information available tram Trim Wale Inslitule. 218 N. fee Street. Sulle 312, Alexandria. VA 22314. Temps, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTi ek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ff-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS, PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI, 2. Truss bracing must be designed by an engineer, For wide truss spacing, individual lateral braces themselves may require bracing. or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown ohd never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 1991. at time of fabrication. 9, Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified, 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 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. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.