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HomeMy WebLinkAboutBuilding PlansAt, Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. iTek' M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Information: 6904 Parke East Blvd. omer Info: WYNNNE DEVELOPEM ENT CORP Project Name: M11323 Model: MTg13FL 336104115 3lock: 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 #: State: eral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special ling Conditions): ign Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 d Code: ASCE 7-10 Wind Speed: 165 mph FLoad: 37.0 psf Floor Load: N/A psf is package includes 13 individual, Truss Design Drawings and 0 Additional Drawings. th my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet nforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. �No. I Seal# Truss Name I Date 11 IT11697376 JA 7/27/17 I2 I T11697377 I A5 17/27/17 1 13 I T11697378 I A6 17/27/17 14 I T11697379 I A7 17/27/17 I6 I T11697380 I A8 17/27/17 I6 1T11697381 IA9 17/27/17 I I7 I T11697382 I GRA 17/27/17 1 18 I T11697383 I GRB 17/27/17 I I9 I T11697384 I J2 17/27/17 I I10 IT11697385 JJ4 I7/27/17 1f11 IT11697386 JJ6 1 7%27/17 I 1,12 I T11697387 I J8 17/27/17 I li13 I T11697388 I KJ8 17/27/17 I he truss drawing(s) referenced above have been prepared by (iTek USA, Inc. under my direct supervision based on the parameters .-ovided by Chambers Truss. russ Design Engineer's Name: Albani, Thomas fy license renewal date for the state of Florida is February 28, 2019. IPORTANT NOTE: The seal on these truss component designs is a certification t the engineer named is licensed in the jurisdiction(s) identified and that the signs comply with ANSI/TPI 1, These designs are based upon parameters iwn (e.g., loads, supports, dimensions, shapes and design codes), which were :n to MiTek. Any project specific information included is for MITek's customers reference purpose only, and was not taken into account in the preparation of se designs. MiTek has not independently verified the applicability of the design ameters or the designs for any particular building. Before use, the building designer ,uld verify applicability of design parameters and properly incorporate these designs the overall building design per ANSI/TPI 1, Chapter 2. [ 'II i lei ° pNS A4B N 39380 r �0:,• TATE OF •: J 16masA: Alba4i PE ND,39380 — —Mrrek USA, Inc. FL Dert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 27,2017 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply 62' Grand Carlton Ill with porch I T11697376 M11323 A COMMON 9 1 .,, Job Reference (ootional) cvamoers r russ, ran rrerce, rL r.oau s r.pr iu euio mi i en mousrnes, mc. i nu dui zr uu:Tn:vi zu i r rage -i ID:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMi82RVbrf6y7YIWe3167Hxl MQymQMHytwSO 11 0.0+_ 6-7-13 12-4-13 17-0 0 21-7-3 27-4-3 34-0-0 35-0.0i 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6 7-13 '1-0-0 Scale=1:59.2 4,00 12 4x4 = 6 25 2x3 I I 24 2x3 11 3x6 % 5 7 3x6 3x4 % 4 8 3x4 3 9 u,1 2 10 11 17 16 15 26 27 14 13 .. 12 6 45 — 2x3 II 4x6 3x8 = 3x8 = 4x6 2x3 II 4x5 = r 6-7-13 r 12-4-13 21-7-3 27-03 r 34-00 r 6-7-13 5-9-0 r 9-2-7 5-9-0 6-7 13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 15 >999 360 MT20 2441190 TCD 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014j TP12007 (Matrix-M) Weight:163 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. Rigid ceiling directly applied or 5-7-12 oc bracing. WEBI 2x4 SP No.3 REA TIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Harz 2=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=-2516/1640, 5.24=-266811752, 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, 1 3-15=-550/403 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. 11; Ezp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C far members and forces & MWFRS for reactions shown; L} mber 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.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) I-�ange(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, r end 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) I1 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 niform Loads (pif) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 24=-50(F) 25=-50(F) AL WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI rEK REFERENCE PAGE MI/-7473 rev. 10/03/21115 BEFORE USE. Design valid for use only with MlTekED connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R VY A�7'�1IS�^ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ! 1 fabrication, storage, delivery, erection and bracing of busses and buss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Padre Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1323 IA5 (SPECIAL is Truss, Fort Pierce, FL () 7.8-5 1p_g_q 17-0-0 D-0 7-8-5 2-9-15 6-5-12 4.00 12 5xB I I 6 2x3 I I 4x6 5 2x3 zz 4 3 14 2 Sx12 MT18HS = 3x10 = 2.00 12 Carlton III with porch 9 1 Job Reference (ol 7.640 s Apr 19 2015 M ID:2GIScwwyY5hnGhXVARzUkuyuFU M-6o1 r0-4-8 264-0 3-4-8 5-11-8 2x3 I I 7 3x6 B 3x4 9 13 12 5x12 = 2x3 II T11697377 ic. Thu Jul 27 09:15:41 2017 Page 1 /brf6y7Yl WXdll6HyJMQymQMHytwE A-0-0 35-0 q 7-8-0 Scale=1:61.2 10 11 re IT 0 3x6 = S 0-6- 20-4-8 26-4 3 -OO 10-6-4 9-10-4 5-11-8 7-8-0 Offsets X Y -- 2:0-2-2 0-0-7 4:0-3-0 Ed e ING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) I/deft L/d PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 7.0. Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) ,,0.43 10 n/a n/a Weight:154 lb FT = 0% 10.0 Code FBC2014/TP12007 (Matrix-M) ;ER- BRACING- to I d h thi direct) a lied or 2-2-0 cc purlins TOPICHORD 2x4 SP M 30 TOP CHORD trot ra woo s ea nu y pp BOTIICHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-10 cc 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=1327/0-8-0 Max Horz 2=179(LC 9) Max Uplift2=-795(LC 10), 10=-812(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - Alt forces 250 (lb) or less except when shown. TO 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, 8-9=-2383/1472, 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=4867/3265, 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) #nd: 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *1 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) 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. 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) "lSemi-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 REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not . am truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iUliTek- 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 truss systems, see ANSUTP11 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 36610 Job Truss Truss Type Ply 62' Grand rlton III with porch T11597378 M11323 A6 SPECIAL �Oty 1 1 Job Reference nce(optional) C 7 nen s Anr 1q 7n16 MiTek Industries. Inc. Thu Jul 27 09:15:42 2017 Page 1 irs Truss, Fort Pierce, FL ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo70Gv3fA1 DpTM4W3jD9Mu0KDVecV_u1ytwS? �1 0 0, 8 11 11 16-0-0 18-0-0 20.4-8 25-11-15 , 34-0-0 5-0-0 1-0-D 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 1 0 0 Scale: 3/16"=1' 3x10 2.o0 12 4.00 12 6x8 — 5x6 = 1 3x6 = 0 N 1c? 0 Plate Offsets (X Y)12:0 2 2 0 0 71 V 13.0 3 0 Ed -gel f5:0-4-00-2-31 f7'0-2-7 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDI 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 156 lb FT = 0% LUM ER- BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. BOT CHORD 2x4 SP M 30 WETS 2x4 SP No.3 *Except' 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REAICTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz 2=169(LC 9) Max Uplift2=-796(LC 10). 9=-811(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 BO CHORD 2-14=-2960/5111, 13-14=1169/2301, 12-13=409812141, 11-12=1604/2799, 9-11=-1604/2799 WEBS 4-14=-487/502, 5-14=4654/2900, 5-13=4021193, 6-13=-176/517, 8-12=-764/560, 1 8-11=0/257 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. 11; 5xp 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) 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)'IThis truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali 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 oaf bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 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. ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101031201 S BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall n building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary 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 bracing of trusses and truss systems, see ANSVTP11 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'36610 Job Truss Type ty Ply Carlton If( with porch I Puss 162'Grand T11697379 M11323 SPECIAL 1 1 Job Reference (optional) 110MII "U , IUIL a rL 7.640 s Apr ii 206 MiTek industries, inc. i nu dui 27 uu:i5Aj 2ui 1 rages ID:WSJgpGwalPpeur6hk9UjG5yuFUL-2A9?IFHQuKOmgpIDnX bdjbtrY)Wlk1ftGFXQAytwS_ r1l -q 8-10-10 14-0-0 20-0-0 25-11-16 34-0-0 35-0-0 1 0.0 B-10-10 5-1 6 ".O 5 11-15 8-0-1 1-0 0 Scale = 1:62.3 6x10 MT18HS = 5x6 = 4.00 12 4 5 2x3 x4 3 L;?36 11 rot 2 T v Ir 7 6 m 5xl2 MT18HS = jI 70 9 0 = 5x12 = 3x10 2.00 12 24 11 4x5 = i 10-fiA 14-0-0 20.4-8 25-11-15 34 0-0 10-6-0 3-5-12 6-4-8 5-7-7 B-0-1 Platdl Offsets (X.Y)— f2:0-2-2.0-0-71f4:0-5-0 0-1-131 LOADING (psf) rCLL SPACING- 2-0-0 CSI. DEFL. in (loc) Udef1 L/d PLATES GRIP 20.0 rCD(. 7.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0,66 11 >623 360 MT20 2441190 3CLL ' Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a 3CD� 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 147 lb FT = 0% LUMBER- BRACING- rO�CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 30 CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. NE S 2x4 SP No.3 2 ICTIONS. (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) ORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. OP CHORD 2-3=-5357/3260, 3-4=-4993/3023, 45=-2157/1487, 5-6=-2364/1533, 6-7=-2960/1830 30T CHORD 2-11=-2981/5096, 10-11 =-I 55212801, 9-10=459312746, 7-9=459312746 NESS 3-11=-412/429, 4-11=-1413/2588, 4-10=-810/448, 5-10=-174/455, 6-10=-636/458 1) 2) 3) 4) 6) 7) 8) 9) Jnbalanced roof live loads have been considered for this design. Mild: 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; ,xp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; umber DOL=1.60 plate grip DOL=1.60 3rovide adequate drainage to prevent water ponding. III plates are MT20 plates unless otherwise indicated. Phis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 it between the bottom chord and any other members. fearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity if bearing surface. I rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at Dint 7. Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED ..REFERENCE PAGE M11-7479 rev. }ll/OJ/2a}5 BEFORE USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing w /l1Tel.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V� R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSBTPII Quality Criteria, DSS-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 36610 Job Truss Truss Type ory Ply Carlton Ill with porch 162'Grand T11697380 M11323 I AS SPECIAL 1 1 Job Reference o tionai :R I ru55, ruff rlurutl, rl. r. �N, ,� cu ,�,r, rcn u,uuiu,c„ ,,,,.. .. u uu, c, v ID:WSJgpGvvalPpeuBhk9UIGSW L-2A971FHQuKOmgpIDnX'bdjbuZYblpgftGF •D-q 8-8-4 12-0-0 T5-8-0 I 20-4-8 , 22-0-D I 24-8-12 34-0-0 35-0-q 0 00 8-8-4 3-3-12 3-8-0 4-8-4 1-7-8 2-8-12 9-34 1-0-0 2 3x10 5x6 = 3x4 = 4.00 12 4 20 5 2x3 3 9:f 13 5x12 MT18HS = 2.00 12 Dffsets fX.YI-- f2:0-2-2.0-0-71, f7:0-5-8.0-2-41. f9:0-2-6.Edge1 ING (psf) SPACING- 2-0-0 CSI. 20.0 Plate Grip DOL 1.25 TC 0.73 7.0 Lumber DOL 1.25 BC 0.87 0.0 ' Rep Stress Incr YES WB 0.69 10.0 Code FBC2014/TP12007 (Matrix-M) 2x3 11 US = 6 21 7 12 11 5x12 = 3x4 = 2x3 8 4x6 = Scale =1:62.2 DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) 0.6412-13 >642 360 MT20 244/190 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 Horz(TL) 0.39 9 n/a n/a Weight: 154 lb FT = 0% BIER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing. S 2x4 SP No.3 CTIONS. (lb/size) 2=1292/0-M, 9=133210-8-0 Max Horz 2=129(LC 9) Max Uplift2=-794(LC 10). 9=-813(LC 10) CES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. CHORD 2-3=533713325, 3.4=-497013077, 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 CHORD 2-13=-3045/5078, 12-13=1898/3180, 11-12=-1289/2331, 9-11=-1573/2593 S 3-13=-389/401, 4-13=-981/1665, 5-13=-301/796, 5-12=-894/C),02, 7-12=-352/452, 7-11=-235/474,8-11=-408/419 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; umber 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) j This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity I f 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) 7Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING • Vertfy design parameters and READ NOTES ON THIS AND INCLUDED ..REFERENCE PAGE MI!•7473 rev. 10/0.1/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �- a truss system. Before use, the building designer must verify Hie applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type ty Ply 62' Grand Carlton III with porch T11697381 M11323 A9 HIP 1 1 Job Reference o tional 7.640 s Aor 19 2016 Mi7ek Industries, Inc. Thu Jut 27 09:15:44 2017 Pagel 6-7-15 3-4-1 4.00 F12 24 3 1i 2 3x5 = 5-2-14 5-1-2 4x4 = 3x4 = 4 22 5 15 14 3x8 = 3x6 = 3-8-0 1 3-4-1 6-7-15 ;,Y,,.. — Scale =1:60A 2x3 II 4x8 = 6 23 7 2x3 B B 10 0 13 12 11 6x8 = 3x6 = 3x4 3x5 = 0-0-0 2 -0 2 -0 3 -0.0 10-0-0 10-4-0 3-8-0 10.0-0 ;ets X Y — :0-2-8 Ed a :0-5-4 0-2-0 9:0-2-2 Ed e i (psf) 20.0 7.0 0.0 ' 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014rFP12007 CSI. TC 0.24 BC 0.49 WB 0.85 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) -0.17 13-15 -0.42 13-15 0.02 13 I/defl >999 >574 n/a L/d 360 240 n/a PLATES GRIP MT20 2441190 Weight 156 lb FT = 0% BER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. S 2x4 SP No.3 DTIONS. (lb/size) 2=687/0-8-0, 9=38210-8-0, 13=155410-8-0 Max Horz 2=-109(LC 8) Max Uplift2=-441(LC 10), 9=-262(LC 10), 13=904(LC 10) Max Grav 2=709(LC 19), 9=420(LC 20), 13=1554(LC 1) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-3=-1196/754, 34=-874/537, 4-22=-797/532, 5-22=-797/532, 5-6=-404/747, 6-23=-404/747, 7-23=-404r747, 7-8=-88/269, 8-9=-295/175 CHORD 2-15=-590/1091,14-15=-641316,13-14=-64/316,12-13=-2451289,11-12=-245/289 S 3-15=-349/348, 5-15=-271/615, 5-13=-11621851, 6-13=-260/267, 7-11 =- 1631325, 8-11=387/373, 7-13=-7621484 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.11; 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) 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) j 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) ISemi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ram.. WARNING . verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII.7473 rev. 1010312015 BEFORE USE. �- Design valid for use only with M AO connectors. This design is based only upon parameters shown, and is for an individual building component, not e truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss 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 truss systems, see ANSIITPII Quality Criteria, DS8-89 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 36610 Job Truss Truss Type Ply Carlton III with porch I JQty 162'Grand T11697382 M11323 GRA HIP 1 1 Job Reference (optional) rruss, Fort Pierce, FL r% 6 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:45 2017 ID:_etC1 cxC3ixW?huts?ypJyuFUK-_ZHljxJhQxeUw7vcuy03i8hBKMWjDeuy 8-0-0 3-1-1 5-10-15 ' 1-6-0 , 3-8-2 3-9-14 8-0-0 Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4,4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 29 "' 27 26 " 24 3x5 3x6 11 3x6 = 6x8 = 3x6 = 6x8 4x4 = = = 6x8 = Offsets (X.Y)— f3:0-3$,Edoel. f21:0-3-8.Edge1 f24:0-3-8 0-3-01 f27:0-3-8 0-3-01 1NG (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Lid PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 010 24-35 >999 360 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n1a 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 194 lb FT = 0% t$rK- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 Oc purlins. Except: CHORD 2x4 SP M 30 1 Row at midpt 8-21 S 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. -TIONS. All bearings 0-8-0. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 (lb) - Max Horz 2=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 atjoint(s) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) CES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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=-584/1206, 16-18=-584/1206, 18-20=-2121/1203,20-21=-2121/1203,21-22=2176/1197, 4-6=473/256, 6-9=-134/3f3, 9-11=-114/371, 11-14=-200/419, 14-17=-102/280, 19-21=-151/268 CHORD 2-29=195/591, 28-29=143/463, 27-28=-1431463, 26-27=-772/440, 25-26=-393/630, 24-25=-393/630,22-24=1014/2010 S 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=-618/520, 19-20=-342/310, 14-15=549/402 1) Unbalanced roof live loads have been considered for this design. 2) t ind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psfi BCDL=3.Opsf,, h=14ft; B=52ft; L=34ft; eave=61t; Cat. If; Fxp C; Encl., GCpi=0.18; MWFRS (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) 1 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 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)'�Semkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical puffin representation does not depict the size or the orientation of the purlin 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 9671b 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). WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall C!7 building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always for Welk" required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qry Ply i2' Grand Carlton III with porch M11323 I GRA HIP 1 1 T11697382 Job Reference (optional) ' v, • '�• �� /.540 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 D9:15:45 2017 Page 2 ID:_etC1 cxC3ixW?huls?ypJyuFU K-_ZHljxJhQxeUw7vcuy03i8hBKMWjDeuyLakeU2ytwRy CASE(S) Standard d + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 arm 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) centrated Loads (Ib) Vert: 29=-641(F)24=-641(F) ®WARNING - Ver!/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 10/09/2015 BEFORE USE. s� ' rev. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not LEE a truss system. Before use, the building designer must verify Me 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 is always required for stability and to !t A� 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, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component MVO 1 K Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Ply Carlton III with porch 10ty 162'Grand T71697383 M 11323 GRB HIP 1 1 Job Reference (optional) a i i uss, r°n..errs, r� fb4U S Apr 7e Z07b MI 10K IMCIUSMS, Inc. Inu Ju121 U9:15:45 2U77 Pagel ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-SIr7xHKJAFmLXHToStYIFMDOkmpl y5g5ZETBOVytwRx 13.8-0 17-0-0 20-0-0 26-0-0 34-0-0 35-0 Q I-0 8-0-0 5-6-0 3-4-0 3-4-0 5-8-0 8-0.0 1-0-0 Scale=1:60.1 5x8 MT18HS = 4x10 = Sx8 MT18HS 4.00 12 2x3 I I 4x6 = 2x3 I I = 3 23 4 5 6 7 24 8 2 9 -!T. 10 O 16 15 14 13 12 11 3x6 II 6x10 = 6x10 = 3x6 If 4x5 = 4x6 = 4x6 = 45 = 1 8-0-0 1 13-8-0 i - 20-4-0 26-0-0 34-0-0 "_o 5.8-0 6-8-0 5-8-0 B-0-0 - LO IIDING (psf) - - - SPACING- - - - - 2-0-0 cl. IV. V-✓-Y.V-G-UI 1�•U-G-G CU4C1 CSI. DEFL. in (loc) Well L/d 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 BCLIL 0.0 ' Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 2441190 Rep Stress Incr NO WB 0.98 HOrz(TL) 0.07 9 n/a n/a BCdL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight 153 lb F7 = 0% CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 S 2x4 SP No.3 "Except' 4-14,7-13: 2x6 SP No.2 (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=510/0-8-0 Max Horz 2=-90(LC 6) Max Upiift2=-871(LC 8), 13=-2549(LC 8), 9=-369(LC 8) Max Grav 2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 1 Row at midpt 8-13, 6-13 CES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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=-692/331 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 S 3-16=40211155, 3-14=-1431/700, 4-14=-847/699, 7-13=-886/720, 8-13=-3505/1836, 8-11=403/1157, 6-14=-143112780, 6-13=-3151/1776 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; MWFRS (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) I 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) Qrovide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2, 2549 lb uplift at joint 73 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) �anger(s) or other connection device(s) shaft be provided sufficient to support concentrated load(s) 967 Ib 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 (plf) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16=-49(F=-29), 11-20=-20 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mi7ek® connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for N�iTek" always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Carlton III with porch lQiy JPly T11697363 M11323 GRB HIP 1 1 �62'Grancl Job Reference (optional) truss, Fort Pierce, FL LOADICASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) MAO a Apr 19 2015 MI reK Industries. Inc. 1 hU JUI 21 UU.15Ab ZU1 r I'2190 Z ID:SrRaEyyrg04M78G4raW BLWyuFUJ-Slr7xHKJAFmLXHToSfYIFMDOkmp1 y5g5ZETBOVytwRx WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101O312075 BEFORE USE Design valid for use only with Mi7ek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, Safety storage, delivery, erection and bracing of trusses and truss systems, see AANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Afexandria, VA 22314. 69D4 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697384 M11323 J2 JI MONO TRUSS 8 1 Job Reference o tionai 1) 2) 3) 4) 5) 6)' Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15A6 2017 Page 1 ID:xl?zSlzTbJCDI IrGPHl QukyuFUi-Slr7xHKJAFmLXHToStYiFMDYOmx3yK95ZETBOVytwRx -1-0-0 2-0-0 100 - -20-0 — 3x4 = (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a 10.0 Code FBC2014/TPI2007 (Matrix-M) CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz 2=67(LC 10) Max Upl'Ift3=-30(LC 10). 2=-131(LC 10), 4=-3(LC 7) Max Grav 3=37(LC 15), 2=143(LC 1), 4=29(LC 3) Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:7.9 PLATES GRIP MT20 2441190 Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=14ft; B=5211; L=34ft; eave=6ft; Cat. II; :p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; ember DOL=1.60 plate grip DOL=1.60 ifs truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -his truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will between the bottom chord and any other members. .far to girder(s) for truss to truss connections. ovide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 ib uplift at joint 3, 131 lb uplift at joint 2 d 3 lb uplift at joint 4. emi-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 REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A fliTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �r� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Padre Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job I Truss Truss Type Qty Ply Carlton III with porch M11323 J4 MONO TRUSS 8 1 I62'Grand T11697385 << Job Reference o tional russ, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:47 2017 Page 1 ID:PDYLfd 5MdK4MSQTz?ZtRxyuFUH-xyOV8dKxxYuC9Q2?ON3XnZmiTAFQhnPFouDlZxytwRw -1-0-D 4-0-0 1 0 0 4-" 3x4 = (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ydeft Ud 20.0 Plate Grip DOL 1.25 TIC 0.22 Vert(LL) -0.01 4-7 >999 360 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a 10.0 Code FBC2014rrP12007 (Matrix-M) CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz 2=104(LC 10) Max Uplift3=-75(LC 10), 2=-171(LC 10). 4=-2(LC 10) Max Grav 3=79(LC 1), 2=229(LC 1), 4=60(LC 3) (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 = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; 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 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 Ib uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEX REFERENCE PAGE MI/-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for p/'1Tek" always required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DS13-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. eervr�� 6904 Parke East Blvd. Tampa, FL 36610 Job I Truss Truss Type City Ply Carlton III with porch M1132 3 J6 MONO TRUSS 8 1 162'Grand T11697386 1 Job Reference o do al anp, .�cvw, non suw- inu. gnu umu ua: io.vr—'/ rage _r ^ ID:tP6jizJ7xSx_c_fXi4uz9yuFUG-xyOV8dKxxYuC9Q270N3XnZmdMABWhnPFouDlZxytwRw 1-0-0 6-0-0 3x4 = (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0,04 4-7 >999 360 7.0 Lumber DOL 1-25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a 10.0 Code FBC2014frP12007 (Matrix-M) CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 (lb/size) 3=120/Mechanical, 2=321/0-8-0, 4=54/Mechanical Max Horz 2=142(LC 10) Max Uplift3=-117(LC 10), 2=-218(LC 10) Max Grav 3=120(LC 1), 2=321(LC 1), 4=89(LC 3) Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:14.8 PLATES GRIP MT20 2441190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; qumber DOL=1.60 plate grip DOL=1.60 2) his truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This Huss 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)' 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 A71TEK REFERENCE PAGE M11-7473 rev. 10/07/2015 BEFORE USE. ■! Design valid for use only with MI ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A�T�yI." is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the AYi 8 6� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamps, FL 36610 Job I Truss Truss Type Qty Ply 62' Grand Carlton III with porch M11323 J8 MONO TRUSS 20 1 T11697387 Job Reference (optional) -r.pr-zuro- i er; muusmes, inc. inu dw zr mcio:ga zuu rage ID:tP6jtzj7xSx c_tXi4uz9yuFUG-P8yuMzLZis03nadBa4amKnJrKZRCQEfOlYyl5NytwRv 1-0-0 8-0-0 3x4 = (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) tfdefl Ud 20,0 Plate Grip DOL 1,25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a 10.0 Code FBC2014/TPI2007 (Matrix-M) CHORD 2x4 SP M 30 CHORD 2x4 SP No.3 (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Horz 2=180(LC 10) Max Uplift3=-160(LC 10), 2=-265(LC 10) Max Grav 3=164(LC 1), 2=411(LC 1), 4=118(LC 3) (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:17.7 PLATES GRIP MT20 2441190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind: ASIDE 7-10; Vult=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 8r MWFRS for reactions shown; .umber 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) f 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) �efer to girder(s) for truss to truss connections. 5) rovide mechanical connection (by others) of fr iss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6) 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 M/TEK REFERENCE PAGE M11-7473 rev. 10/09/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only, Additional temporary and permanent bracing Is for jt /liT®1.' t� always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. a c® 6904 Parke East Blvd. Tampa, FL 36610 Job i Truss Truss Type Qty Ply Carlton III with porch I T11697388 M113I 3 KJ8 MONO TRUSS 4 1 �62'Grancl Job Reference (optional) — - 1127 0e•1 S•d0. 2017 Pa i truss, Fort Pierce, FL 7. Us yi iaZ,.,, ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-P8yuMzLZis03nadBa4amKnJsZZZLQ8wOl Yyl5NytwRv 1-5-0 7-3.4 11-3-0 1-5-0 7-3-4 3-11-12 Scale = 1:20.8 3x4 = 3x4 = (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n/a n/a 10.0 Code FBC20141TP12007 (Matrix-M) CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 S 2x4 SP No.3 (lb/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Harz 2=244(LC 8) Max L1plift4=-207(LC 8), 2=-312(LC 8), 6=-277(LC 8) Max Grav 4=250(LC 13), 2=482(LC 1), 6=574(LC 13) CES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. CHORD 2-3=1090/498 CHORD 2-7=-662/1072, 6-7=-662/1072 S 3-7=0/309, 3-6=4177/727 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. 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; MWFRS (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) 1 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) �efer to girder(s) for truss to truss connections. 6) rovide 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). LOIAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 rapezoidal Loads (plf) 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. Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 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 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center late on joint unless x, /4 y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both Sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 0.y1I?' GI-2 c2-3 2. Truss bracing must be designed by an engineer. For truss individual braces 0 WEBS 4 wide spacing, lateral themselves may require bracing, or altemative Tor I T O Fyn, T 0 bracing should be considered. 1 = L) tSy �3 O Ustack 3. Never exceed the design loading shown and never materials on inadequately braced trusses. O� aO y 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 c6a csa F- designer, erection supervisor, property owner and plates 0- 'hd' from outside BOTTOM CHORDS all other interested parties, edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 19% at time of fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to x to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and 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 indicated design. �rll output. Use T or I bracing spacing on if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and toad vertically unless indicated otherwise. Min size shown is for crushing only. �� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: Nil ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood TfUSS Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, M-i-Te-k- 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 quality Criteria. Installing & Bracing of Metal -Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015