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Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA Inc. Site Information: 6904 Parke East Blvd. Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 BedrooaRear Porch5 Lot/Block: Subdivision: Address: unknown. City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighH Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. FSeal# Truss Name Date , _ T9680939 A 10/17/16 L2 _JT9680940_ Al 10/17/16' 13 I T9680941 ! A2 10/17/16 14 IT9680942 I A3 110/17/16 15 I T9680943 J A4 1 10/17/16 6 I T9680944 J A5 1 10/17/16 j L7 T9680945 I A_TA _ 10/17/16 f 18 I T9680946 B 1 10/17/16 19 I T9680947 I BHA 1 10/17/16 110 I T9680948 I GRA , 110/17/16 ill_ i.T9680949 J A 1 1.0/17116 12 __L_T9680950 J J3 . _1 10/17/16 113 I T9680951 1 J5 1 10/17/16 1 L 14 1 T9680952_J, 7 — —_ 10/17/16 15 I T9680953 I KJ7 10/17/16 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. 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 ANSI/TPI 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 ANSI/TPI 1, Chapter 2. ���w�llurri��� . .,�00I N VFW ♦i -\ G E N S� �� ♦♦ • 8.182 � • r r STATE OF : 44/go Al ♦♦��is�0 N A1-`E % �1111111 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin 1 of 1 � J'ot b russ -----Truss ype ty y 7i Cmllon rh 0 ext onratio _...Inni1392 � IfIiP 1 1 Tl,, `" � Job Reference optional) Cnambors Truss, Foa Piorco, FL 7.GA0 s Apr 19 2016 MiTok IndusWas. Inc. Mon Ort 17 In•an-an 9nIr. D.,..,, i1.0.Or�� 6.10.14 9.0.0 1A-11.0 �- V p6.0.0 n" Y''n-rniwrolOnrvoujeesrourrtsalUHU.tiCUM2rtrLBUIGy51 20•� 13 28.1-2 , 35.0.0 t16.0.0 •0.0 6.10.74 2.1.2 5-11.0 6.3-13 5-9.3 2-1.2 6.10-14 Scale - 1:61.9 4x8 = 4.00 12 2x3 iI 30 = 2x3 it 2x3 4 24 5 6 7 25 08 = 2x3 8 n, 30= 13 " 3x5 = 3x6 = 3x4 = 4x6 3x4 = = 3x6 = LOADING (psi) TCLL 20.0 SPACING- 2.0-0 CSI. DEFL. in (loc) I/defl Ud I PLATES GRIP TCDL 7.0 I Plate Grip DOL Lumber DOL 1.25 1.25 TC 0.49 BC Vert(LL) 0.58 12-14 >416 240 I4 MT20 244/190 BCLL 0.0 ' I Rep Stress Incr YES 0.75 WB 0.26 ; Verf(TL) I Horz(TL) -0.92 12-14 >262 180 0.11 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) j _L _ _ —_ _ -- Weight: 152 lb FT = 20°0 LUMBER- ----------- BRACING- - -- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. WEBS 2x4 SP No 3 BOT CHORD Rigid reiljng diferflyapplied or 6-6-14 oc bracjgg. REACTIONS. (lb/size) 2=1015/0-8-0, 15=575/0-8.0, 10=1108/0-8-0 Max Horz 2=97(LC 7) Max Uplift2=-631(LC 8), 15=-333(LC 8), 10-685(LC 8) Max Grav2=1015(LC 1), 15=596(LC 17), 10=1114(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2097/1237, 3-4=-1856/1112, 4-24=-2176/1325, 5-24=-2176/1325, 5-6=-2176/1325, 6-7— 2176/1325, 7-25=-2176/1325, 8-25=-2176/1325, 8-9_ 2172/1285, 9-10-2353/1375 BOT CHORD 2-17=-1062/1941, 16-17=-865/1738, 15-16=-865/1738, 14-15=-1124/2176, 13-14=-1046/2067, 12-13-1046/2067, 10.12=-1188/2175 WEBS 3-17=-302/283, 4-17-112/324, 4-15=-292/681, 5-15-498/392, 8-12=-142/358 NOTES- 1) Unbalanced roof live loads Have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=70fh L=35ft; eave=5fh Cat. 11; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=631, 15=333, 10=685. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGEMII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek© connectors. iris deslan Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building desfaner must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for slatAlly and to prevent collapse with possible I_\-m. of Injury and damage. For MiTek' property general glAdance regardt the fabrication, storage, delivery, erection and bracing of trusses and Brrss systems, ."ANSI/TPiI Quality Criteria, DSB•89 and BCSI Building Component Safety informalion available from Truss Plate Institute, 218 IV. Lee Street, Suite 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tampa. FL 33610 L"ob russ russ ype ry y 71 Coruonim 6 oxtgmageT9660940 1392 Al SPECIAL 1 1 Job Reference optional) Chambers Truss, Fort Pierce, FL 7.640 a Apt 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:39 2016 Pago 1 1 D:_IcfiGCA6bx7j2Sy1 11 DXFw7ye3KX-L7JGwL9MD4VUITDN PJQWjgae 1 um7yh8op?x1 BeySYRI 11.0.9_ 8.6.0 11_0.0 j— 14.9-0 1-1 2^ 4.0.0 I 27.4-7 _,_ 35.0-0 6.0•0 0 0.0 8.6.0 2.6.0 3.9.0 4.11-14 4-3.2 3.4-7 7-7-9 •0.0 Scale = 1:62.9 di 6 3x8 = 4.00112 5x6 = 2x3 II = 35xG = x•1 4 20 5 6 21 7 13 12 3x5 = 5x8 MT18HS= 2.00 F12 302 zz Plate Offsets (X,Y)_[2:0-0.2,Edge1� 9-.0-1-15 Edge] LOADING(psf) SPACING- 2-0-0 CSI, DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 I VeH(LL) 0.72 11-12 :-579 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 I Ved(TL)-1.5111-12 >279 1130 MT18HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.77 Hotz(TL) 0.42 9 n/a n/a BCDL10.0 Code FBC2014/1"PI2007 I (Matrix-M) _ Weight: 155lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0.8.0, 9=1332/0-8-0 Max Harz 2— 117(LC 6) Max Upiift2_ 834(LC 8), 9= 815(LC 8) FORCES. (lb) - Max. Comp./ivlax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2989/1742, 3-4=-2796/1682, 4-20=-2916/1774, 5-20=-2916/1774, 5-6=-2916/1774, 6-21= 4530/2576, 7-21_ 4530/2576, 7-8— 5193/2889, 8-9=-5612/3215 BOT CHORD 2-13— 1521/2769, 12-13_ 1301/2515, 11-12=-2065/3799, 9-11— 2968/5344 WEBS 3-13=-317/323, 4-13=-238/414, 4-12=-330/649, 5-12= 262/236, 6-12=-1031/619, 6-11— 332/886, 7-11=-763/1479, 8-11=-395/407 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=15fh B=70fh L=35fh eave=5ft; 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 five load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 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 100 lb uplift at joint(s) except Qt=lb) 2=834, 9=815. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. f0(0312015 BEFORE USE. ' Design valid for use only wilh MITek ) contleefois. Ills design 6, based only upon parameters shown, and is for an Indlvdual building component. not a truss systern. 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 always required for stablllfy and to prevent collapse wllh Wssible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery- erection and bracing of tnisses and truss systems. see.ANSI/TPIi Quality Criteria, DSB-89 and BCSf 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 M11392 45 = 4.00 j 12 SPECIAL 5x6 = 3x4 = 4 20 5 "' 12 3x4 = 5x8 = 2.00 12 y 171 Coition ith 6 exl garogo 1 Job Reference optional 7.640 s Apr 19 2016 MiTok Industries, Inc. Mon Oct 17 10:39:40 2 diGCA6bx7j2Syl HDXFvv7ye3KX-pKse7gA_OdLVdDZyOxIG17naH5jh7Jye „f 27.4-7 I 35.0.0 6.0L3\ 5.4.7 7-7.9 •0.0 Scale = 5x6 = 21 6 3x12 = 10-0.0 4-9-0 7-3.0 2-6.8 10-5-8 ' Plate Offsets X( ,Y1-- 2:0-2-14,Edpqj,8:0.1-15 Edge] ^T LOADING (psi) SPACING- 2-0-0 CSI. T— DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES W B 0.84 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 �! Cods FBC2014lTP12007 (Matrix-M) Weight: 160lb FT=20% ' LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc puriirls. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceffing directly applied or 2-2.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1366/0.8-0, 8=1332/0.8-0 Max Horz2=136(LC 7) Max Uplfft2=-834(LC 8), 8=-816(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3004/1748, 3-4— 2812/1694, 4-20= 2493/1570, 5-20= 2493/1570, 5-21=-3293/1951, 6-21 =-3293/1951 , 6.7= 5114/2850, 7-8— 5625/3250 BOT CHORD 2-13=-1527/2783, 12-13=-1183/2322, 11-12=-1314/2540, 10-11=-1708/3355, 8-10=-3001/5355 WEBS 3-13=-346/350, 4-13=-308/539, 4-12=-296/568, 5-12= 767/515, 5-11=-418/924, 6-11— 392/253, 6-10=-1159/2216, 7-10= 495/499 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=1511; B=70ft; L=35ft; eave=5ft; Cat. 11; 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 psi bottom chord live load nonconatrrenl 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) 8 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 100 lb uplift at joint(s) except (it=lb) 2=834, 8=816. 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 MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only wI1h MITek6 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 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' B always required for slabrlily 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 truss systems, see.ANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 ,lob russ I russ I ypo ty y 71 Conlon kh B oxl Dnrnge T9680942 M11392 A3 SPECIAL 1 1 Job Reference (optionail CItombors Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTok Industries, Inc. Mon Oct 17 10:39:40 2016 Pogo 1 ID:.-kfiGCA6bx7j2Syi HDXFw7y03KX-pKso7gA_OdLVdoZyOxiG17poH5sh9Ey2fhbk4ySYRl• �1.0• _ 1343.0 15.0.0 20.0.0 24.6-8 27.4.7 35-0.0 36_0.1� •0.0 _ 8.6-0 6.6.0 5.0.0 4.6.8 I 2.9-15 7.7-9 I.0-0 34 = 4.00 f 12 Sx6 = 04 = 14 13 "" 2x3 11 5x6 = 2.00 12 LOADING (psi) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.56 Veh(LL) 0.72 11 >586 240 TCDL 7.0 Lumber DOL. 1.25 BC 0.93 Veri(TL) -1.18 11-20 >357 180 BCLL 0.0 " fiep Stress Incr YES WB 0,72 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Scale; 3/16"=1' 3x12 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 160 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1364/0-8.0, 9=1334/0.8.0 Max Harz 2=155(LC 7) Max Uplift2=-834(LC 6), 9=-816(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3052/1733, 3-4_ 2934/1743, 4-5= 2349/1415, 5.6=-2610/1602, 6-7=-2757/1637, 7-8= 5200/2923, 8-9=-5590/3202 BOT CHORD 2-14— 1525/2830, 13-14= 1525/2830, 12-13_ 1091/2205, 11-12� 2608/4988, 9-11=-2954/5319 WEBS 4-14=0/283, 4-13=-746/496, 5-12= 282/657, 6-12— 285/598, 7-12= 2676/1489, 7-11 =-956/1895, 8-11 =-377/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165inph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=1511; B=70fh L=35ft eave=5ft; Cat. 11; 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 podding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load norlconcurrenl 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) 9 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 100 lb uplift at joint(s) except Qt=lb) 2=834, 9=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O WARNING- Vertfy design paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. ' Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is tot on Individual building component, not a (russ syslern. Before use, the building designer must verify the applicablllty of clesign patarneleis and properly Incorporate lhls deslan 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 Welk' always required for sfabillty 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 inks systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 IJ. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 rusts runs ypo ty t Car lion ilh 8 oxl garage PM1, T9680943 1392 'A4 SPECIAL 1 �7.IbRe fe renco (optional) Ghambors 1 was, Fort Piorce, FL 7.640 s Apr 19 2016 MiTok Industries, Inc. Mon Oct 17 10:39:41 2016 Pogo 1 ID_kfiGCAGbx7j2Sy1HDXFw7ye3KX-HWQ01<OBclilC7nNmWkS__oFf_ZIIROQZn5GJQBGXySYRG 1.0•q 8.6.0 , 14•9.0 17.0.0 8.0•0 24.6-8 �27.4-7 I 35.0.0 6 .0.6 8.6.0 r 6-3-0 2-3.0�-0.0 6-6.8 2-9.15 7-7-9 4•g .0.0 3x6 = 4.00 12 5x6 = 46 = 2x3 li 16 15 4x8 = 2x3 11 Sx8 = 2.00 f 12 302 Scala: 3/16"=1' Plate Offsets (XY)_[2:0.0-10,Edgej, 9:0.3-0 Edg-e],[11:0-1-15,Edgel I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >333 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.46 11 n/a Iva BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) j Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purllns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt B-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=1333/0-8.0 Max Horz 2=-175(LC 6) Max Upl1112=-834(LC 8), 11=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3042/1732, 3-4= 2359/1412, 4-5— 2303/1426, 5-6=-2334/1509, 6-7=-2154/1376, 7-8_ 2314/1391, 8-9=-5195/2958, 9-10=-5237/2955, 10-11=-5582/3192 BOT CHORD 2-16=-1513/2819, 15-16=-1513/2819, 14-15=-991/2102, 13-14=-2654/5036, 11-13_ 2944/5310 WEBS 3.16=0/288, 3-15=-724/464, 5-15=-272/266, 7-14= 136/409, 6-14=-292/605, 6-15=-293/403, 8-14= 3088/1750, 8-13=-937/1901, 10-13= 330/293 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128niph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70It L=35ft; eave=5fh Cat. 11; 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) " 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) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 OD lb uplift at joint(s) except 011=1b) 2=834, 11=815. 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 A1/TEKREFERANCE PAGE MII-7473 rev. f 010MO15 BEFORE USE Design valid for use only with MIIekN 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 parainefes and properly incorporate this design info the overall fulldktg design. Bracing Indicated is 10 prevent trickling of Individud imss web and/or chord members only. Addifiond temporary and permanent bracing MiTek' Is always required for sfabfllfy and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the tabrlcatton, storage, delivery, erection and bracing of Inures and (russ systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee street. Suite 312, Alexandria, VA 22314, Tampa, FL 33610 russ cuss ype ty y 71 Carlton 4h 8 oxt garogo T9680944 LM,lo 392 AS SPECIAL '16 1 Relerenco {optional) Chambers Truss, Fort Pierce, FL 7,640 s Apr 19 2016 MiTok Industries, Inc. Mon Oct 1710:39:42 2016 Page 1 ID:_kiiGCA6bx7j2Sy1HDXFw7ye3KX-mL PYMCEW1u3kwyy4RzDLSC5r5nn95WFVyAhozySYRF 11.0.0 8.6.0 1 14-9-0 1.0.0 I 6.0 24.6•B77..435.0-0 .12258.6.0 6.3-0 2 7.0-8 3_60•q 7-7-9 r1-0.0 Scale = 1:61.8 4.00 12 5x8 11 14 '13 3x6 = 2x3 11 5x10 = _ 3x12 = 2.00,12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 i Verl(LL) 0.78 12 >540 240 TCDL 7.0 Lumber DOL 1.25 I BC 0.90 Ven(TL) -1,59 12-13 >265 180 BCLL 0.0 Rep Stress incr YES iI WB 0.61 Horz(TL) 0.43 10 n/a rVa BCDL. 10.0 Code FBC2014fT'P12007 i (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 31 'Except` 1-4,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' 6-12: 2x4 SP M 30 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 159 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. WEBS 1 Row at midpt 6-12 REACTIONS. (lb/size) 2=1365/0-8-0, 10=1333/0-8.0 Max Horz 2=179(LC 7) Max Uplift2= 834(LC 8), 10=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3— 3035/1734, 3-4= 2371/1407, 4-5=-2314/1421, 5-6=-2329/1492, 6.7= 5329/3094, 7-8=-5231/2969, B-9=-5273/2968, 9-10=-5598/3190 BOT CHORD 2-14= 1515/2812, 13-14=-1515/2812, 13-21= 997/2050, 21-22= 993/2058, 12-22=-989/2072, 10-12= 2942/5328 WEBS 3-14=0/256, 3-13= 704/472, 6-13=-235/512, 6-12— 1924/3461, 7-12=-327/336, 9-12=-308/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; V1.11t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSlfTPI 1 angle to grails formula. Building designer should verify rapacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=834, 10=815. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MllekG connectors. This design is based only upon pcnamefers shown, and Is for an individual !wilding component, not a huss system. Before use, the building designer must verify Itie 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 oNy. Additional temporary and permanent bracing Mi ek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the lT fabrication, storage, delivery, erection and bracing of busses and hu%systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from inns Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job fuss fuss ype ty Ply 71 Carlton iih 8 exl garage T96809.75 ...... ATA COMMO14 5 1 Job Reference L lip onal) Chambora Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:42 2016 Pago 1 I D:_kf iGCA6bx7j2Syl H DXFw7ys3KX-mi_PYMCE W?u3kwyy4 RzDLSCCE5tE97SFVyAllozySYR F 1 0 8.4.0(� I -90271-70 4.0 6 1-0.08.4.0 4-7.0 384-0 1o.0 • 4x5 = 4.00 12 17 '- 15 2x3 it 46 = 3x8 = 4x4 = 14 '" 12 3x8 = 2x3 11 46 = Scale = 1:60.8 4x5 = 1 � 6 8.4.0 1 12-11.0 22-1.0 26.8-0 35-0-0 _ 8-4.0 4.7— 0 9-2.0 4-7-0 —I^ 8-4.0 —I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 ; Vert(LL) 0.29 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 180 BCLL 0.0 " Rep Stress Incr YES WB 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TP120D7 (Matrix-M) Weight: 166Ib FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing: 14-15. REACTIONS. (Ib/size) 2=1399/0.8-0, 10=1399/0.8-0 Max Harz 2=179(LC 7) Max Uplift2=-775(LC 8), 10— 775(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3164/1575, 3-4=-2677/1331, 4-5=-2606/1342, 5-24=-2680/1409, 6-24=-2629/1432, 6-25=-2629/1432, 7-25=-2680/1409, 7.8=-2606/1342, 8-9=-2677/1331, 9-10=-3164/1575 BOT CHORD 2-17= 1366/2936, 16-17=-1366/2936, 15-16— 1366/2936, 15-26— 745/1961, 26-27— 745/1961, 14-27_ 745/1961, 13-14=-1366/2936, 12-13=-1366/2936, 10.12=-1366/2936 WEBS 6-14=-459/928, 7-14= 264/197, 9-14— 531/397, 6-15=-459/928, 5-15=-264/197, 3-15=-531/397 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=15ft; B=70ft; L=35rt; eave=611; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottorn chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) except (jl=lb) 2=775, 10=775. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1.7473 rev, 1010312015 BEFORE USE • Design valid for use only with MiTek0 conneefois. this design Is based only upon parameters shown, and is for an Individual building component, not a Inn system. Before use. The building designer roust verify the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for sfabilty 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.ANSl/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plafe Insttule, 2181J. Lee Street, Suite 312, Alexandria- VA 22314. Tampa, FL 33610 nrss russ Type ly y 71 Corlton ilh 6 oxi gnrogo T9G80946 LJo M11392 B COMMON 2 1 Job Reference (optional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTok Industries, Inc. Mon Oct 17 10:30:43 2016 Pago 1 ID:_ kfiGCA6bx7j2Sy11-1 DXFw7ye3KX-EvYnIiCsHJOvM4X8e9USugkOrVGsuZlOkcvFLPySYRE f1.0_0_ _ 83.5 1A in, 17.6.0 21.0.0 26.8.11 35.0.0 T5�0•(� 1.0.0 B-3.5 5.8-11 3.6.0 1 5.8-11 B-3.5 1.0.0 3x4 = 4.00 F12 17 - 15 2x3 11 3x6 = 3x4 = 3xG = 14 12 30 = 3x6 = 2x3 11 Scale = 1:60.8 3x4 = 8-3-5 14.0.0 8-3-5 S-B-'li �7-0-0 21.0-0 2G-8-11 5.8-11 I 350.0 8-3-5 -� Plate Offsets (X,Y)= 6:0.3-0 EdggL_ _ LOADING (psf) SPACING- 2.0-0 CSI. 4 DEFL. in (loc) I/dell L/d PLATES GRiP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 I Vert(LL) -0.11 14-15 >76B 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 149lb FT=20% 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 10-0-0 or; bracing. WEBS 2x4 SP No.3 REACTIONS. Ail bearings 0-8-0. (Ib) - Max Horz2=-179(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) except 2- 385(LC 8), 15=-440(LC 8), 14=-440(LC 8), 10= 385(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=625(LC 1), 15=822(LC 13), 14=817(LC 14), 10=625(LC 1) FORCES. (lb) - Max. Comp./Max. Tell. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 854/407, 9-10=-854/407 BOT CHORD 2-17- 262/771, 16-17=-262/771, 15-16=-262/771, 13-14=-262/751, 12-13=-262/751, 10-12=-262/751 WEBS 3-17=0/269, 3-15- 708/485, 5-15= 291/268, 7-14=-291/268, 9-14=-708/485, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vull=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsl; h=151t; B=70fh L=3511; eave=511; Cal. 11; Exp C; Encl., GCpi=0.1 B; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.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 385 lb uplift at joint 2, 440 lb uplift at joint 15 , 440 lb uplift at joint 14 and 385 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. 0 WARNING - Verify design parameters and READ NOTES Div THIS AND INCLUDED MIrEK REFERANCE PAGEAW-7473 rev- Ja(=015 BEFORE USE. ' Design valid for use only wilh MITeku connectors. This design is Lased only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the aprAlcabillty of design rxaiamefers and prope ly 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 injury and properly damage. for general guidance regardirKt the fabricallon, storage, delivery, erection and bracing of trusses and InrSS systems, See.ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 210 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job cuss cuss Type, —fib llon ith B exr parago392 BHA 808TOh1file yT9600047 =y71 __Reference (optional) Grmmoors Truss, Ton Piorco, FL pi 1- 2016.0" un MuUSMOS, MG - - v" ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-i569z2DUid8m E5LBs7110tHVcuYid7nYyGfotrySYRD 1&&0 21.6.0 1.0•q 7-0-0 0•&0 11-&0 13.6.01q•000� 17.6�.0 10.6.0 21.0.0 2&&0 25•&0 2800 35.0.0 3&a 1 4U' 7.0.0 —�( 2.6.0 1 2.0-- 0 1 2.0.0 •c•D1.6d ~2.0•0---I-1.6.0 2.1.0 2.0.0 2.6.0 7-ao 1 00 Scale: 3H 6"=l' THIS COMPONENT IS TO BE USED IN TOP CHORD MUST BE BRACED BY END JACKS, CONJUNCTION WITH A RIGID DIAPHRAGM, ROOF DIAPHRAGM, OR PROPERLY CONNECTED THIS DIAPHRAGM MUST BE CAPABLE OF 4.00 12 4x4 = TRANSFERRING ROOF LOADS TO THE GROUND PURLINS AS SPECIFIED, WITH NEGLIGIBLE LATERAL DEFLECTIONS. 12 57 15 58 17 56 59 3x6 55 9 I 20 54 8 1 60 22 3x6 5x12 % 53 4 6 ! ! x6 = L3x4J 2`€' I 5x12 W: 26 3 111 16 1 23 52 14 I ro 2 \. I � . 28 29 n d - 35 42 43 34 44 33 45 46 4.1 48 32 49 31 50 51 30 _ c 3x6 = 6x8 = 6x8 = 3x6 = 3x4 3x4 = 1 7.0.0 , 14.0-0_1 21-0-0 28.0.0 35.0.0 _ 7-0-0 7-0-0 7.0.0 7-0-0 7.0-0 Plate Onsets (X,Y)-- (32:0-3-8,0-3.01 LOADING (psi) SPACING- 2.0-0 CSI. 1 DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Verl(TL) 0. IB 33-35 >953 180 BCLL 0.0 ' Rep Stress incr NO I WE, 0.62 ! Horz(TL) 0.04 28 n/a n/a BCDL 10.0 I Code FBC2014ITP12007 (Matrix-M) Weight: 208 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5.6-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27.32 JOINTS 1 Brace at Jt(s): 11, 10, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-579(LC 8), 33= 1255(LC 8), 32=1005(LC 8), 28 =-446(LC 8) Max Geav All reactions 250lb or less at joint(s) except 2=833(LC: 17), 33=1803(LC 1), 32=1510(LC 1), 28=646(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-52=-1607/1042, 3-52=-1441/984, 3-53— 108/258, 27-63=-906/619, 28-63=-1056/658, 3-5=-439/531, 5-7=-433/524, 7-10— 433/524, 10-11=-433/524, 11-13= 433/524, 13-14=-433/524, 14-16= 433/524, 16-18=-433/524, 18-19= 433/524, 19-21=-378/423, 21-23=-378/423, 23-25=-378/423, 25-27= 383/429 BOT CHORD 2-35=-880/1473, 35-42=-855/1390, 42-43=-855/1390, 34-43— 855/1390, 34-44=-855/1390, 33-44=-855/1390, 33-45=-386/402, 45-46=-386/402, 46-47=-386/402, 47-48=-386/402, 32-48=-386/402, 32-49=-525/923, 31-49= 525/923, 31-50=-525/923, 50-51=-525/923, 30--51=-525/923, 28-30— 514/952 WEBS 3-35=-168/626, 27-30=0/430, 3-33— 1994/1462, 11-33=-815/786, 19-32=-777/748, 27-32= 1400/992, 9.10— 465/455, 20-21=-464/455 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=4.2pst; BCDL=3.Opsf; h=15ft B=70ft; L=35ft eave=6ft; Cat. 11; Exp C; Encl., (30pi=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.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 579 lb uplift at joint 2, 1255 lb uplift at joint 33, 1005 lb uplift at joint 32 and 446 lb uplift at joint 28. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. Design valid for use only wilh ivtllek9 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. &acing 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 coikNne wilh possible personal Injury and property damage. For general guidance regarding the fabricaliom storage, delivery. ereclion and bracing of trusses and muss systems, seeANSI/TPIi Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 21811. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss fuss Tiipo ty ly 71 Conlon ilh 8 exl garage TD680D47 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pismo, FL l,b4e S Apr 1Y LeIU (0I10K rneusiuos, Inc, Mon VCr 1 r 1 u:ov;gq eu1u ratio c ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-i5G9z2DU1 dBm_E5LBs?IIQIHVcuYtd?nYyGfolrySYRD NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 Ib up at 7-0-0, 158 lb down and 206 lb up at 9.0-12, 158 Ib down and 206 Ib LIp at 11-0-12, 158 lb down and 206 lb up at 13.0-12, 158 Ib down and 206 lb up at 15.0-12, 158 lb down and 206 lb up at 17-0-12, 158 Ito down and 206 lb up at 17-11.4, 158 lb down and 206 lb up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb Lip at 23-11-4, and 158 Ib down and 206 lb Lip at 25-11-4, and 158 lb down and 206 lb Lip at 27-11-1t on top chord, and 373 lb clown and 236 lb up at 7-0-0, 69 lb down at 9.0-12, 69 lb down at 11.0-12, 69 lb down at 13.0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 !b down at 25-11-4, and 69 lb down at 27-11-4 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 lace 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: 36-39— 20, 1-3=-54, 3-15=-54, 15-27= 54, 27-29=5/1 Concentrated Loads (lb) Vert: 35� 373(F) 30=-23(F) 42 -23(F) 43=-23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47=-23(F) 48=-23(1-) 49=-23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-118(F) 55=-118(F) 56=--118(F) 57=-118(F) 5B=-118(F) 59= 118(F) 60=-118(F) 61=-118(F) 62— 118(F) 63=-118(F) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MilekO 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 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 chord 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 tnisses and truss systems, seeANSI/TPI1 Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute, 210 N. Lee Street. Suite 312. Alexandria, VA 22314. Tamps, FL 33610 ob ruSs russ Type ty y 71 Coition ilh 0 oxt gnmile 111392 GRA HIP 1 1 T9660940 Job Reference (optional) Chambers Truss. Fort Pierce, Fl. 7.640 s Apr 19 2016 MiTak Indusiflos. Inc. Mon Ocl 17 10:39:45 2016 Page 1 ID _kfiGCA6bx7i2Sy1 HDXFw7ye3KX-AHgXAOE6owGdbOgXIZWwz5gallsOMM311BwOMPlySYF 1.0.0 7.0.0 14.11.0 2I-S-2 28.0.0 35.0.0 6.0• 7.0.0 r 7-11.0 6.6-2 ) 6.6.14 7-0.0 Scale = 1:61.8 4.00 12 5x8 — 2x3 II 30 = 3x6 = 3 22 23 24 25 4 26 27 5 28 629 30 31 4x8 = 32 7 rid d9 nn dJ 6x10 —_ d0 v5/ 36 ou I I 3x4 = 2x3 II 3x6 = 3x4 = 4x6 = 2x3 II 3x5 = 7.0.0 14-1_1-0 215-2 _ 28-0.0 I_ 35-0-0 l LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 " Rep Stress Incr NO WB 1.00 Hoiz(TL) 0.11 8 n/a n/a BCDL 10.0 FBC2014/TP12007� (Matrix-M) Weight: 153lb FT = 20% ^^ 'Code LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid Gelling directly applied or 5-11-6 oc bracing. WEBS 2x4 SP No.3'Except* WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=774/0.8.0, 13=3177/0-8-0, 8=1246/0.8-0 Max Horz2=78(LC 7) Max Uplift2= 516(LC 8), 13=-1909(LC 8), 8=-799(LC 8) Max Grav2=778(LC 17), 13=3177(LC 1), 8=1246(LO 18) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1467/855, 3-22=-747/1318, 22-23= 747/1318, 23-24_ 747/1318, 24-25= 747/1318, 4-25=-747/1318, 4-26=-747/1318, 26-27=-747/1318, 5.27— 747/1318, 5-28=-747/1318, 28-29=-747/1318, 6-29=-747/1318, 6-30=-1920/1225, 30.31=-1920/1225, 31-32=-1920/1225, 7-32=-1920/1225, 7-8=-2869/1716 BOT CHORD 2-15=-723/1342, 15-33=-732/1382, 33-34= 732/1382, 14-34=-732/1382, 14-35=-732/1382, 13-35=-732/1382, 13-36=-1107/1920, 36-37— 110711920, 37-38=-1107/1920, 12-38=-1107/1920, 12-39=-1524/2706, 11-39— 1524/2706, 11-40= 1524/2706, 40-41 =-1 524/2706, 10-41= I524/2706, 8-10= 1513/2668 WEBS 3-15— 155/711, 3-13=-2806/1663, 4-13=-848/795, 6-13= 3446/2082, 6-12= 87/648, 7-12=-835/507, 7-10_ 177/660 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=1511t; B=70ft L=35fh eave=5ft; 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) 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 516 lb uplift at joint 2, 1909 lb uplift at joint 13 and 799 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103120t5 BEFORE USE. Design valid for use only with MITekV connectors. This design is based only upon parameters shown, and is for an individual Wilding component, nor � 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 MOW Is always required for slablily and to prevent collapse with possible personal Injury and property damage. Pot general guidance regarding the fabrlcallom storage, delivery, erection and bracing of trusses and inks systems, seeANSI/1PII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job runs Truss I yp0 01Y y 71 Conlon hh G oxt pnrogo I TOGBOO48 M11302 GRA HIP 1 1 Job Reference (optional) wamuurs i runs, ron rmrca, rL 1.641) S Apr W 2015 M11 oK IndtiSirlo9, Inc. Mon Oct 17 10:39:45 2016 Page 2 NOTES - ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-AFIgXAOE6owGdbOgXIZWwz5gaflsOMM3hBwOMPiySYRC 8)1-langer(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0.0, 90 lb down and 155 lb up at 9-0-12, 90 Ib r7own and 155 Ib Llp at 11-0-12, 90 Ib down and 155 Ib Llp at 13-0-12, 90 Ib down and 155 Ib Llp at 15.0-12, 90 Ib clown and 155 Ib tip at 17-0-12, 901b down and 155 Ib up al 17-11-4, 90 Ib down and 155 Ib tip at 19.11-4, 90 Ib down and 155 Ib up at 21-11-4, 90 Ib down and 155 Ib Llp at 23-11-4, and 9D Ib down and 155 Ib up at 25-11-4, and 203 Ib down and 329 Ib up al 28-0-0 on top chord, and 452 lbdown and 263 Ib LIP at 7-0-0, 63 Ib down and 3 Ib Llp at 9.0.12, 63 Ib down and 3 Ib tip at 11-0-12, 631b down and 3 Ib up al 13-0-12, 63 Ib down and 3 Ib up al 15-0.12, 63 Ib down and 3 Ib up at 17-0-12, 63 Ib down and 3 Ib up at 17-11.4, 631b down and 3 Ib Lip at 19-11.4, 63 Ib down and 3 Ib up al 21-11-4, 63 Ib down and 3lb up at 23-11-4, and 63 Ib down and 3 Ib up al 25-11-4, and 452 lb down and 263 lb up at 27-11-4 oil bottorn chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead •f Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3-7— 54, 7-9=54, 16-19=-20 Concentrated Loads (Ib) Vert: 3=-1=17(B) 7=-147(B) 15=-452(B) 13=-40(B) 4— 90(B) 10 =-452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26=-90(B) 27=-90(B) 26=-90(B) 30=-90(B) 31=-90(B) 32=-90(B) 33=-40(B) 34=-40(B) 35=-40(B) 36_ 40(B) 37— 40(B) 38=-40(B) 39=-40(B) 40=-40(B) 41=-40(B) 0 WARNING- Veriry design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 10ID312015 BEFORE USE. Design valid for use only with MflekV connectors. Ms design Is based only upon parameters shown. and is for art Individual L-Aillding component, not a truss syslem. 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 10 piever-irbuckting of Individual iniss 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 guidorlce regarding the fabrication, storage, delivery, erection and bracing of busses and Miss systems, seeANSI/IPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalkilNe from Truss Plate Institute, 21811. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ob fuss russ ype ty y 71 Carlton ith 8 oxi garage M11392 J1 MONO TRUSS �0 T0600949 1 Job Relorenco (o tional russ. Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:46 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiMY52_gQa8vxkySYRB 1.0.0 1-0-0 Scale = 1:6.2 3x4 = 1.0-0 1-0.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC o.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 I Ved(l L) -0.00 5 >999 180 BCLL 0.0 ' I Rep Stress Incr YES WB 0.00 I Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 5 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz2=48(LC 8) Max Uplift3=-5(LC 5), 2=-127(LC 8), 4=-2(LC 5) Max Grav3=1l(LC 13), 2=113(LC 1), 4=11(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; TC:DL=4.2psf; BCDL=3.Opsf; h=15fh B=70ft; L=351t; eave=6fh Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); 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 5 lb uplift at joint 3, 127 ib 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE 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 cm Individual building component, not a truss syslem. Before use, the building designer must verify the ar4ftablilly 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 M iTek' Is always required for stability and to preverd collapse with possible personal injury and properly darnage. For general guidance regarding the fabrication, 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 from Truss Plate Institute. 21811. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type Oty ply 11 Cadlon ill, 9 ext galago T9G00950 1392 J3 1 MONO TRUSS 0 1 ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-oTEvOkFIZEOUDYI 3.0.0 ~ 1.0.0 i-- 3.0.0 -I 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Verl(TL) -0.01 4-7 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) I 0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical, 2=184/0.8.0, 4=31/Mechanical Max Horz2=85(LC 8) Max Up1ift3=-53(LC 8), 2=-149(LC 8), 4= 3(LC 8) Max Grav3=58(LC 1), 2=184(LC 1), 4=44(LC 3) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale ='1:9.6 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASIDE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=Gft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 tit 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 53 lb uplift at joint 3, 149 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M147473 rev. 101032015 BEFORE USE Design valid for use only wilh Mllek0 connectors. this design is based only upon parameters shown, and Is for an individual building component, not � a truss syslem. Before use, the building designer must verify the applicability of design pararnoleis and property Incorporate this design Into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stabllfly and to prevent collapse wish possible personal Injury and properly damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of fniiSeS and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21811. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Iruns ype ty [ly 71 Codlon ilh 8 ext gnrngeM11392 79680051 Truss IiII MONO TRUSS 8 1 Job Reference (optional) Chumbors Truss, Fort Pierce, FL 7.640 s Apr 10 2016 MiTok industries, Inc. Mon Oct 17 10:39:46 2016 Pago 1 ID_kfiGCA6bx7j2Syl HDXFw7ye3KX•eTEvOl<FIZEOUDYFjJH29VIMuPiIJ52_gQa8vxkySYRB 1.0.0 6.0.0 i-- 1.0.05.0.0 Scale = 1:12.9 30 = LOADING (psi) SPACING- 2-0-0 CS1. j DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 1 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 l BC 0.28 j Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5.0.0 oC puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-8.0, 4=47/Mechanical Max Horz2=123(LC 8) Max Uplifl3=-96(LC 6), 2= 194(LC 8) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind:.4SCE 7-10; Vu11=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=70ft; L=3511; eave=61l; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 96 lb uplift at joint 3 and 194 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in file analysis and design of this truss. Q WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEIVREFERANCE PAGEMII--7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mltek® connectors, ]his design is based only upon pararneleis shoum, 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse wilh possrble personal injury and property damage. for general guidance regarding the fabricalion, storage, delivery, erection and bracing of hisses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla. VA 22314. Tampa, FL 33610 JobTruss Tru—silrype Qty y 71 Carlton A ox1 garage TOC60952 Mi1392 J7 MONO TRUSS 24 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mrrek Industries, Inc. Men Oct 17 10:39:47 2016 P090 1 I D: IcfiGCA6bx7j2Syl H DXFw7ye3KX-6golb4 FNKY W Lrigvt_ZO2 W v5t6ZsgVE_f EISUAySYRA 1— 7.0-o 1� 00,00 I 7-0.0 Scale=1:16.5 3x4 = LOADING (psi) SPACING- 2-0-0 CS1. �DEFL. in (loc) Well Ud _ PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.25 Veit(LL) -0.06 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.16 4-7 >520 180 BCLL 0.0 ' I Rep Stress Incr YES WB 0.00 i Horz(TL) 0.01 2 n/a n/a BCDL 10.D Code FBC2014fTP12007 (Matrix-M) Weight: 231b FT = 0°. LUMBER - TOP CHORD 2y,4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=144/Merhalllcal, 2=365/0.8.0, 4=60/Mechanical Max Horz2=161(LC 8) Max Uplifl3=-140(LC 8), 2= 240(LC 8) Max Grav3=144(LC 1), 2=365(LC 1), 4=103(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft; B=70fl; L=35ft; eave=6ft•, Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); 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 140 lb uplift at joint 3 and 240 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. A WARNING -Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Design valid tot use only vrith Ivlllek0 conneclors.1111s design Is based only upon parameters shovel, and is for an Individual lullding component, nor � a truss system. Before use, the building designer must voflfy 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 pan nonent bracing MOW Is always required for 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 BCSf 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 Buss Cuss ypo ly Ca y 71 nton Bh 0 oxt garotte T0680953 M11302 JK01 MONO TRUSS 4 1 � Job Reference (optional) Charribors Truss, Foil Pierce. FL /.bau S APr 79 zui u mi i oK inuusinss, inc. Mori 06 i r i osvy cv ro ruyu r ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-Ggolb4FNKYWLrlgvt_ZO2Wv656fCgSlc fEISUAySYRA •1-5.0 6.8.12 9.10.1 1-5.0 6-6.12 3.1-5 30 = LOADING (psp SPACING- 2-0-0 CSI. ! DEFL. in (loc) I/dell Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0,18 I Vert(ILL) -0.03 7-10 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.24 j Vert(TL) -0.07 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 I Horz(TL) . 0.01 5 n/a n/a BCDL 10.0 Code FBC2014(TP12007 I (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical, 2=392/0-11-5, 5=440/Mechanical Max 1iorz2=192(LC 8) Max Uplifl4=-133(LC 8), 2=-266(LC 8), 5— 232(LC 8) Max Grav4=161(LC 13), 2=392(LC 1), 5=442(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7=-469/746, 6-7— 469/746 WEBS 3-7=0/285, 3.6=-860/541 Scale = 1:21.1 5 3x4 = )-10-1 3-1-5 PLATES GRIP MT20 2,14/190 Weight: 38 lb FT = 0% BRACING - 'TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 or, bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70fl; L=35ft; eave=6fl; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 133 lb uplift at joint 4, 266 lb uplift at joint 2 and 232 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of tile truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 54 Trapezoidal Loads (pif) Vert: 2=0(F=27, B=27)-to-4=-133(F= 39, B=-39), 8=0(F=10, B=10)-to-5=-49(F= 15, B— 15) © WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mileke 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 IhN design into the overall building design. &acing Indicated is to buckling of Individual truss web and/or chord members only. Addltfonal lernporary and permanent bracing MOW prevent Is always required for stability and to prevent aollopse wllh possible personal krjuryand properly damage. For general guidance regarding the 6904 Parke East Blvd. fabiicallon• storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 21811. Lee Street, Suite 312, Nexandrlo. VA 22314. Symbols PLATE LOCATION AND ORIENTATION 3/ ' Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' For 4 x 2 orientation, locate plates 0-'U" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 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 ■�■ mom 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 bearin gs occur. Min size shown is for crushing only. Industry Standards: - ANSI/TPl1: 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. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS n C O O a- O 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 0 c O U 0- 0 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. O 2012 MiTek® All Rights Reserved IV�t� MiTek` MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes 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 and never stack 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 19% 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 camber 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 purlins 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 food 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.