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HomeMy WebLinkAboutProject Information Lumber design values are in accordance with ANSI/TPI 1 section 6.3, These truss designs rely on lumber values established by others. MiTek® RE: 74085 - Lackey MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa,FL 33610-4115 Customer Info: One Construction Services Corp Project Name: Lackey Model: Lot/Block: Subdivision: Address: upkpown 2?10 6,,s i 1:2 V R City: St Lucie County State: FL I Name Address and License#of Structural Engineer of Record, If there is one,for the building. j Name: . License#: Address: City: State: i General Truss Engineering Criteria & Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPi2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 11 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 61 G 1.5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date 1 IT103438891A 1 2/1/17 12 1 T10343890 1 B 1 2/1/17 1 13 1 T103438911131 1 2/1/17 14 1 T10343892 1132 1 2/1/17 15 1 T10349893 1133 1 2/1/17 1 16 1 T10343894 1 C 1 2/1/17 17 1T103438951GEA 12/1/17 18 1 T10343896 1 GEB 1 2/1/17 19 1 T10343897 1 PBA 2/1/17 110 1 T10343898 1 SG EA 1 2/1/17 1 Ill IT10343899 1 SGEB 1 2/1/17 The truss drawing(s)referenced above have been prepared by MiTek PS A USA,Inc. under my direct supervision based on the parameters pM fe os, provided by Chambers Truss. `�.`,`1`,.��G E NSR.�9�'�•�� Truss Design Engineer's Name: Albani, Thomas 0 My license renewal date for the state of Florida is February 28,2019. IMPORTANT NOTE: The seal on these truss component designs is a certification •• cc STATE OF .• UJZ that the engineer named is licensed in the jurisdiction(s)identified and that the •.• designs comply with ANSlfrPI 1. These designs are based upon parameters . .(v • A` p ;• �� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ��� �• • O R 1 Q. GN`�� given to MiTek. Any project specific information included is for MiTek's customers ��i SS'/••• ••�� ��` file reference purpose only,and was not taken into account in the preparation of 0N A„'�e��` 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 Thomas A.Alba 3 tr0 should verify applicability of design parameters and properly incorporate these designs Mrrek USA,Inc i 66 ; into the overall building design per ANSVrPI 1,Chapter 2. ssna Parke Eas Blv 33;II 1 Date: February 1,2017 Albani, Thomas 1 of 1 ob Truss Truss Type Qty Pty Lackey T10343889 74085 A HIP 10 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.W ed Feb 01 13:39:29 2017 Page 1 ID:knjwKJf W XNkoJ5v2S72tiwzpXMQ-yMq 1 B 1 ChLF7UAvKeHXaE4y5sYclpBggOFF2RBdzpVgb r, . 11_1 Y_d 77-8-1 21-11-75 27-8-12 33-5-10 39-8-0 1-4-0 6-2 6 5 8-13 5-8-13 4-3-14 5-8-13 5 8-13 6-2 6 1-4-0 Scale=1:71.9 5x6= 5x8= 7.00 F12 6 27 28 7 3x4 i 3x6 i 3x4 5 8 3x6 Q 426 9 29 w I 0 3x4\\ 3x4// o 3 10 I 25 30 I u 2 11TW i1 18 36 31 17 32 16 33 15 14 34 35 37 13 , 3x4= 4x6= 3x8— 3x4—_ 4x6= 3x4= 13x6= 3x6= 8-0-7 17-8-1 21-1i-15 31-3-9 39-8-0 8-4-7 9-3-10 4-3-14 9-3-10 8-4-7 Plate Offsets(X Y)-- (20-6-0 0-0-6] (6.0-3-0 0-1-12] j7.0-6-0 0-2-4] (11-0-6-0 0-0-61 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.28 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(fL) -0.63 13-15 >752 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.12 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.17 13-15 >999 240 Weight:238 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-16,7-16,8-15 REACTIONS. (lb/size) 2=1540/0-8-0,11=1540/0-8-0 Max Harz2=-475(LC 10) Max Uplift2=-962(LC 12),11=962(LC 12) Max Grav2=1633(LC 17),11=1636(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-25=-2900/1649,3-25—2879/1661,3-4=2847/1662,4-26=-2812/1671,5-26=-2810/1675, 5-6=-2126/1385,6-27=-1912/1296,27-28=-1912/1296,7-28=1912/1296, 7-8=-2125/1384,8-29=-2810/1675,9-29=2812/1672,9-10=-2847/1663, 10-30—2879/1661,11-30=2900/1649 BOT CHORD 2-18=-1241/2517,18-36=-948/2083,31-36=948/2083,17-31=948/2083, 17-32=948/2083,16-32=948/2083,16-33—594/1575,15-33=594/1575, 15-34=972/1883,14-34=-972/1883,14-35=972/1883,35-37=972/1883, 13-37=-972/1883,1 1-1 3=-1 2 6 412409 WEBS 3-18=-452/351,5-18=-266/633,5-16=-873/596,6-16—419/800,7-16=-249/253, 7-15—418/800,8-15=-876/597,8-13=-267/634,10-13=451/351 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=70ft;L=47ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-4-0 to 3-4-3,Interior(1)3-4-3 to 17-8-1,Extedor(2)17-8-1 to 21-11-15,Interior(1)28-7-7 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=962, 11=962. 7)"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 MrTEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.TNs 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 applicab➢ily of design parameters and properly Incorporate this design into the overall v building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* B always required for stablllty,and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Lackey T10343890 74085 B POLYNESIAN 2 1 Job Reference o tional i. Chambers Truss, Fort Pierce,FL 7.640 s Apr IV 2016 M1I ek Industries,Inc.Wed Feb 01 13:39:21 2017 Page 1 1 5-6-0 I D:knjwKJfWXNkoJ5v2S72tiwzpXMQ-QYOQP NDK6ZFLo3ugrE5TcA e?OOiVwC5A Uuo_k3zpVga -44 5-6- 13-2-15 2071-53 25-3-15 9-81 W- 1.15 42-4 3-8 441 j4-07-8-15 -3-15 6-4-1 Scale=1:84.6 5x6= 7.00 F12 6 i 3x4 4x6 G 728 i 27 3x6 3x5 5 8 3x4 11 4 9 4.00 12 5x10% 5x6 C 10 3 I 26 29 1 u>1 2 '1112r2 O 19 1817 30 16 31 15 32 14 13 O 3x5— 3x4 11 3x6= 3x8= 3x6= 6x8= 3x4 I I 3x5 30= 5-6-0 5-0-0 13-2-15 20-11-13 29-8-0 35-11-115 42-4-0 5-6-0 0-4-0 7-4-15 7 8-15 8-8-3 63-15 6-4-1 Plate Offsets(X Y)-- f3:G-7-12 0-2-8) f5:0-3-0 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.18 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.30 14-16 >953 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 14 n/a rVa BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.09 13-14 >999 240 Weight:241 lb FT1=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3`Except` 6-0-0 oc bracing:18-19. 3-19:2x6 SP No.2 WEBS 1 Row at midpt 4-16,7-14 REACTIONS. All bearings 0-3-8 except Gt=length)19=0-8-0,14=0-8-0. (lb)- Max Horz2=450(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 2=376(LC 12),19=635(LC 12),14=-1312(LC 12),11=-478(LC 12) Max Grav All reactions 250 lb or less at joint(s)except 2=308(LC 21),19=1088(LC 17),14=1558(LC 1), 11=424(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • TOP CHORD 2-26=-321/197,3-26=286/216,3-4=1085/497,4-5=-801/389,5-27=-795/389, 6-27=-769/419,6-7=-819/454,7-28=-236/354,8-28=238/345,8-9=-255/248, 9-10=499/403,10-29=325/527,11-29=373/519 BOT CHORD 2-19=-154/263,17-18—152/1049,17-30=152/1049,16-30=-152/1049,16-31=0/422, 15-31=0/422,15-32=0/422,14-32=0/422,13-14—325/300,11-13=354/309 WEBS 3-19=-1080/603,3-18=-231/937,4-16=-730/510,6-16=126/373,7-16=-198/440, 7-14=1096/782,9-14=582/439,10-14=-578/1079,10-13—434/231 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=70ft L=47ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-4-0 to 3-4-3,Interior(1)3-4-3 to 20-11-13,Exterior(2)20-11-13 to 25-6-1,Interior(1)35-11-15 to 43-8-0 zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 376 lb uplift at joint 2,635 lb uplift at joint 19 ,1312 lb uplift at joint 14 and 478 lb uplift at joint 11. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK 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 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` 1 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,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,216 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I i Job Truss Truss Type Qty Ply Lackey T10343891 74085 B1 POLYNESIAN 12 1 Job Referenc�(opfional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 M7ek Industries,Inc. Wed Feb 01 13:39:22j2017 Page 1 I D:knjwKJf W XN koJ5v2S72tiwzpXMQ-ukxociEyttNCQDTOPydi9NAAGQ3LfcEJjYXYGVzpVgZ 1-4- 5-6-0 13-2-15 20-11-13 28-8-11 35-11-15 42-4-0 3-8- -4-0 5-6-0 7-8-15 7-8-15 7�8-14 7-3-4 6-4-1 i4-0 Scale=1:84.6 5X6= i 7.00 F12 6 ! s 4x6 i 27 3x5 3x5 i 26 3x6 5 7 8 4 I I I 4.00 F12 5x10 5x10 9 3 25 28 10 11 1 2 icb O 18 1716 29 15 3014 13 12 3x5= 3x6 II 3x6= US= 3x6= 3x4= 3x6 II 3x5,= 3x4= r 5-6-0 5-)Q-0 13-2-15 20-11-13 28-8-11 35-8-0 35- -15 42�-0 15-6-0 0-4-0 7-4-15 7-8-15 7-8-14 6-11-5 0 -15 Plate Offsets(X Y) 13:0 7 12 0 2 81 15-0-3-0 Edde1 f9:0-7-8 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP' TCLL 20.0 Plate Grip DOL 1.25 TO 0.49 Vert(LL) -0.08 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.19 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.03 12 IVa n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wjnd(LL) 0.0812-24 >931 240 Weight:232lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-1 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`Except` WEBS 1 Row at midpt 4-15,6-15,8-15 3-18,9-12:2x6 SP No.2 REACTIONS. All bearings 0-3-8 except Qt=length)18=0-8-0,12=0-8-0. (lb)- Max Horz2=450(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 2=373(LC 12),18=-863(LC 12),12=-906(LC 12), 10=407(LC 12) Max Grav Ail reactions 250 lb or less at joint(s)except 2=301(LC 21),18=1323(LC 17),12=1358(LC 1), 10=326(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-25=287/227,3-25=255/246,3-4--1576/855,4-5=-1394/826,5-26—1388/827, 6-26=13641856,6-27=1362/858,7-27=-1371/838,7-8=-1392/829,8-9—1494/824 BOT CHORD 16-17=442/1303,16-29=442/1303,15-29—442/1303,15-30=424/1110, 14-30—424/1110,13-14424/1110 WEBS 3-18—1468/865,3-17=-571/1361,4-15=-607/418,6-15=-446/869,8-15=-508/363, 8-13=-252/242,9-13=-586/1397,9-12=-1519/872 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21fh B=70ft;L=47ft;eave=6ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-4-0 to 3-4-3,Interior(1)3-4-3 to 20-11-13,Exterior(2)20-11-13 to 25-8-1,Interior(1)35-11-15 to 43-8-0 zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord jive 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 373 lb uplift at joint 2,863 lb uplift at joint 18 906 lb uplift at joint 12 and 407 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. ®WARNING-V dry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-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 trims system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall v building design. & �A acing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I V9 iTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,ereclion and bracing of trusses and miss 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 336101 i Job Truss Truss Type Qty Ply Lackey T10343892 74085 B2 POLYNESIAN 4 1 Job Reference(optional) � Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Wed Feb 01 13:39:23 2017 Page 1 ID:knjwKJfWXNkoJ5v2S72tiwzpXMQ-MxVAp2FaeAV31N2Dyf8xibjlOgKh0 OSxCH5oyzpVgY 1-4- 5-6-0 13-2-15 20-11-13 28-8-11 35-11-15 42-4-0 3-8 -4-0 7-8-15 7-8-15 7-8-14 7-3-4 6-4-1 ,4-0 j Scale=1:84.6 5x6= 7.00 12 6 i ' I 4x6 5- 3x5 3x5 i 27 26 4x6 5 7 8 4 i 4,00[^ 5x6% 5x10 9 3 25 28 i 1 2 10 11,e iA O 18 1716 29 15 3014 13 12 6 3x6= 3x4 II 3x6= 3x8= 3x6= 4x4= 3x6 11 3x5,= 4x4= r 5-6-0 13-2-15 20.11-13 28-8-11 35$-0 35- -15 42-4-0 r 5-6-0 7-8-15 7-8-15 7-8-14 6-11-5 0-1 -15 6�-1 Plate Offsets(X Y)-- 12:0-1-10 Edgel (5:0-3-0 Edgel f7.0-3-0 Edge) i9:0-7-8 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.18 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.50 17-18 >864 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.26 17-18 >999 240 Weight:231 lb FT,=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. WEBS 2x4 SP No.3*Except` WEBS 1 Row at midpt 3-17,4-15,6-15,8-15 9-12:2x6 SP No.2 REACTIONS. (lb/size) 2=1373/0-8-0,12=1743/0-8-0,10=161/0-3-8 Max Horz2=450(LC 10) Max Uplift2=-865(LC 12),12=1130(LC 12),10=-317(LC 12) Max Grav2=1373(LC 1),12=1743(LC 1),10=235(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-25=-3910/2065,3-25=-3891/2076,3-4=-2512/1351,4-5=-1706/991,5-2 6=-1 70 019 91, 6-26=1675/1020,6-27=1672/1017,7-27=-1681/997,7-8=-1703/988,8-9=-1 62 81894, • 9-28=-261/643,10-28=2671629 BOT CHORD 2-1 8=-1 849/3674,17-18=-1854/3669,16-17=-874/2011,16-29=874/2011, 15-29=874/2011,15-30=486/1225,14-30=-486/1225,13-14=486/1225,12-13=838/465, 10-12=-627/346 WEBS 3-17=-1721/1008,4-17=196/591,4-15=-1314/784,6-15=-609/1185,8-15=-314/260, 8-13=-466/353,9-13=978/2143,9-12=-1988/1112 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=70ft;L=47ft;eave=6ft;Cat.11; Exp C;Encl.,GCpl=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 3-4-3,Interior(1)3-4-3 to 20-11-13,Extedor(2)20-11-13 to 25-8-1,Interior(1)35-11-15 to 43-8-0 zone;porch right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 865 lb uplift at joint 2,1130 lb uplift at joint 12 and 317 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. I ®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 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 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,seeANSI/IPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 . I Job Truss Truss Type Qty Ply Lackey T70343893 74oa5 B3 POLYNESIAN 3 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc.Wed Feb Ot 13:39:24 2017 Page 1 I D:knjwKJf W XNkoJ5v2S72tiwzpXMQ-r73Y1 OFCPUdwfXdP W NfAEoGVLDhk7UIcAsOfKOzpVgX 1-4- 5-6-0 13-2-15 20-11-13 25-3-15 29-8-0 35-11-15 42-4-0 3-8 -4- 5-6-0 7$-15 7-8-15 4-4-1 4-4-1 6-3-15 6-4-1 -4.0 Scale=1:84.6 j 5x6= 7.00 F12 6 i I 3x4 3X6 i 27 728 3x6 3x5 i 5 8 3x4 11 ' 4 9 4,00 F12 5x6 5x6 10 3 26 29 N1 2 :11 121� ch O 19. 18 17 30 16 31 15 32 14 13 o 3x5= 3x4 II 3x6= 3x8= 3x6= 6x8= 3x4 II 3x5;= 4x4= 5-6-0 13-2-15 20-11-13 29-8-0 35-11-15 42-4-0 5-6-0 7-8-15. 7-8-15 8-8-0 6-3-15 6-4-1 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Vdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.18 14-16 >999 360 MT20 244111 90 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.35 18-19 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.06 14 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.16 18-19 >999 240 Weight:240lb FT;=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-18,4-16,7-14 REACTIONS. (lb/size) 2=1042/0-8-0,14=2002/0-8-0,11=233/0-3-8 Max Horz 2=-450(LC 10) Max Uplift2_634(LC 12),14=-1548(LC 12),11=382(LC 12) Max Grav2=1079(LC 17),14=2002(LC 1),11=333(LC 22) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-26—2724/1286,3-26=-2706/1293,3-4=-1546/720,4-5=-803/391,5-27=-796/392, 6-27=771/421,6-7=-819/455,7-28=-494/803,8-28=-496/793,6-9—513/696, 9-10=757/908,10-29=53/668,11-29100/627 BOT CHORD 2-19=-1108/2632,18-19=-1113/2625,17-18—329/1430,17-30=-329/1430, 16-30=-329/1430,16-31114/430,15-31=114/430,15-32=-114/430,14-32=114/430, 13-14=-564/84,11-13=-571/67 WEBS 3-18=1426/806,4-18—154/526,4-16=1248/751,6-16=-129/376,7-16=-361/784, 7-14=-1766/1098,9-14=-583/439,10-14=510/1003,10-13=-438/236 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=70ft;L=47ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=o.18;MW FRS(directional)and C-C Exterior(2)-1-4-0 to 3-4-3,Interior(1)3-4-3 to 20-11-13,Exterior(2)20-11-13 to 25-8-1,Interior(1)35-11-15 to 43-8-0 zone;porch right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf 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,With BCDL=I O.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 634 lb uplift at joint 2,1548 lb uplift at joint 14 and 382 lb uplift at joint 11. 6)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design B based orgy 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• j 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,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 I I Job Truss Truss Type Cty Ply Lackey � T10343894 74085 C SPECIAL 2 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Feb 01 13:39:25 2017 Page 1 I D:knjwKJf WXNkoJ5v2S72tiwzpXMO-JJdwEkGgAolnHhCb44APnOoi5doys_CIP W mCtgzpVg W r 1 4-0 5-6-0 12-3-4 19-0-7 24-6-3 29-8-0 35-8-0 ,37-0-q 5-6-0 6-9-4 6-9-4 5-5-12 5-1-13 6-0-0 '1-4-0' I Scale=1:70.5 5x6= 5 I 7.00 12 25 3x5 3x5 i 24 6 3x6 4 7 3x4 II 4.00 12 8 Sx6 3 26 23 1 2 910jv O 16 15 1427 13 12 28 29 11 1 3x5= 3x4 II 3x4= 3x6 3x8= 3x6= 6x8= 3x5— r 5-6-0 12-3-4 19-0-7 2"-0 3Q-0-0 35- _o 5-6-0 6-9-4 6-9-4 10-7-9 0-41 5$-0 Plate Offsets(x Y)-- f11:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP, TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.31 11-13 >999 360 MT20 244/1'90 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.65 11-13 >544 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.16 15-16 >999 240 Weight:195lb FT=20% 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 ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-15,4-13,6-11 I REACTIONS. (lb/size) 2=1 1 1 710-8-0,11=1667/0-8-0 Max Horz 2=434(LC 11) ' Max Uplift2=-700(LC 12),11=-1051(LC 12) Max Grav2=1136(LC 17).11=1667(LC 1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=-3064/1443,3-23=-3045/1450,3-4=-1947/907,4-24=1266/594,5-24=-1239/620, 5-25=-1250/628,6-25=-1270/607,6-7=-789/581,7-8=-809/455,8-26—1041/595, 9-26=-1054/570 BOT CHORD 2-16=-1239/2846.15-16=1243/2841,14-15=491/1603,14-27=-491/1603, 13-27=-491/1603,12-13=0/644,12-28=0/644,28-29=0/644,11-29=0/644, 9-11=639/1104 WEBS 3-15=13921780,4-15=185/510,4-13=-1144/695,5-13=-344/846,6-13=200/387, 6-11=1660/1397,8-11=-521/439 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft B=70ft;L=47ft;eave=6ft Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 3-4-3,Interior(1)3-4-3 to 19-0-7,Extedor(2)19-0-7 to 23-8-10 zone;cantilever right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DO L=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. ! 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 700 lb uplift at joint 2 and 1051 lb uplift at joint 11. 6)"Semi-rigid pitchbreaks Including heels Member end fixity model was used in the analysis and design of this truss. I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I-7473 rev.1010312015 BEFORE USE. all ' 77// 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 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,seeANSI/TP1I 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 3361 o I Job Truss Truss Type city Ply Lackey T10343895 74085 GEA GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Feb 01 13:39:27 2017 Page 1 I D:knjwKJf WXNkoJ5v2S72tiwzpXMQ-FiihfQl4iP?V W_M_BVCtsRu7yRpN K_d2sgFJxjzpVgU r1 4 0, 17-8-1 1 21-11-15 39-8-0 p1-0-Q 4-0 17-8-1 4-3-14 17-8-1 1�4-0' Scale=1:72.5 5x6= Sxfi= � 7.00 12 12 13 14 15 16 I 11 17 i 10 18 3x6 i 9 19 3x6 8 20 7 21 0 8 22 c 5 23 I 4 24 3 25 2 26 27 Iv 1 o 41 35 3x5= 48 47 46 45 44 43 42 40 39 38 37 36 34 33 32 31 30 29 28 3x0= 5x6= 5x6= 39-8-0 39-8-0 Plate Offsets(X Y)-- 112:0-3-0 0-1-121 116:0-3-0 0-1-121 135:0-3-0 0-0-41 141:0-3-0 0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in 00c) Udefl L/d PLATES GRIP, TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 27 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 27 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 26 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix) Weight:294 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 14-38,13-39,11-40,15-37,17-36 REACTIONS. All bearings 39-8-0. (lb)- Max Horz2=-475(LC 10) Max Uplift All uplift 100 lb or less at joint(s)38,39,48,28 except 2=-128(LC 8),40=102(LC 12),42=-135(LC 12),43-124(LC 12),44125(LC 12),45-126(LC 12),46122(LC 12),47=-142(LC 12),36=-102(LC 12), 34=-135(LC 12),33=-124(LC 12),32=125(LC 12),31=-126((-C 12),30=122(LC 12),29=142(LC 12), 26-102(LC 12) Max Grav All reactions 250 lb or less at joint(s)2,38,39,40,42,43,44,45,46,47,48,37,36,34,33,32, 31,30,29,28,26 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-345/354,3-4=320/324,4-5293/292,5-6=-266/262,7-8-212/258,8-9=2051262, 9-10=-290/358,10-11=376/462,11-12=446/544,12-13=415/511,13-14=415/511, 14-15=-415/511,15-16-415/511,16-17=-446/544,17-18=376/462,18-19=290/358, 19-20=-203/262,20-21=-210/258,25-26=239/254 BOT CHORD 2-48=240/315,47-48=-240/315,46-47=-240/315,45-46=-240/315,44-45=240/315, 43-44=-240/315,42-43=-240/315,41-42-240/315,40-41=240/315,39-40=-240/315, 38-39=-240/315,37-38-240/315,36-37=240/315,35-36=-240/315,34-35=-240/315, 33-34=240/315,32-33=-240/315,31-32=240/315,3 0-31=-2 4 013 1 5,29-30=-240/315, 28-29=240/315,26-28=240/315 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=70fh L=47ft;eave=2ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)-1-4-0 to 3-4-3,Extedor(2)3-4-3 to 17-8-1,Comer(3)17-8-1 to 21-11-15,Exterior(2)26-8-2 to 41-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 3x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.10/0"015 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 Mg 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 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,seeANSI/TPI I Quality Criterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Lackey T10343895 74085 GEA GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Feb 01 13:39:27 2017 Page 2 ID:knjwKJfWXNkoJ5v2S72tiwzpXMQ-FilhfQl4iP?VW_M_BVCtsRu7yRpN I_d2sgFJxjzpVgU NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)38,39,48,28 except Qt=lb)2=128,40=102,42=135,43=124, 44=125,45=126,46=122,47=142,36=102,34=135,33=124,32=125,31=126,30=122,29=142,26=102. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i � I i I I I I I I . I i I i i i I ' I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.f O-W015 BEFORE USE Design valid for use only with MlTeW connectors.This design Is based only upon parameters shown,and Is for an Individual balding component.not a truss system.Before use,the building designer must verity 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 stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and brdcing of trusses and Truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East B d. mpa,FL 33610 Safety Information available from Truss Plate institute.I 218 N.Lee Street,Suite 312.Alexandria.VA 22314. Ta I ' Job Truss Truss Type Qly Ply Lackey T10343696 Job GEB GABLE 1 1 Job Reference(optional) I Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Wed Feb Ot 13:39:29 2017 Page 1 ID:knjwKJfWXNkoJ5v2S72tiwzpXMQ-B5sR46JLEOFDIIWMJwFLxszS5EWAou2LK8kQObzpVgS r1-4-q 5&-0 20-11-13 35-11-15 42-4-0 ¢3-8-Q 1-4-0 15-5-13 15-0-1 6-4-1 1-4-0 Scale=1:78.3 5x6= 7.00 12 14 13 15 3x6 O 12 16 17 3x6 i1 18 10 y 19 8 20 7 21 4.00 12 3x6 G 223x6 zzz 6 23 4 5 I 3 24 25 n 1 2 26 27 in 1 c%� o 3x5= 48 47 46 45 44 43 4-1 4039 38 37 36 35 33 32 31 30 29 28 3x5= 42 34 i 3x6= 3x6= 42-4-0 42-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 27 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1-25 BC 0.05 Vert(TL) 0.00 26 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(fL) 0.02 26 n/a n/a BCDL 10.0 Code FBC2014[FP12007 (Matrix) Weight:286lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc porlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 14-38,13-39,12-40,15-37,16-36 REACTIONS. All bearings 42-4-0. (lb)- Max Horz2=-450(LC 10) Max Uplift All uplift 100 lb or less at joint(s)38,47,29 except 2=133(LC 8),39-101(LC 12),40=137(LC 12), 41=-124(LC 12),43=-126(LC 12),44=-125(LC 12),45=-127(LC 12),46=-117(LC 12),48=-106(LC 12), 37=-101(LC 12),36=-137(LC 12),35-124(LC 12),33=126(LC 12),32=-125(LC 12),31-128(LC 12), 30=-111(LC 12),28=-125(LC 12),26=-132(LC 12) Max Grav All reactions 250 lb or less at joint(s)2,39,40,41,43,44,45,46,47,48,37,36,35,33,32,31, 30,29,28,26 except 38=326(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-310/315,3-49=290/290,4-49=-282/297,4-5=294/303,5-6-294/313, 6-7=-279/292,7-8=-251/259,9-10=197/297,10-1 1=-189/301,11-12=-262/397, 12-13=348/501,13-14=-419/582,14-15=-419/582,15-16=348/501,16-17=262/397, 17-18=174/301,18-19=183/297,25-26=258/199 BOT CHORD 2-48=196/378,47-48=-196/378,46-47=-196/378,45-46=-196/378,44-45=-196/378, 43-44=-196/378,42-43=-196/378,41-42=-196/378,40-41=-1 96/378,39-40=-196/378, 38-39-1 96/378,3 7-3 8=-1 9 613 78,36-37=-196/378,35-36=-1961378,34-35=-196/378, 33-34=-196/378,32-33=-1961378,31-32=196/378,30-31=-1 961378,29-30=-196/378, 28-29=-196/378,26-28=-196/378 WEBS 14-38=426/251,3-48=-145/315,25-28=158/341 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21fh B=70ft;L=47ft eave=2fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)-1-4-0 to 3-43,Extefior(2)3-43 to 20-11-13,Comer(3)20-11-13 to 25-8-1,Exterior(2)35-11-15 to 43-8-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI TPI 1. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.0psf 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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)38,47,29 except Qt=lb)2=133,39=101,40=137,41=124,43=126,44=125,45=127,46=117,48=106,37=101,36=137,35=124,33=126,32=125,31=1 28 I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIF7473 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 applicablity 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 IV�iTek� 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,seeANSI/TPII Quality Criteria,DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I r I Job Truss Truss Type Qty Ply Lackey � T10343896 74085 GEB GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Wed Feb 01 13:39:29 2017 Page 2 I D:knjwKJf W XNkoJ5v2S72tiwzpXMQ-B5sR46JLEOFDll W MJwFLxszS5EWAoti2LK8kQObzpVgS NOTES- 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i I I I I I I I I I I I I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-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 ice. JY� a truss system.Before use,the bullding 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,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East B d. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610I Job Truss Truss Type Qty Ply Lackey T10343897 74065 PBA GABLE 12 1 Job Reference(optional) � Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Fab 01 13:39:30 2017 Page 1 I D:knjwKJf W XNkoJ5v2S72tiwzpXMQ-fHQpHSKz?KN3NS4ZtdmaU3VeiepfXOFUYoTzY2zpVgR 2-1-15 4-3-14 2-1-15 2-1-15 I I 3x6= Scale=1:9.1 3 7.00 12 I e I 4 . 2 5 1 Io 3x4= 3x4= 4-3-14 4-3-14 Plate Offsets(X Y)-- [3-0-3-0 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP, TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:12lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-3-14. (lb)- Max Horz 1=47(LC 11) Max Uplift All uplift 100 lb or less at joint(s)1,5,2,4 Max Grav All reactions 250 lb or less at joint(s)1,5,2,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=70ft;L=47ft;eave=2ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/fPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 6-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)1,5,2,4. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. WARNING-Verify design parameters and READ NOTES ON THIS AMC INCLUDED MrrEK REFERANCE PAGE M17-7473 rev.I a(0312015 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 verity the applicability of design parameters and properly incorporate this design Into the overall p I� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erecilon and bracing of trusses and truss systems,seeANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply Lackey T10343898 i 74085 SGEA GABLE 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Feb 01 13:39:31 2017 Page 1 ID:knjwKJfWXNkoJ5v2S72ttwzpXMQ-7T_BVnLbmeVv Oct]QLHpOH2je23W GgwenSD W 4UzpvgQ 1-4-0 4-4-0 11-0-0 17-8-1 21-11-15 27-8-12 33-5-10 39-8-0 1-0- t-4-0 4-4-0 6.8-0 6-8-0 4-3-14 5-8-13 5.8-14 6-2-6 I 1-4-0 Scale=1:71.9 Sx8= 5x6= 7.00 FIT 6 47 48 7 3x5 G 5x6 WB i 46 49 8 3x6 Q 4,�' 9 r 0 o 10 45 5-0- 2 1 11I'4 0 52 Us II 18 17 16 51 15 14 53 13 19 3x5= 3x6 3x8= 4x6— 3x5 3x5= 4-4-0 11-0-0 17.8-1 21-11-15 31-3-9 39-8-0 4-4-0 6-8-0 6-8-0 4-3-14 9-3-10 8-4-7 Plate Offsets(X,Y)-- (4:0-2-15,Edge1 I6:0-6-0 0-2-41 17:0-3-0 0-1-12) 111.0-2-3 0-1-81 133:0-1-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.23 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.52 13-15 >823 240 j BCLL 0.0 Rep Stress Incr NO WB 0.74 HOrz(fL) 0.06 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.11 13-15 >999 240 Weight:300lb F7=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc p6dins. 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 5-16,8-15 OTHERS 2x4 SP No.3"Except' 4-4:2x4 SP M 30 ' REACTIONS. (lb/size) 2=5510-8-0,11=1364/0-8-0,19=1661/0-8-0 Max Horz2=-475(LC 10) Max Uplift2=-208(LC 12),11=-861(LC 12),19=-1035(LC 12) Max Grav2=107(LC 21),11=1470(LC 18),19=1803(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-45-176/533,3-45—163/555,3-4-1515/926,4-5—1468/927,5-46=-1595/1049, ' 6-46—1568/1075,6-47=-154711075,47-48=-1547/1075,7-48=-1547/1075, 7-49=1684/1138,8-49=-1707/1116,8-9=-2392/1434,9-10=2429/1421, 10-50=-2462/1420,11-50=-2482/1408 BOT CHORD 2-19-411/263,18-19=-411/263,17-18=-456/1306,16-17-456/1306,16-51-332/1197, 15-51=-332/1197,15-52=-751/1518,14-52—751/1518,14-53=-751/1518, 13-53=751/1518,11-13=-1048/2051 WEBS 3-19=1914/1120,3-18=-770/1526,5-18=411/337,5-16=268/201,6-16—118/270, 6-15=1481394,7-15-302/598,8-15=-876/571,8-13=-273/641,10-13=-457/354 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=70ft;L=471t;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-4-0 to 3-4-3,Interior(1)3-4-3 to 17-8-1,Extedor(2)17-8-1 to 21-11-15,Interior(i)26-8-2 to 41-0-0 zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for Wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 3x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)except Qt=1b)2=208, 11=861,19=1035. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE MIF7473 rev.101032015 BEFORE USE. .. Design valid for use oNy with MITeM connectors.This design is based only upon parameters shown,and Is for on Individual building component,not a truss system.Before use.the building designer must verity 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 bracingt69O4 /�is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the °i���• fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Parke East Blvd. Safety Information available from Truss Plate Institute.216 N.Lee Street.Suite 312,Alexandria,VA 22314. mpa,Parke 3361East o Job Truss Truss Type Qty Ply Lackey T10343899 74085 SGEB GABLE 1 1 ' Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M1ek Industries,Inc. Wed Feb 01 13:39:32 2017 Page 1 I D:knjwKJf WXNkoJ5v2S72tnvzpXMQ-cfYai7MDW xdncmEx_2o2ZUblKSQc76Hn06y4dwzpVgP 1-4- 5-6-0 13-2-15 20-11-13 25-3-15 29-8-0 35-ti-15 42-4-0 3-8- 4- 5.6-0 7-8-15 7-8-15 4 6-3-15 6 4-1 4-0 i Scale=1:84.6 5x6= 7.00 F12 6 3x8 Q 3x6 i 747 3x5 i 46 3x6 5 8 4 9 i 4.00 F12 5x6 C 5x6 10 3 45 48 N �1 2 121� o 19 18 17 49 16 50 15 51 14 13 ' 3x6= 3x5j= 3x5= 3x6= 3x8= 6x8= 4x4= 5-6-0 13-2-15 20-11-13 29-8-0 35-11-15 42-4-0 5-6-0 7-8-15 7-8-15 8-" 6-3-15 6-4-1 Plate Offsets(X Y) f22'0 2-0 0-0-51 (34:0-1-11 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIR TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.18 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.35 18-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.06 14 rf/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.16 18-19 >999 240 Weight:289lb FT=20% LUMBER- BRACING- I TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-18,4-16,7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1042/0-8-0,14=2002/0-8-0,11=233/0-3-8 Max Horz2=-450(LC 10) Max Uplift2=-634(LC 12),14=-1548(LC 12),11=-382(LC 12) Max Grav2=1079(LC 17),14=2002(LC 1),11=333(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-45=-2724/1286,3-45=2706/1293,3-4=-1 54 6772 0,4-5=-803/391,5-46=-796/392, 6-46=-771/421,6-7=-819/455,7-47=-494/803,8-47=-4967793,8-9=513/696, 9-10—757/908,10-48=-53/668,11-48=100/627 BOT CHORD 2-19=-1108/2632,18-19=-1113/2625,17-18=-32911430,17-49=-329/1430, j 16-49=-329/1430,16-50=-114/430,15-50=-114/430,1 5-51=-1 1 414 30,14-51=-114/430, 13-14=-564/84,11-13=571/67 WEBS 3-18—1426/806,4-18—154/526,4-16=1248/751,6-16=-129/376,7-1 6=-36 1 7784, 7-14=-1766/1098,9-14=-583/439,10-14=-510/1003,10-13=-438/236 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=21ft;B=70ft;L=47ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 3-4-3,Interior(1)3-4-3 to 20-11-13,Exterior(2)20-11-13 to 25-8-1,Interior(1)35-11-15 to 43-8-0 zone;porch right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for Wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)except Qt=1b)2=634, 14=1548,11=382. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 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 i 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,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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property -- -- --1—/4--- -- (Drawin s not to scale offsets are Indicated.- - g- scale) - - Damage or-Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. 1 c1-2 C2a 2. Truss bracing must be designed by an engineer,For 0-/1d 4 wide truss spacing,individual lateral braces themselves o WEBS C3� may require bracing,or alternative Tor I c p bracing should be considered. N c 3 �� 3 r O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. a U 0 4, Provide copies of this truss design to the building For 4 x 2 Orientation, locate c�$ cad c5vv '— designer,erection supervisor,property owner and plates 0-1/id'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 Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection, the length parallel to slots. 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 Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13,Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. - Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek(5 All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. �t®s 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 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 CFI F P.vly gP'jC. flr-dealsom Facom Products for the C Cass oflf, # oncrs�a 'My usomlry of S (C'J!k tU Masonry Foaminslation R OO a Interior Foaminsulation® � I 2,_5 d .t v ?I I Core Foam Masonry Foam Insulation@ is not associated with and is a different product from the Core Fill-500TM products manufactured Drawings for Illustrative Purposes Only by Tailored Chemical Products, Inc. Product Description: Basic Use: - R-Value per inch: 5.0 inch @ 25°F;4.6 inch @ 75°F Injection Foam Insulation for Enclosed Cavity Applications. - Flame Spread: <25 per ASTM E-84 @ 4" -Smoke Developed: <450 per ASTM E-84 @ 4" Since cfiFOAM products are a solid, physical chargcteris -Fire Classification: Class A tics such as boiling point, vapor pressure, vapor density, -STC Rating: 54-60 dB in 8"CMU walls percent volatiles,evaporation rate,etc.,do not apply. 58-61 dB in 12"CMU walls Color and Odor: White semi-rigid foam with -Shrinkage: <0.5% -VOCEmissions: <16 ppb minimal 3 Density: 0.5-1.0 lb/Ib/ft Usage Precautions: Ventilate well until foam, Application: fully cures. Walls can be filled with foam using either top-fill or pressure- Hazardous Components: None present at levels injection techniques using 5/8"to 7/8"holes.Prior to instal- above 0.1% lation, the wall should not have any standing water in the personal Protection: Safety glasses and gloves CMU cores and no visible wetness on the exterior surface.A 72-hour curing period is normally suggested prior to painting wall.Foam should not be exposed to surfaces over 190°F for Testing: ASTM E-84,ASTM C-518, an extended period of time. Foam should not be used for ASTM D-1621,ASTM E-96, flotation, in horizontal applications or as a waterproofing ASTM D-2842,NFPA 259, material. ASTM D-5116 FILE fr 2014 oLo cfiFOAM,Inc. �` P.O.Box 103931 Knoxville,TN 37939 A p 800-656-FOAM(3626) 7 INJECTION FOAM PRODUCTS Fax:865.588-6607 www.difoom.com j I