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370 SARGO RD - TRUSSES JULIUS LEE PE. RE: 470226 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Jacksonville Homes Project Name: 470226 Model: 1760 Lot/Block: ... Subdivision: .. Address: Master City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Digiacomo, Charles P., PE License#: 59660 Address: 3184 Litchfield Dr. City: Orange Park State: Florida 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 Wind Speed: 130 mph Floor Load: N/A psf Roof Load: 32.0 psf This package includes 33 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. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates su ersede and replace the previous drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 11 1110644954 CJO1 9 /015 _18 110644971 T10 ,9/30/015 Aff 2 1110644955 1 CJ02 9/$9131.5 119 1110644972 T11 9/30/015 3 1110644956 ICJO3 9/30/015120 1110644973 T12 9/30/015 v 4 1110644957 I EJ01 9/30/015 121 1110644974 T13 9/30/015 CI 5 1110644958 1E42 . 9/30/015 122 1110644975 1T14 9/30/015 °r 6 1110644959 I EJ03 9/30/015 123 /110644976 'T15 9/30/015 44' 7 1110644960 1 HJO1 9/30/015 :24 110644977 T16 9/30/015 �u *) 0 8 1110644961 I HJO2 9/30/015 25 110644978 T17 9/30/015 d' te'' .S 9 1110644962 T01 9/30/015 26 110644979 T18 9/30/015 0� 'i . r9 1 10 1110644963 102 9/30/015 /30/015 .27 110644980 Ti T19 b 4 � �c 11 1 110644964 I T03 9/30/015 i 28 i110644981 120 9/30/015 40 12 110644965 1T04 9/30/015 129 1110644982 •T21 9/30/015 `� 4.° 13 ;11064490 1T05 9/30/015 130 1110644983 1T22 9/30/015 14 1110644967 1T06 19/3.0/015 (31 110644984 1123 9/30/015 15 1110644968 1T07 __ 9/30/015.32 110644985 I T24 19/30/015 1 Z 0 ai 16 1110644969 1 T08 9/30/015 133 110644986 1125 9/30/015 ,. . 17 1110644970 11-09 9/30/015 1 The truss drawing(s)referenced above have been prepared by MiTek �\\++++ �. ���i/ Industries,Inc.under my direct supervision based on the parameters N\`� 0S S;K /0 provided by. \\'.••'.. .. NSF �'.< ' Truss Design Engineer's Name: Julius Lee * ' ... 69 • �_ My license renewal date for the state of'Florida is February 28.2015. _ /`4 ' / __ wrC°1+ NOTE:The seal on these drawings indicate acceptance of , , professional engineering responsibility solely for the truss %O STATE OF components shown. The suitability and use of this component %, '•.'cCORtoP.•'' C., �,, for any particular building is the responsibility of the building ��/�;S/ONA1- �p`��\ designer, per ANSIITPI-1 Chapter 2. 1 r:i i i ++SZ tember 30.2015 1 of 1 Julius Lee y JULIUS LEE PE. RE: 470226- 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Jacksonville Homes Project Name: 470226 Model: 1760 Lot/Block: ... Subdivision: ... Address: Master City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Digiacomo, Charles P., PE License#: 59660 Address: 3184 Litchfield Dr. City: Orange Park State: Florida 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: 130 mph Floor Load: N/A psf Roof Load: 32.0 psf This package includes 33 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 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 110644954 CJO1 9/30/015 18 110644971 T10 9/30/015 2 110644955 CJO2 9/30/015 19 110644972 T11 9/30/015 3 110644956 CJO3 9/30/015 20 110644973 T12 9/30/015 4 110644957 EJ01 9/30/015 21 110644974 T13 9/30/015 5 110644958 EJ02 9/30/015 22 110644975 T14 9/30/015 6 110644959 EJ03 9/30/015 23 110644976 T15 9/30/015 7 110644960 HJO1 9/30/015 24 110644977 T16 9/30/015 8 110644961 HJO2 9/30/015 25 110644978 T17 9/30/015 9 110644962 101 9/30/015 26 110644979 T18 9/30/015 10 110644963 T02 9/30/015 27 110644980 T19 9/30/015 11 110644964 T03 9/30/015 28 110644981 T20 9/30/015 12 110644965 104 9/30/015 29 110644982 T21 9/30/015 13 110644966 T05 9/30/015 30 110644983 T22 9/30/015 14 110644967 T06 9/30/015 31 110644984 T23 9/30/015 15 110644968 107 9/30/015 32 110644985 T24 9/30/015 16 110644969 T08 9/30/015 33 110644986 T25 9/30/015 17 110644970 109 9/30/015 \\\\111Itill, / The truss drawing(s)referenced above have been prepared by MiTek �\\ VS S /t //i Industries, Inc. under my direct supervision based on the parameters \� \ •..••••.. '/ provided by . �� ' . NSF • ( % Truss Design Engineer's Name: Julius Lee _ * . o�869 My license renewal date for the state of Florida is February 28,2015. - /V NOTE:The seal on these drawings indicate acceptance of -3,0 '• • professional engineering responsibility solely for the truss T STATE OF N. components shown. The suitability and use of this component FLORIOP. ' for any particular building is the responsibility of the building '''.; /O jp ���\\ designer, per ANSI/TPI-1 Chapter 2. //Omit t\September 30,2015 1 of 1 Julius Lee 470228 CJO2 JACK-OPEN TRUSS 4 1 -Job Reference(optional) 110644955 Builders FirstSource,f Jacksonville,Fl 32244 7.630 s Jul 28 2015 MTek Industries,Inc. Wed Sep 30 16:08:26 2015 Page 1 ' ID:3n4oHe7rNBX0UZTpy2WnmzT5mJ-7FxSvtNXSW9cgUxj0bZFl1XVAZvPO V9JWs I -2.0-0 I 9A PQYYOQp 2-0-0 3-0-0 I • Scale=1:12.3 3 b 5.00 112 W N 2 4 _MMINEMIIIMI ■ 1 1 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 4-7 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=50/Mechanical,2=238/0-3-8 (min.0-1-8),4=11/Mechanical Max Horz 2=95(LC 12) Max Uplift 3=-45(LC 12),2=-131(LC 8) Max Gray 3=50(LC 1),2=238(LC 1),4=32(LC 3) �,\1I1111!/// FOR CHORD FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ���\\\vS S•K /////, NOTES- (7-9) `■• ,J� 10ENS ' <.�� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., - GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions * W / e 34869 shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — - /,I r eC 3 )•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. - 4) Refer to girder(s)for truss to truss connections. . �I ; 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 45 lb uplift at joint 3 and 131 lb uplift at STATE OF 2- joint 2. c1 '•.FLORIOP (jam ■ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. //v0 •••....• !a \\\ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any / "' L` particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // N /, NA1- �. 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. /1 1 I 1 1 1 ` 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard September 30,201; t it ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPl1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive.Madison.WI 53719. 470226 EJ01 JACK-PARTIAL TRUSS 32 1 110644957 Builders FirstSource, Jacksonville,Fl 32244 Job Reference(optional) 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:08:27 2015 Page 1 4 t ID:3n4oHe7rNBXOUZTpy2WlnmzT5mJ-bRVg6_09CgHTIeV11aal4UrE4dWzBC17QeOzFPLGyYOQo -2-0-0 I 7-0-0 I 2-0-0 7-0-0 / Scale=1:20.3 3 5.00 o 0, Z N 2 ' 1 0 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. • DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.11 4-7 >748 180 BCLL 0.0 • Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=138/Mechanical,2=384/0-3-8 (min.0-1-8),4=34/Mechanical Max Horz 2=176(LC 12) Max Uplift 3=-122(LC 12),2=-191(LC 12) Max Gray 3=138(LC 1),2=384(LC 1),4=79(LC 3) �0\111111//// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \� // TOP CHORD 2-3=-865/513 \\\ �3 S K. ///, BOT CHORD 2-4=-845/1152 �\ J� ••.�� \GENSF �\�, . NOTES- (7-9) `* • * - 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End., r a 34869 GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions _ .• r shown;Lumber DOL=1.60 plate grip DOL=1.60 _ - /�/ / 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "3 _ 3)•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. •— U • L(/-- 4) Refer to girder(s)for truss to truss connections. - STATE OF ■ 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 lb uplift at joint 3 and 191 lb uplift at r .E(ORIO P \• G` joint 2. / l�s •••......• ' \ \ 6) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. // ' Cam` \\\ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any / ///O'V1r1', �� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard September-30,201: • ® WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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. Applicability of design peramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,dekvery,erection and bracing,consult ANSI/Wit Quality Criteria,05B-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. 110644959 470226 EJ03 JACK-PARTIAL TRUSS 17 1 Job Reference lootional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:08:28 2015 Page 1 • 4 i ID:3n4oHe7rNBX0UZTpy2wnmzT5mJ-3e3CKKOnz7PKvo5n70cjNScrgNadUafocd?zuiyYOQn I -2-0-0 I 3-0-0 I 2.0.0 3-0-0 Scale=1:12.3 3 ``A - 1I 1 5.00 12 r: o •- N 2 / ' 61 `1 o �1 4 1 3x4= Plate Offsets(X.))— [2:0-1-2.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 4-7 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=50/Mechanical,2=238/0-3-8 (min.0-1-8),4=11/Mechanical Max Horz 2=95(LC 12) Max Uplift 3=-45(LC 12),2=-171(LC 8),4=-21(LC 9) Max Gray 3=50(LC 1),2=238(LC 1),4=32(LC 3) \\\‘011 1 1 1 j///// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\� \v5 S•K /i0 NOTES- (7-9) `�■ ,J� •1GEN$F'Cyc/„,• 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., ` GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces _— / is 34869 &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — -D ,_., X 3)•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 -n ” (J/S.... will fit between the bottom chord and any other members. — /`� �/VU 4) Refer to girder(s)for truss to truss connections. -- U ;' L(/ 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 45 lb uplift at joint 3,171 lb uplift at joint - STATE OF 2 and 21 lb uplift at joint 4. i/•c��---'LORIOP.••0 - 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. v •• \� 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any /// /O N A L \�� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ///j j 1 1 1 1)1`\ 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard September-30,201' A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPI7 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. 110644960 470226 HJO1 JACK-PARTIAL TRUSS 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Ft 32244 7.630 s Jul 28 2015 MiTek Industries,Inc.Wed Sep 30 16:08:30 2015 Page 2 ° ID:3n4oHe7rN8XOUZTpy2WlnmzT5mJ-?0By10Q1VIf295F9FReBSti7DBDgySR54xU4ybyYOQI LOAD CASE(S) • Concentrated Loads(Ib) Vert 11=50(F=25,B=25)12=53(F=26,B=26)13=39(F=-19,B=-19)14=40(F=20,B=20)15=6(F=3,B=3)16=20(F=10,B=10) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-44,5-8=10 Concentrated Loads(Ib) Vert:11=50(F=25,B=25)12=42(F=21,B=21)13=32(F=16,B=-16)14=40(F=20,B=20)15=6(F=3,8=3)16=18(F=-9,8=9) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert 1-4=-14,5-8=-30 Concentrated Loads(lb) Vert 11=50(F=25,B=25)12=4(F=2,B=2)13=-20(F=-10,B=10)14=40(F=20,6=20)15=21(F=10,B=10)16=27(F=-14,B=-14) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=56,2-4=40,5-8=-6 Horz:1-2=-65,2-4=-49 Concentrated Loads(Ib) Vert 11=120(F=-60,6=-60)12=24(F=12,B=12)13=56(F=28,B=28)14=12(F=6,B=6)15=4(F=2,B=2)16=-7(F=3,B=-3) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=17,2-4=24,5-8=-6 Horz:1-2=-25,2-4=-32 Concentrated Loads(Ib) Vert:11=-74(F=-37,B=-37)12=22(F=11,B=11)13=102(F=51,B=51)14=12(F=6,B=6)15=4(F=2,B=2)16=-7(F=-3,B=-3) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=28,2-4=21,5-8=-10 Horz:1-2=-42,2-4=-35 Concentrated Loads(Ib) Vert:11=-65(F=-32,B=-32)12=31(F=16,B=16)13=111(F=56,(3=56)14=23(F=12,B=12)15=15(F=8,B=8)16=5(F=2,8=2) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=11,2-4=4,5-8=10 Horz:1-2=-25,2-4=-18 Concentrated Loads(Ib) Vert:11=-19(F=-9,B=-9)12=77(F=39,B=39)13=157(F=79,B=79)14=23(F=12,B=12)15=15(F=8,B=8)16=5(F=2,B=2) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=33,2-4=40,5-8=-6 Horz:1-2=-42,2-4=-49 Concentrated Loads(Ib) Vert 11=-120(F=-60,B=-60)12=-24(F=-12,B=-12)13=56(F=28,B=28)14=12(F=6,B=6)15=4(F=2,B=2)16=7(F=3,B=-3) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert 1-2=12,2-4=19,5-8=-6 Horz:1-2=-21,2-4=-28 Concentrated Loads(Ib) Vert 11=-61(F=-30,B=-30)12=35(F=18,B=18)13=115(F=58,B=58)14=12(F=6,B=6)15=4(F=2,B=2)16=7(F=3,B=-3) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=33,2-4=40,5-8=-6 Horz:1-2=-42,2-4=-49 Concentrated Loads(Ib) Vert:11=-120(F=-60,8=-60)12=-24(F=-12,B=-12)13=56(F=28,B=28)14=12(F=6,B=6)15=4(F=2,B=2)16=-7(F=-3, B=-3) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=12,2-4=19,5-8=-6 Horz:1-2=-21,2-4=-28 Concentrated Loads(Ib) Vert:11=-61(F=-30,B=-30)12=35(F=18,B=18)13=115(F=58,B=58)14=12(F=6,8=6)15=4(F=2,B=2)16=-7(F=-3,B=-3) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=28,2-4=21,5-8=-10 Horz:1-2=-42,2-4=35 Concentrated Loads(Ib) Vert:11=-65(F=-32,B=32)12=31(F=16,B=16)13=111(F=56,B=56)14=23(F=12,B=12)15=15(F=8,B=8)16=5(F=2, B=2) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=-0,5-8=-10 Horz:1-2=-21,2-4=-14 Concentrated Loads(Ib) Vert:11=5(F=-3,6=3)12=90(F=45,B=45)13=171(F=85,B=85)14=23(F=12,8=12)15=15(F=8,B=8)16=5(F=2,B=2) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-4=-14,5-8=-10 Continued on page 3 t t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Dnve.Madison,VA 53719. 110644960 470226 HJ01 JACK-PARTIAL TRUSS 2 1 - r t : •Aiional) Builders FirstSource, Jacksonville.Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc.Wed Sep 30 16:08:30 2015 Page 4 ID:3n4oHe7rNBX0UZTpy2WlnmzT5mJ-?0By10Q1 VIf295F9FReBSti7DBDgySR54xU4ybyY0Ql LOAD CASE(S) • Uniform Loads(plf) Vert:1-2=12,2-4=19,5-8=-6 Horz:1-2=-21,2-4=28 Concentrated Loads(Ib) Vert:11=-127(F=-63,B=63)12=67(F=34,B=-34)13=-65(F=-33,B=-33)14=-38(F=-19,B=-19)15=-15(F=-8,B=-8)16=21(F=11,B=11) 28) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=33,2-4=40,5-8=-6 Horz:1-2=42,2-4=-49 Concentrated Loads(Ib) Vert:11=186(F=-93,B=-93)12=127(F=-63,B=-63)13=-125(F=-62,8=-62)14=38(F=-19,B=-19)15=-15(F=-8,8=-8)16=-21(F=-11,B=-11) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=12,2-4=19,5-8=-6 Horz:1-2=-21,2-4=-28 Concentrated Loads(Ib) Vert:11=-127(F=-63,B=-63)12=67(F=-34,B=-34)13=-65(F=-33,B=-33)14=-38(F=-19,B=-19)15=-15(F=-8,B=-8)16=21(F=-11,13=11) 30) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=28,2-4=21,5-8=-10 Horz:1-2=-42,2-4=-35 Concentrated Loads(Ib) Vert:11=-131(F=65,B=65)12=-71(F=-36,B=-36)13=-69(F=-35,B=-35)14=-27(F=-14,B-.14)15=-4(F=-2,B=2)16=10(F=5,B=-5) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=-0,5-8=10 Horz:1-2=-21,2-4=-14 Concentrated Loads(Ib) Vert:11=-71(F=-36,B=-36)12=-12(F=-6,B=-6)13=-10(F=-5,B=-5)14=-27(F=-14,B=14)15=-4(F=-2,B=2)16=10(F=5,8=-5) 32) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-13,2-4=-18,5-8=-10 Horz:1-2=-31,2-4=-26 Concentrated Loads(Ib) Vert:11=-86(F=-43,B=-43)12=-6(F=3,B=-3)13=-49(F=24,B=24)14=-11(F=-6,B=-6)15=2(F=1,B=-1)16=-15(F=-8,B=-8) 33) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=25,2-4=-30,5-8=-10 Horz:1-2=19,2-4=14 Concentrated Loads(Ib) Vert:11=52(F=-26,B=-26)12=28(F=14,B=14)13=-14(F=-7,B=-7)14=-11(F=-6,B=-6)15=-2(F=-1,B=-1)16=-15(F--8,B=-8) 34) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-13,2-4=-18,5-8=-10 Horz:1-2=31,2-4=-26 Concentrated Loads(Ib) Vert:11=86(F=-43,B=43)12=-6(F=-3,B=-3)13=-49(F=24,B=24)14=-11(F=-6,B=-6)15=-2(F=-1,B=1)16=15(F=-8,B=-8) 35) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-29,2-4=-34,5-8=10 Horz:1-2=-15,2-4=-10 Concentrated Loads(Ib) Vert:11=-42(F=-21,B=-21)12=39(F=19,B=19)13=4(F=-2,B=2)14=-11(F=-6,B=-6)15=-2(F=1,B=1)16=-15(F=8, B=-8) t 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofno Drive,Madison.WI 53719. 470226 11.102 JACK-OPEN TRUSS 7 110644961 Job Reference(optic -I Builders FirstSource, Jadcsonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:08:31 2015 Page 2 • 4. ID:3n4oHe7rNBX0UZTpy2WlnmzT5mJ-TDILyMRfG2nvmFgLp69Q74EIzaaEhwPEIbEdV1yYO Qk LOAD CASE(S) • Uniform Loads(plf) Vert 1-3=-44,45=10 Concentrated Loads(Ib) Vert 8=50(F=25,B=25)9=40(F=20,B=20) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=14,45=30 Concentrated Loads(Ib) Vert:8=50(F=25,B=25)9=40(F=20,B=20) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=56,2-3=40,4-5=17 Horz:1-2=65,2-3=-49 Concentrated Loads(Ib) Vert:8=-120(F=-60,B=-60)9=53(F=27,B=27) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=17,2-3=24,4-5=17 Horz:1-2=25,2-3=-32 Concentrated Loads(Ib) Vert 8=-74(F=-37,B=-37)9=-53(F=-27,B=-27) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=28,2-3=21,4-5=13 Horz:1-2=-42,2-3=-35 Concentrated Loads(Ib) Vert:8=-65(F=-32,B=-32)9=-42(F=-21,B=-21) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=11,2-3=4,4-5=13 Horz:1-2=-25,2-3=-18 Concentrated Loads(Ib) Vert:8=-19(F=-9,B=-9)9=-42(F=-21,B=-21) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=33,2-3=40,4-5=-6 Horz:1-2=42,2-3=-49 Concentrated Loads(Ib) Vert:8=-120(F=-60,B=-60)9=12(F=6,B=6) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=12,2-3=19,4-5=-6 Horz:1-2=-21,2-3=-28 Concentrated Loads(Ib) Vert:8=-61(F=-30,B=-30)9=12(F=6,B=6) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=33,2-3=40,4-5=-6 Horz:1-2=-42,2-3=49 Concentrated Loads(lb) Vert:8=-120(F=-60,B=60)9=12(F=6,B=6) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pif) Vert:1-2=12,2-3=19,45=6 Horz:1-2=-21,2-3=-28 Concentrated Loads(Ib) Vert:8=-61(F=-30,B=-30)9=12(F=6,B=6) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=28,2-3=21,4-5=-10 Horz:1-2=-42,2-3=-35 Concentrated Loads(Ib) Vert:8=-65(F=-32,B=-32)9=23(F=12,B=12) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-3=0,4-5=10 Horz:1-2=-21,2-3=-14 Concentrated Loads(Ib) Vert:8=-5(F=-3,B=3)9=23(F=12,B=12) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-14,4-5=10 Concentrated Loads(Ib) Vert:8=50(F=25,B=25)9=40(F=20,B=20) 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Continued on.ace 3 1 � ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual bulking component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. $70226 HJO2 JACK-OPEN TRUSS 7 1 Job Reference(option I 110644961 Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries.Inc. Wed Sep 30 16:08:31 2015 Page 4 • ID:3n4oHe7rNBXOUZTpy2WlnmzTSmJ-TDILyMRfG2nvmFgLp89Q?4EIzaaEhwPEIbEdV1yYOQk LOAD CASE(S) • Uniform Loads(plf) Vert:1-2=33,2-3=40,4-5=-6 Horz:1-2=-42,2-3=-49 Concentrated Loads(Ib) Vert:8=-186(F=-93,B=-93)9=-38(F=-19,B=-19) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=12,2-3=19,4-5=-6 Horz:1-2=-21,2-3=-28 Concentrated Loads(Ib) • Vert:8=-127(F=-63,B=-63)9=38(F=19,B=-19) 30) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=28,2-3=21,45=10 Horz:1-2=-42,2-3=-35 Concentrated Loads(Ib) Vert 8=-131(F=-65,B=-65)9=-27(F=-14,B=-14) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-3=0,4-5=10 Horz:1-2=-21,2-3=14 Concentrated Loads(Ib) Vert 8=-71(F=-36,B=36)9=27(F=14,B=-14) 32) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-13,2-3=-18,4-5=7 Horz:1-2=-31,2-3=-26 Concentrated Loads(Ib) Vert:8=-86(F=-43,B=-43)9=-61(F=-30,B=-30) 33) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-25,2-3=-30,4-5=7 Horz:1-2=-19,2-3=14 Concentrated Loads(Ib) Vert:8=-52(F=-26,B=-26)9=-61(F=30,B=-30) 34) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-13,2-3=-18,4-5=10 Horz:1-2=-31,2-3=-26 Concentrated Loads(Ib) Vert:8=-86(F=-43,B=-43)9=11(F=6,B=-6) 35) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-29,2-3=-34,4-5=10 Horz:1-2=-15,2-3=-10 Concentrated Loads(Ib) Vert 8=-42(F=-21,B=21)9=11(F=6,B=-6) r m A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 110644962 970226 1701 HIP TRUSS 1 2 Job Reference(optional) Builders FirstSource• Jadcsonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:08:36 2015 Page 2 • r ID:3n4oHe7rNBXOUZTpy2WlnrnzT5mJ-gAYE?3Vo5bPCtoiJbhIbi8y3pb7yM?nzStxOAFyYOQf NOTES- (12-15) 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1197 lb uplift at joint 2 and 1231 lb uplift at joint 11. 10) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)111 lb down and 229 lb up at 7-0-0,84 lb down and 129 lb up at 9-0-12,84 lb down and 129 lb up at 11-0-12,84 lb down and 129 lb up at 13-0-12,84 lb down and 129 lb up at 15-0-12,84 lb down and 129 lb up at 17-0-12,84 lb down and 129 lb up at 19-0-12,84 lb down and 129 lb up at 21-0-12,84 lb down and 129 lb up at 23-0-12,84 lb down and 129 lb up at 25-0-12,84 lb down and 129 lb up at 27-0-12,84 lb down and 129 lb up at 29-0-12,84 lb down and 129 lb up at 31-0-12,84 lb down and 129 lb up at 33-0-12,84 lb down and 129 lb up at 35-0-12, and 84 lb down and 129 lb up at 37-0-12,and 124 lb down and 129 lb up at 38-11-0 on top chord,and 209 lb down and 111 lb up at 7-0-0,49 lb down at 9-0-12,49 lb down at 11-0-12,49 lb down at 13-0-12,49 lb down at 15-0-12,49 lb down at 17-0-12,49 lb down at 19.0-12,49 lb down at 21-0-12,49 lb down at 23-0-12,49 lb down at 25-0-12,49 lb down at 27-0-12,49 lb down at 29-0-12,49 lb down at 31-0-12,49 lb down at 33-0-12,49 lb down at 35-0-12,and 49 lb down at 37-0-12,and 49 lb down at 39-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 14) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 15) Use Simpson HHUS26-2 to attach Truss to Carrying member • LOAD CASE(S) 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-9=-54,9-10=-54,11-20=10 Concentrated Loads(Ib) Vert:3=111(B)6=-84(B)9=-84(B)19=-209(B)12=24(B)14=-24(B)23=84(B)24=84(B)25=84(B)26=-84(B)27=84(B)28=-84(B)29=-84(B)30=-84(B) 31=-84(B)32=-84(B)33=-84(B)34=-84(B)35=-84(B)36=-84(B)37=-24(B)38=-24(B)39=-24(B)40=-24(B)41=-24(B)42=-24(B)43=-24(B)44=24(B)45=-24(B) 46=-24(B)47=-24(B)48=24(B)49=-24(B)50=-24(B) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-9=-44,9-10=-44,11-20=-10 Concentrated Loads(Ib) Vert:3=-91(B)6=69(B)9=-69(B)19=-178(B)12=22(B)14=22(B)23=-69(B)24=-69(B)25=-69(B)26=-69(B)27=-69(B)28=-69(B)29=-69(B)30=-69(B)31=-69(B) 32=-69(B)33=-69(B)34=-69(B)35=69(B)36=-69(B)37=-22(B)38=-22(B)39=-22(B)40=-22(B)41=-22(B)42=-22(B)43=-22(B)44=-22(B)45=22(B)46=22(B) 47=-22(B)48=-22(B)49=-22(B)50=-22(B) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-9=14,9-10=-14,11-20=-30 Concentrated Loads(Ib) Vert 3=-37(B)6=-27(B)9=27(B)19=-196(B)12=-49(B)14=49(B)23=-27(B)24=-27(B)25=-27(B)26=-27(B)27=-27(B)28=-27(B)29=-27(B)30=-27(B)31=-27(B) 32=-27(B)33=-27(B)34=-27(B)35=-27(B)36=-27(B)37=-49(B)38=-49(B)39=49(B)40=-49(B)41=-49(B)42=-49(B)43=-49(B)44=-49(B)45=-49(B)46=-49(B) 47=-49(B)48=-49(B)49=-49(B)50=-49(B) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=32,2-3=16,3-9=25,9.10=17,11-20=-6 Horz:1-2=-41,2-3=-25,9-10=25 Concentrated Loads(lb) Vert:3=152(B)6=97(B)9=106(B)19=102(B)12=-11(B)14=-11(B)23=97(B)24=97(B)25=97(B)26=97(B)27=97(B)28=97(B)29=97(8)30=97(B)31=97(B) 32=97(B)33=97(B)34=97(B)35=97(B)36=97(B)37=11(B)38=11(B)39=-11(B)40=11(B)41=-11(B)42=-11(B)43=11(B)44=-11(B)45=-11(B)46=-11(B) 47=-11(B)48=-11(B)49=-11(B)50=11(B) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=10,2-3=17,3-9=25,9-10=16,11-20=-6 Horz:1-2=18,2-3=-25,9-10=25 Concentrated Loads(Ib) Vert:3=152(B)6=97(B)9=106(B)19=102(B)12=-11(B)14=-11(B)23=97(B)24=97(B)25=97(B)26=97(B)27=97(B) 28=97(B)29=97(B)30=97(B)31=97(B)32=97(B)33=97(B)34=97(B)35=97(B)36=97(B)37=11(B)38=11(B)39=11(B) 40=-11(B)41=-11(B)42=-11(B)43=-11(B)44=-11(B)45=-11(B)46=-11(B)47=-11(B)48=-11(B)49=11(B)50=-11(B) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=4,2-3=-3,3-9=6,9-10=-3,11-20=10 Horz:1-2=18,2-3=-11,9-10=11 Concentrated Loads(Ib) Vert 3=199(B)6=117(B)9=125(B)19=111(B)12=7(B)14=-7(B)23=117(B)24=117(8)25=117(B)26=117(B)27=117(B) 28=117(B)29=117(B)30=117(B)31=117(B)32=117(B)33=117(B)34=117(B)35=117(B)36=117(B)37=7(B)38=-7(B) 39=7(B)40=-7(B)41=7(B)42=-7(B)43=-7(B)44=-7(B)45=-7(B)46=-7(B)47=-7(B)48=-7(B)49=-7(B)50=-7(B) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-3,3-9=6,9-10=-3,11-20=10 Horz:1-2=18,2-3=-11,9-10=11 Concentrated Loads(Ib) Vert:3=199(B)6=117(B)9=126(B)19=111(B)12=-7(B)14=-7(B)23=117(B)24=117(B)25=117(B)26=117(B)27=117(B) 28=117(B)29=117(B)30=117(B)31=117(B)32=117(B)33=117(B)34=117(B)35=117(B)36=117(B)37=7(B)38=-7(B) 39=-7(B)40=-7(B)41=7(B)42=-7(B)43=-7(B)44=-7(B)45=-7(B)46=-7(B)47=-7(B)48=-7(B)49=-7(B)50=-7(B) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=18,2-3=25,3-9=13,9-10=13,11-20=-6 Horz:1-2=-27,2-3=-34,9-10=21 Continued on.ate 3 9 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,058B9 and BCSl1 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. 110644962 170226 701 HIP TRUSS 2 Job Reference(ootional) Builders FirstSource, Jadtsonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:08:36 2015 Page 4 I D:3n4oHe7rNBXOUZTpy2wn mzT5mJ-gAYE?3Vo5bPCtoiJ bh l bi8y3pb7yM?nzStxQAFyYOOf LOAD CASE(S) Concentrated Loads(Ib) Vert:3=170(B)6=95(B)9=95(B)19=73(B)12=-7(B)14=7(B)23=95(B)24=95(B)25=95(B)26=95(B)27=95(B)28=95(8)29=95(B)30=95(B)31=95(B)32=95(B) 33=95(B)34=95(B)35=95(B)36=95(B)37=-7(B)38=7(B)39=-7(B)40=-7(B)41=7(B)42=-7(B)43=7(B)44=-7(B)45=-7(B)46=7(B)47=-7(B)48=7(B)49=-7(B) 50=-7(B) 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-33,2-3=-38,3-9=-38,9-10=-29,11-20=-10 Horz:1-2=11,2-3=-6,9-10=15 Concentrated Loads(Pb) Vert:3=170(B)6=95(B)9=85(B)19=73(8)12=-7(B)14=7(B)23=95(B)24=95(B)25=95(B)26=95(8)27=95(B)28=95(B)29=95(B)30=95(B)31=95(B)32=95(B) 33=95(B)34=95(B)35=95(B)36=95(B)37=7(B)38=-7(B)39=7(B)40=-7(B)41=7(B)42=-7(B)43=-7(B)44=-7(B)45=-7(B)46=-7(B)47=-7(B)48=7(B)49=7(B) 50=-7(B) 19) 1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-9=-54,9-10=-14,11-20=-10 Concentrated Loads(Pb) Vert:3=-111(B)6=-84(B)9=-124(B)19=209(B)12=-24(B)14=-24(B)23=84(B)24=-84(B)25=-84(B)26=-84(B)27=84(B)28=84(B)29=-84(B)30=-84(B) 31=-84(B)32=84(B)33=-84(B)34=-84(B)35=-84(B)36=-84(B)37=-24(B)38=-24(B)39=-24(B)40=-24(B)41=-24(B)42=-24(B)43=-24(B)44=-24(B)45=-24(B) 46=-24(B)47=-24(B)48=-24(B)49=-24(B)50=-24(B) 20) 2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-9=-54,9-10=-54,11-20=-10 Concentrated Loads(Ib) Vert:3=-111(B)6=84(B)9=-84(B)19=-209(B)12=-24(B)14=24(B)23=-84(B)24=-84(B)25=-84(B)26=84(B)27=-84(B)28=-84(8)29=84(B)30=84(B) 31=-84(B)32=-84(B)33=-84(B)34=-84(B)35=-84(B)36=-84(B)37=-24(B)38=-24(B)39=24(B)40=24(B)41=24(B)42=-24(B)43=-24(B)44=-24(5)45=-24(B) 46=-24(B)47=-24(B)48=-24(B)49=-24(B)50=-24(B) 21) 3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-9=-44,9-10=-14,11-20=-10 Concentrated Loads(Ib) Vert:3=-91(B)6=-69(B)9=-99(B)19=-178(B)12=-22(B)14=-22(B)23=-69(B)24=-69(B)25=-69(B)26=69(B)27=69(B)28=-69(B)29=69(B)30=-69(B) 31=-69(B)32=-69(B)33=-69(B)34=-69(B)35=-69(B)36=-69(B)37=-22(B)38=-22(B)39=-22(B)40=22(B)41=22(B)42=-22(B)43=22(B)44=22(B)45=-22(B) 46=-22(B)47=-22(B)48=22(B)49=-22(B)50=-22(B) 22)4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-9=-44,9-10=-44,11-20=-10 Concentrated Loads(Ib) Vert:3=-91(B)6=69(B)9=-69(B)19=-178(B)12=-22(B)14=-22(B)23=-69(B)24=-69(B)25=-69(B)26=-69(B)27=69(B)28=-69(B)29=-69(B)30=-69(B) 31=-69(B)32=-69(B)33=69(B)34=-69(B)35=69(B)36=-69(B)37=-22(B)38=-22(B)39=-22(B)40=-22(B)41=-22(B)42=-22(B)43=-22(B)44=-22(B)45=-22(B) 46=-22(B)47=-22(B)48=-22(B)49=22(B)50=-22(B) 23) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=32,2-3=16,3-9=25,9-10=17,11-20=6 Horz:1-2=-41,2-3=-25,9-10=25 Concentrated Loads(Ib) Vert:3=-74(B)6=-32(B)9=-24(B)19=-96(B)12=-20(B)14=-20(B)23=32(B)24=-32(B)25=-32(B)26=-32(B)27=-32(B)28=-32(B)29=32(B)30 -32(B)31 -32(B) 32=-32(B)33=-32(B)34=-32(B)35=32(B)36=-32(B)37=-20(B)38=-20(B)39=-20(B)40=-20(B)41=-20(B)42=-20(B)43=-20(B)44=-20(B)45=-20(B)46=-20(B) 47=-20(B)48=-20(B)49=-20(B)50=-20(B) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=10,2-3=17,3-9=25,9-10=16,11-20=-6 Horz:1-2=-18,2-3=-25,9-10=25 Concentrated Loads(Ib) Vert:3=-74(B)6=-32(B)9=-23(B)19=96(B)12=-20(B)14=-20(B)23=-32(B)24=-32(B)25=-32(B)26=-32(B)27=-32(B) 28=-32(B)29=-32(B)30=-32(B)31=-32(B)32=-32(B)33=-32(B)34=-32(B)35=-32(B)36=-32(B)37=-20(B)38=-20(B) 39=-20(B)40=20(B)41=-20(B)42=-20(B)43=-20(B)44=-20(B)45=-20(B)46=-20(B)47=-20(B)48=-20(B)49=-20(B) 50=-20(B) 25) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-3,3-9=6,9-10=-3,11-20=10 Horz:1-2=-18,2-3=11,9-10=11 Concentrated Loads(Pb) Vert:3=-27(B)6=-13(B)9=-4(B)19=87(B)12=-16(B)14=16(B)23=13(B)24=-13(B)25=-13(B)26=-13(B)27=-13(B) 28=-13(B)29=13(B)30=-13(B)31=13(B)32=-13(B)33=-13(B)34=-13(B)35=-13(B)36=-13(B)37=16(B)38=-16(B) 39=16(B)40=-16(B)41=16(B)42=-16(B)43=-16(B)44=-16(B)45=-16(B)46=-16(B)47=-16(B)48=16(B)49=16(B) 50=-16(B) 26) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=3,3-9=6,9-10=-3,11-20=10 Horz:1-2=-18,2-3=-11,9-10=11 Continued on•a•e 5 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSIITP11 Quality Criteria.DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madson,WI 53719. 110644962 $70226 T01 HIP TRUSS 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:08:36 2015 Page 6 ' ^ ID:3n4oHe7rNBX0UZTpy2VNnmzTSmJ-gAYE?3Vo5bPCt0iJbhlbi8y3pb7yM?nzSbcOAFyYOQf LOAD CASE(S) • Concentrated Loads(Ib) Vert 3=-28(B)6=-33(B)9=-33(B)19=-144(B)12=-20(B)14=-20(B)23=-33(B)24=-33(B)25=-33(B)26=-33(B)27=33(B)28=-33(B)29=33(B)30=-33(B) 31=-33(B)32=-33(B)33=-33(B)34=-33(B)35=-33(B)36=-33(B)37=-20(B)38=-20(B)39=20(B)40=-20(B)41=20(B)42=-20(B)43=20(B)44=20(B)45=-20(B) 46=20(B)47=-20(B)48=-20(B)49=20(B)50=-20(B) 36) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-33,2-3=-38,3-9=-38,9-10=29,11-20=10 Horz:1-2=11,2-3=-6,9-10=15 Concentrated Loads(Ib) Vert 3=-28(B)6=33(B)9=-42(B)19=-144(B)12=-20(B)14=-20(B)23=-33(B)24=-33(B)25=-33(B)26=-33(B)27=-33(B)28=-33(B)29=-33(B)30=-33(B) 31=33(B)32=-33(B)33=-33(B)34=33(B)35=-33(B)36=-33(B)37=-20(B)38=-20(B)39=-20(B)40=20(B)41=20(B)42=-20(B)43=20(B)44=-20(B)45=-20(B) 46=-20(B)47=-20(B)48=-20(B)49=-20(B)50=-20(B) • • ® WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 BEFORE USE. Design valid for use only with Mi Tek connectors.This design is based only upon parameters shown,and is for an individual building component. Appicability of design paramenlers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overa9 structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,deivery,erection and bracing,consult ANSUfPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnohio Drive,Madison,WI 53719. 110644964 170226 T03 Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:08:39 2015 Page 1 • ID:3n4oHe7rNBXOUZTpy2WlnmzT5mJ-EIEMd5XgOWnmkURuHglIKmae0p6iZScQ8rA2nayYOQc -2-0-0 I 5-9-14 I 11-0-0 I 18.0-3 I 25-7-10 I 32-7-13 I 36-9-10 I 41-3-0 I 2-0-0 5-9-14 5-2-2 7-0-3 7-7-7 7-0-3 4-1-14 4-5-6 • Scale=1:73.0 5x6 = _ 3x4= 3x8 3x4 = 5x6 = 5.00 - 4 T2 5 6 7T3 8 r3 ICI 2x4 1'\ 4x6 I 9 4 144111%44,3 1 ,, / �4 11 di 4 2 rai '''i I 82\/ -,i. 16 15 14 13 12 11 3x6 = 4x8= 3x4= 4x8 = 3x8 = 6x8= 3x8 = I 11-0-0 I 21-9-14 I 32-7-13 I 41-3-0 11-0-0 10-9-15 10-9-15 8-7-3 Plate Offsets(X,Y)— (2:0-3-0,Edoel,(4:0-3-0,0-2-41,18:0-3-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.32 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.71 14-16 >694 180 BCLL 0.0 • Rep Stress Incr YES WB 0.43 ' Horz(TL) 0.20 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:207 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-16,7-12,9-11 REACTIONS. (lb/size) 2=1436/0-3-8 (min.0-1-12),11=1306/Mechanical Max Horz 2=103(LC 12) Max Uplift 2=-373(LC 8),11=-320(LC 8) \\\ 1 1 1 1 I 1 1///// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\\\ )0s11 \"\` �%3S S.K 1/j� TOP CHORD 2-3=-2934/1691,3-4=-2591/1467,4-5=-2386/1415,5-6=2970/1716,6-7=-2970/1716, N\ \' EN ••I∎ 7-8=-2035/1213,8-9=-2209/1262 1G SF i BOT CHORD 2-16=-1534/2657,15-16=-1587/2936,14-15=-1587/2936,13-14=-1517/2813, - 12-13=-1517/2813,11-12=-1006/1794 * / a 34869 '• WEBS 3-16=372/347,4-16=-313/653,5-16=-822/438,7-14=-14/272,7-12=-1044/596, 8-12=-264/544,9-12=-29/352,9-11=-2044/1165 _ 4' NOTES- (9-12) j v�J..,... 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End., STATE OF W GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber • •'( ''•,FL OR10 P •' c DOL=1.60 plate grip DOL=1.60 SS 1 .,•,-.•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. ///, NIA1-1 x\\\ 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 373 lb uplift at joint 2 and 320 lb uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 12) Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard September-30,201: 1 r A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSITPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. 110644966 470226 105 Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jadcsonville,F132244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:08:41 2015 Page 1 r ID:3n4oHe7rNBX0UZTpy2lMnmzT5mJ-B8L72nYxv72UzobGOFLmPBfxect61 GZic9f9rSyYOQa -2-0-0 I 7-9-14 I 15-0-0 I 21-9-14 I 28-7-13 } 34-9-10 I 41-3-0 I 2-0-0 7-9-14 7-2-2 6-9-15 6-9-15 6-1-13 6-5-6 • Scale=1:74.3 5.00 12 5x8= 2 x 4 I I 5x8= 5 6 7 Ta _ 3x6 .: 3x4 3x4 C 4 3 ... m 9 j i ..s∎ �, IY 0 17 16 15 21 14 22 13 12 11 10 34 = 2x4 II 4x6 = 3x4 = 3x8 = 3x4= 5x6 = 2x6 II 3x6= I 7-9-14 I 15-0-0 I 21-9-14 I 28-7-13 I 34-9-10 I 41-3-0 7-9-14 7-2-2 6-9-15 6-9-15 6-1-13 6-5-6 Plate Offsets(X.Y)— 15:0-5-12.0-2-81.17:0-5-12.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.23 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.46 15-17 >999 180 • BCLL 0.0 • Rep Stress Incr YES WB 0.79 Horz(TL) 0.15 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:224 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-3-8 (min.0-1-14),10=1305/Mechanical Max Horz 2=124(LC 12) Max Uplift 2=-341(LC 8),10=-281(LC 8) \\\,\\\1 1 1 I I I/// /// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\�` \S S K ////•TOP CHORD 2-3=-3081/1626,3-4=-2504/1332,4-5=-2439/1353,5-6=-2465/1411,6-7=-2465/1411, \ _` L� / 7-8=-2312/1264,8-9=-2382/1267,9-10=-1410/785 w \C'EN`SF /� BOT CHORD 2-17=-1454/2778,16-17=-1454/2778,15-16=-1454/2778,15-21=-1035/2205, - 14-21=1035/2205,14-22=-941/2027,13-22=-941/2027,12-13=-941/2027, * . a 34869 11-12=-1097/2137 _ WEBS 3-15=-639/463,5-15=-154/408,5-14=-132/406,6-14=-421/309,7-14=-260/577, r�\ 8-11=-301/224,9-11=1022/2020 •, � • W — NOTES- (9-12) 7.....-144.. l/l/TJ ((/ 1) Unbalanced roof live loads have been considered for this design. i STATE OF 2\ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., FCORIOP. ' �` GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber n \� DOL=1.60 plate grip DOL=1.60 /// v ` \\ 3) Provide adequate drainage to prevent water ponding. ////O NIA``\\\\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 281 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 12) Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard Sept:. -_ -0,201( 1 l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibitlity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/7PI1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,W 53719. 11080/968 $70226 T07 Hip Truss 1 1 • Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 28 2015 MTek Industries.Inc. Wed Sep 30 16:08:43 2015 Page 1 l ID:3n4oHe7rNBX0UZTpy2WnmzTSmJ-7WitTTaBRkICDSkf WINEUckHzQVdVC1?3S8GwLyYOQY -2-0-0 4-3-8 11-7-12 19-0-0 24-7-13 29-11-10 35-3-7 410 43-3-0 I 2-0 0 1 43b l 7-4-4 I 7-4-4 5-7-13 53.13 { 5.3-13 l 3 5-11-9 l 2-0-0 • Scale=1:77.8 5x8 = 5x6 = ti 6 7 )I T3 ._ \ 3x4 3x4 ------ `r, 3x6 4x6 % r 5.00 12 ii 44x6 3x61. I I",,4444444. 2x4 .4� 11 `alra�aater =- � ,r \`2 4 2 •� d g ' qI 1� �~ 19 18 17 16 15 14 13 C 5x10 MT18H= 4x6 = 4 _ 3x4= 3x8= 4x6 = 3x4= 3x6 = 4x6 3.00 FIT 1 4-3-8 i 11-7-12 19-0-0 I 24-7-13 I 32-7-9 I 41-3-0 i 4-3-8 7-4-4 7-4-4 5-7-13 7-11-11 8-7-7 Plate Offsets(X,Y)- [2:2-2-1,0-2-41.[2:0-2-14,0-0-12),14:0-3-0,Edoel,f6:0-5-12.0-2-8),V:0-3-0.0-2-41,119:0-5-0.0-3-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.48 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.95 18-19 >522 180 MT18H 244/190 BCLL 0.0 ' Rep Stress lncr YES WB 0.68 Horz(TL) 0.39 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:222 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B1:2x6 SP No.2,B3:2x4 SP No.2 WEBS 1 Row at midpt 3-18,5-16,6-15 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1441/0-3-8 (min.0-1-13),11=1421/0-3-8 (min.0-1-13) Max Horz 2=131(LC 12) 1))ttIllf/i/ Max Uplift 2=-359(LC 12),11=338(LC 13) \\\\ `S S (/�///, FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. `� V�GENS - .`� TOP CHORD 2-3=5997/3278,3-4=-3310/1816,4-5=-3213/1829,5-6=-2335/1338,6-7=-2048/1268, .. 7-8=2242/1318,8-9=-2756/1593,9-10=-2810/1583,10-11=3022/1692 I BOT CHORD 2-19=-2995/5619,18-19=2863/5332,17-18=-1521/3001,16-17=-1521/3001, 1 * / . 34869 ' * 16-26=889/2029,15-26=889/2029,14-15=1170/2376,13-14=1170/2376, ' 11-13=1436/2727 _ ,� / r: • X WEBS 3-19=-519/1114,3-18=-2359/1376,5-18=135/444,5-16=1111/721,6-16=-290/621, -�t 6-15=-258/141,7-15=-288/558,8-15=-568/425,8-13=131/319,10-13=284/269 �" II • • C(/ NOTES- (10-12) STATE OF .• 1) Unbalanced roof live loads have been considered for this design. ' 616,-;FCORIDP \�` 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., , •••..•' \ \� GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber //////ON 9\\ DOL=1.60 plate grip DOL=1.60 1A1-1 ��� 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 20.0psf 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=5.0psf. 7) Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 359 lb uplift at joint 2 and 338 lb uplift at joint 11. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • 10) This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard -:e _ •: -0,201.' f ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. 110644970 170226 T09 Special Truss 3 1 Job Reference(optional) ' Builders FirstSource, Jadmonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:08:45 2015 Page 1 ID:3n4oHe7rNBX0UZTpy2WlnmzT5mJ-3vbdu8cRzMYwSPu2d4PizlpfpE9Qz2aIWmdM_DyYOQW 4-3$ I 10-1-10 I 15-11-12 I 21-9-14 F 27-8-1 ( 33-6-3 f 41-3-0 143 3-0 4-3-8 5-10-2 5-10-2 5-10-2 5-10-2 5-10-2 7-8-13 2-0-0 • Scale=1:72.8 5x6 = 5.00 12 8 ►i i 3x4 3x4 � 5 7 3x8 5x8%4 8 2x4 -2 7, 3 9 2x4 II 2 / y� /44111414411144141144*?1111 :40•440444 tie rz: 1111 rs" 17 16 24 15 25 14 26 27 13 12 IQ 6x10 MT18H= 3x4= 4x6 = 3x8 3x4 = 3x6 = 4x12 = 3x6 = 3.00 12 I 4-3-8 I I 13-0-11 21-9-14 i 30-7-2 I 41-3-0 l 4-3-8 8-9-3 8-9-3 8-9-3 10-7-14 Plate Offsets(X.Y)- [10:0-0-6.Edoe]J17:0-6-0,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.54 16-17 >917 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -1.12 16-17 >440 180 MT18H 244/190 BCLL 0.0 • Rep Stress!nor YES WB 0.92 Horz(TL) 0.42 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:208 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31'Except` TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purtins. T3,T4:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2'Except` WEBS 1 Row at midpt 3-17,5-14,7-14 81:2x4 SP No.1 WEBS 2x4 SP No.3"Except` W2:2x4 SP No.2 REACTIONS. (lb/size) 1=1314/0-3-8 (min.0-1-12),10=1437/0-3-8 (min.0-1-14) \\\�11(I i I(f///// Max Horz 1=122(LC 12) \\`�\v5• . --- ,i// Max Uplift 1=332(LC 12),10=-357(LC 13) �� V 10EN4. ••..� "-- FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - • TOP CHORD 1-2=-6719/3627,2-3=-6653/3707,3-4=-3300/1806,4-5=-3284/1824,5-6=-2160/1266, * / a 34869 • 6-7=-2162/1267,7-8=2826/1592,8-9=-2875/1575,9-10=-3122/1691 — r BOT CHORD 1-17=-3357/6293,16-17=-1797/3509,16-24=-1196/2540,15-24=-1196/2540, _-D ��� I ,,�� 15-25=-1196/2540,14-25=-1196/2540,14-26=-1091/2350,26-27=-1091/2350, - f']-7y...... _ 13-27=-1091/2350,12-13=-1091/2350,10-12=-1413/2803 ," �V��11 _.... WEBS 3-17=-1707/2995,3-16=-835/590,5-16=-433/871,5-14=-955/627,6-14=722/1303, 0 • STATE OF ••��� 7-14=-689/480,7-12=-204/448,9-12=-362/335 i •. NOTES- (9-11) r S1 ••.FLOR10P •• &' Z 1) Unbalanced roof live loads have been considered for this design. ��/ / ON Al- \�\ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End., //// •O'Vi�`'`\\\\\ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. . 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*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=5.Opsf. 6) Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 332 lb uplift at joint 1 and 357 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard September-30,201; f • A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design pararnenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPI7 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 110644971 370226 1710 HIP TRUSS 1 2 Job Reference(optional) Builders FirstSource, • Jaduonvile,Fl 32244 7.630 s Jul 28 2015 MTek Industries,Inc. Wed Sep 30 16:08:51 2015 Page 2 ID:3n4oHe7rNBX0UZTpy2WlnmzT5mJ-u3yv9CgCZCI3AKMB LW6p13f7eFiNmvBvi4hCtyY000 NOTES- (12-15) 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1161 lb uplift at joint 2 and 1257 lb uplift at joint 11. 10) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)111 lb down and 229 lb up at 7-0-0,84 lb down and 129 lb up at 9-0-12,84 lb down and 129 lb up at 11-0-12,84 lb down and 129 lb up at 13-0-12,84 lb down and 129 lb up at 15-0-12,84 lb down and 129 lb up at 17-0-12,84 lb down and 129 lb up at 19-0-12,84 lb down and 129 lb up at 21-0-12,84 lb down and 129 lb up at 23-0-12,84 lb down and 129 lb up at 25-0-12,84 lb down and 129 lb up at 27-0-12,84 lb down and 129 lb up at 29-0-12,84 lb down and 129 lb up at 31-0-12,84 lb down and 129 lb up at 33-0-12,84 lb down and 129 lb up at 35-0-12, and 84 lb down and 129 lb up at 37-0-12,and 124 lb down and 129 lb up at 38-11-0 on top chord,and 209 lb down and 111 lb up at 7-0-0,49 lb down at 9-0-12,49 lb down at 11-0-12,49 lb down at 13-0-12,49 lb down at 15-0-12,49 lb down at 17-0-12,49 lb down at 19-0-12,49 lb down at 21-0-12,49 lb down at 23-0-12,49 lb down at 25-0-12,49 lb down at 27-0-12,49 lb down at 29-0.12,49 lb down at 31-0-12,49 lb down at 33-0-12,49 lb down at 35-0-12,and 49 lb down at 37-0-12,and 49 lb down at 39-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 14) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 15) Use Simpson HHUS26-2 to attach Truss to Carrying member LOAD CASE(S) 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-9=-54,9-10=-54,2-11=10 Concentrated Loads(Ib) Vert:3=111(F)6=-84(F)9=-84(F)18=209(F)12 -24(F)21=84(F)22=-84(F)23=-84(F)24=.84(F)25=-84(F)26=84(F)27=-84(F)28=-84(F)29=84(F)30=84(F) 31=-84(F)32=-84(F)33=-84(F)34=-84(F)35=-24(F)36=-24(F)37=-24(F)38=-24(F)39=-24(F)40=-24(F)41=-24(F)42=-24(F)43=-24(F)44=-24(F)45=-24(F) 46=-24(F)47=-24(F)48=-24(F)49=-24(F) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-3=-44,3-9=-44,9-10=-44,2-11=10 Concentrated Loads(Ib) Vert:3=-91(F)6=-69(F)9=-69(F)18=-178(F)12=22(F)21=-69(F)22=-69(F)23=-69(F)24=-69(F)25=-69(F)26=-69(F)27=-69(F)28=-69(F)29=-69(F)30=-69(F) 31=-69(F)32=-69(F)33=-69(F)34=-69(F)35=-22(F)36=-22(F)37=-22(F)38=-22(F)39=-22(F)40=-22(F)41=-22(F)42=-22(F)43=-22(F)44=-22(F)45=-22(F) 46=-22(F)47=-22(F)48=-22(F)49=-22(F) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-9=-14,9-10=-14,2-11=-30 Concentrated Loads(Ib) Vert 3=-37(F)6=-27(F)9=-27(F)18=-196(F)12=-49(F)21=-27(F)22=-27(F)23=27(F)24=27(F)25=27(F)26=27(F)27=-27(F)28=27(F)29=27(F)30=27(F) 31=-27(F)32=-27(F)33=-27(F)34=-27(F)35=-49(F)36=49(F)37=-49(F)38=-49(F)39=-49(F)40=-49(F)41=-49(F)42=-49(F)43=-49(F)44=-49(F)45=-49(F) 46=-49(F)47=-49(F)48=-49(F)49=-49(F) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=32,2-3=16,3-9=25,9-10=17,2-11=6 Horz:1-2=-41,2-3=-25,9-10=25 Concentrated Loads(Ib) Vert:3=152(F)6=97(F)9=106(F)18=102(F)12=11(F)21=97(F)22=97(F)23=97(F)24=97(F)25=97(F)26=97(F)27=97(F)28=97(F)29=97(F)30=97(F)31=97(F) 32=97(F)33=97(F)34=97(F)35=11(F)36=11(F)37=11(F)38=-11(F)39=-11(F)40=-11(F)41=11(F)42=11(F)43=11(F)44=-11(F)45=-11(F)46=11(F) 47=-11(F)48=-11(F)49=11(F) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=10,2-3=17,3.9=25,9-10=16,2-11=-6 Horz:1-2=-18,2-3=-25,9-10=25 Concentrated Loads(Ib) Vert 3=152(F)6=97(F)9=106(F)18=102(F)12=-11(F)21=97(F)22=97(F)23=97(F)24=97(F)25=97(F)26=97(F)27=97(F) 28=97(F)29=97(F)30=97(F)31=97(F)32=97(F)33=97(F)34=97(F)35=11(F)36=11(F)37=11(F)38=-11(F)39=11(F) 40=11(F)41=-11(F)42=-11(F)43=-11(F)44=-11(F)45=11(F)46=11(F)47=11(F)48=-11(F)49=11(F) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-3,3-9=6,9-10=-3,2-11=10 Horz:1-2=-18,2-3=-11,9-10=11 Concentrated Loads(Ib) Vert:3=199(F)6=117(F)9=125(F)18=111(F)12=-7(F)21=117(F)22=117(F)23=117(F)24=117(F)25=117(F)26=117(F) 27=117(F)28=117(F)29=117(F)30=117(F)31=117(F)32=117(F)33=117(F)34=117(F)35=7(F)36=7(F)37=7(F) 38=-7(F)39=-7(F)40=-7(F)41=-7(F)42=-7(F)43=-7(F)44=-7(F)45=-7(F)46=-7(F)47=-7(F)48=-7(F)49=-7(F) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-3,3-9=6,9-10=-3,2-11=10 Horz:1-2=-18,2-3=-11,9-10=11 Concentrated Loads(Ib) Vert:3=199(F)6=117(F)9=126(F)18=111(F)12=-7(F)21=117(F)22=117(F)23=117(F)24=117(F)25=117(F)26=117(F) 27=117(F)28=117(F)29=117(F)30=117(F)31=117(F)32=117(F)33=117(F)34=117(F)35=-7(F)36=7(F)37=-7(F) 38=-7(F)39=-7(F)40=-7(F)41=-7(F)42=-7(F)43=-7(F)44=7(F)45=-7(F)46=-7(F)47=-7(F)48=-7(F)49=-7(F) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=18,2-3=25,3-9=13,9-10=13,2-11=-6 Horz:1-2=-27,2-3=-34,9-10=21 Continued on••!e 3 • • A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building fit. Appicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSVTPII Quality Criteria,DSa-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,144 53719. 470226 110 HIP TRUSS 1 Z Job Reference(optional) 110644971 Builders FirstSource. Jacksonville,Fl 32244 7.630 s Jul 28 2015 MTek Industries,Inc. Wed Sep 30 16:08:51 2015 Page 4 I D:3n4oHe7rN BXOUZTpy2 WIn mzT5mJ-u3yv9CgCZC 13AKM B_L W6p13f 7eF i NmvBvi4hCtyY000 LOAD CASE(S) • Concentrated Loads(Pb) Vert:3=170(F)6=95(F)9=95(F)18=73(F)12=-7(F)21=95(F)22=95(F)23=95(F)24=95(F)25=95(F)26=95(F)27=95(F)28=95(F)29=95(F)30=95(F)31=95(F) 32=95(F)33=95(F)34=95(F)35=-7(F)36=-7(F)37=-7(F)38=-7(F)39=-7(F)40=-7(F)41=-7(F)42=-7(F)43=-7(F)44=-7(F)45=-7(F)46=-7(F)47=-7(F)48=-7(F) 49=-7(F) 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=-33,2-3=-38,3-9=-38,9-10=-29,2-11=10 Horz:1-2=11,2-3=-6,9-10=15 Concentrated Loads(Pb) Vert:3=170(F)6=95(F)9=85(F)18=73(F)12=-7(F)21=95(F)22=95(F)23=95(F)24=95(F)25=95(F)26=95(F)27=95(F)28=95(F)29=95(F)30=95(F)31=95(F) 32=95(F)33=95(F)34=95(F)35=-7(F)36=-7(F)37=-7(F)38=-7(F)39=-7(F)40=-7(F)41=-7(F)42=-7(F)43=-7(F)44=-7(F)45=-7(F)46=-7(F)47=-7(F)48=-7(F) 49=-7(F) 19) 1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-9=-54,9-10=-14,2-11=10 Concentrated Loads(Pb) Vert:3=-111(F)6=-84(F)9=-124(F)18=-209(F)12=-24(F)21=-84(F)22=-84(F)23=-84(F)24=-84(F)25=84(F)26=84(F)27=-84(F)28=-84(F)29=-84(F) 30=-84(F)31=-84(F)32=-84(F)33=-84(F)34=-84(F)35=-24(F)36=-24(F)37=-24(F)38=-24(F)39=24(F)40=24(F)41=-24(F)42=-24(F)43=24(F)44=-24(F) 45=-24(F)46=-24(F)47=-24(F)48=-24(F)49=-24(F) 20) 2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-9=-54,9-10=54,2-11=-10 Concentrated Loads(Ib) Vert:3=-111(F)6=-84(F)9=84(F)18=-209(F)12=24(F)21=84(F)22=-84(F)23=-84(F)24=-84(F)25=-84(F)26=84(F)27=-84(F)28=84(F)29=84(F)30=-84(F) 31=-84(F)32=-84(F)33=-84(F)34=-84(F)35=-24(F)36=-24(F)37=-24(F)38=-24(F)39=-24(F)40=-24(F)41=-24(F)42=-24(F)43=-24(F)44=-24(F)45=24(F) 46=-24(F)47=-24(F)48=-24(F)49=-24(F) 21) 3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-9=-44,9-10=14,2-11=-10 Concentrated Loads(Pb) Vert:3=-91(F)6=-69(F)9=99(F)18=-178(F)12=-22(F)21=-69(F)22=-69(F)23=69(F)24=-69(F)25=-69(F)26=-69(F)27=-69(F)28=69(F)29=-69(F)30=-69(F) 31=-69(F)32=-69(F)33=-69(F)34=-69(F)35=-22(F)36=-22(F)37=-22(F)38=-22(F)39=-22(F)40=-22(F)41=-22(F)42=-22(F)43=22(F)44=-22(F)45=22(F) 46=-22(F)47=-22(F)48=-22(F)49=-22(F) 22) 4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-9=-44,9-10=-44,2-11=10 Concentrated Loads(Ib) Vert:3=-91(F)6=-69(F)9=-69(F)18=-178(F)12=-22(F)21=-69(F)22=-69(F)23=-69(F)24=-69(F)25=-69(F)26=69(F)27=69(F)28=69(F)29=-69(F)30=-69(F) 31=-69(F)32=-69(F)33=-69(F)34=-69(F)35=-22(F)36=-22(F)37=-22(F)38=-22(F)39=-22(F)40=-22(F)41=22(F)42=-22(F)43=-22(F)44=-22(F)45=-22(F) 46=-22(F)47=22(F)48=-22(F)49=-22(F) 23) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=32,2-3=16,3-9=25,9-10=17,2-11=-6 Horz:1-2=-41,2-3=-25,9-10=25 Concentrated Loads(Ib) Vert:3=-74(F)6=-32(F)9=-24(F)18=-96(F)12=-20(F)21=-32(F)22=-32(F)23=-32(F)24=-32(F)25=-32(F)26=-32(F)27=-32(F)28=-32(F)29 -32(F)30=32(F) 31=32(F)32=-32(F)33=-32(F)34=-32(F)35=-20(F)36=-20(F)37=-20(F)38=-20(F)39=-20(F)40=-20(F)41=20(F)42=-20(F)43=-20(F)44=-20(F)45=-20(F) 46=-20(F)47=-20(F)48=-20(F)49=-20(F) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIt) Vert:1-2=10,2-3=17,3-9=25,9-10=16,2-11=-6 Horz:1-2=-18,2-3=-25,9-10=25 Concentrated Loads(Ib) Vert:3=-74(F)6=-32(F)9=-23(F)18=-96(F)12=20(F)21=-32(F)22=-32(F)23=-32(F)24=32(F)25=-32(F)26=32(F) 27=-32(F)28=-32(F)29=-32(F)30=-32(F)31=-32(F)32=-32(F)33=-32(F)34=-32(F)35=-20(F)36=-20(F)37=-20(F) 38=-20(F)39=-20(F)40=-20(F)41=-20(F)42=-20(F)43=-20(F)44=-20(F)45=-20(F)46=-20(F)47=-20(F)48=-20(F) 49=-20(F) 25) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-3,3-9=6,9-10=-3,2-11=-10 Horz:1-2=-18,2-3=11,9-10=11 Concentrated Loads(Ib) Vert:3=-27(F)6=-13(F)9=-4(F)18=-87(F)12=-16(F)21=13(F)22=-13(F)23=-13(F)24=-13(F)25=-13(F)26=-13(F) 27=-13(F)28=-13(F)29=-13(F)30=-13(F)31=-13(F)32=-13(F)33=-13(F)34=-13(F)35=-16(F)36=-16(F)37=-16(F) 38=-16(F)39=16(F)40=-16(F)41=-16(F)42=-16(F)43=16(F)44=-16(F)45=-16(F)46=-16(F)47=-16(F)48=-16(F) 49=-16(F) 26) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=4,2-3=-3,3-9=6,9-10=-3,2-11=10 Horz:1-2=18,2-3=-11,9-10=11 Continued on page 5 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bradng shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. - 110644971 470228 710 HIP TRUSS 1 f 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:08:51 2015 Page 6 ' ID:3n4oHe7rNBX0UZTpy2WlnmzT5mJ-u3yv9CgCZC13AKMB_LW6p13f7eFiNmvBvi4hClyYOQQ LOAD CASE(S) Concentrated Loads(Ib) Vert:3=-28(F)6=-33(F)9=-33(F)18=144(F)12=-20(F)21=-33(F)22=-33(F)23=33(F)24=-33(F)25=-33(F)26=-33(F)27=-33(F)28=33(F)29=33(F)30=-33(F) 31=-33(F)32=33(F)33=-33(F)34=-33(F)35=20(F)36=-20(F)37=20(F)38=-20(F)39=-20(F)40=-20(F)41=-20(F)42=-20(F)43=-20(F)44=20(F)45=-20(F) 46=-20(F)47=-20(F)48=-20(F)49=-20(F) 36) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-33,2-3=-38,3-9=-38,9-10=-29,2-11=-10 Horz:1-2=11,2-3=-6,9-10=15 Concentrated Loads(Ib) Vert:3=-28(F)6=-33(F)9=-42(F)18=-144(F)12=20(F)21=33(F)22=-33(F)23=-33(F)24=-33(F)25=-33(F)26=33(F)27=33(F)28=-33(F)29=-33(F)30=-33(F) 31=33(F)32=-33(F)33=-33(F)34=-33(F)35=-20(F)36=-20(F)37=-20(F)38=-20(F)39=-20(F)40=-20(F)41=-20(F)42=20(F)43=20(F)44=-20(F)45=-20(F) 46=20(F)47=20(F)48=-20(F)49=-20(F) 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during consWdion is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,Consult ANSVTPII Quality Criteria,DSB89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. 470226 T12 Hip Truss 1 1 Job Reference(optional) 110644973 Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:08:53 2015 Page 1 ID:3n4oHe7rNBX0UZTpy2Wtn mzT5mJ-gR4fZtiS5pYnPeVa5mYauj9?WSuErf7TMOZnGmyYOQO I-2-0-0 1 5-9-14 i 11-0-0 1 18-0-3 1 25-7-10 I 32-7-13 I 403-0 I 2-0-0 5-9-14 5-2-2 7-0-3 7-7-7 7-0-3 7-7-3 Scale=1:71.4 5x6= __ 3x4 = 3x6 3x4= 5x8 = 5.00 12 4 - 5 8 7 8 2x3 \ -1 111PrAlkiiii . 5x6 2 r Id, 15 14 13 12 11 10 3x6 = 4x8= 3x4= 4x6= 5x8= 2x6 II 3x8 = I 11-0-0 I 21-9-14 1 32-7-13 40-3-0 110 10-9-14 10-9-14 I 7-7-3 Plate Offsets(X,Y)- 12:0-3-0.Edge],14:0-3-0.0-2-41.18:0-3-0.0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.29 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.66 13-15 >725 180 BCLL 0.0 • Rep Stress Incr YES WB 0.95 Horz(TL) 0.16 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:201 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, T4:2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15,7-11 REACTIONS. (lb/size) 2=1404/0-3-8 (min.0-1-11),10=1274/Mechanical Max Horz 2=112(LC 12) \\011111/0/ Max Uplift 2=365(LC 8),10=317(LC 8) \\\\\\ ``S S.� ///i// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ,.\\ J� TOP CHORD 2-3=-2853/1644,3-4=-2507/1419,4-5=-2307/1369,5-6=-2813/1625,6-7=-2813/1625, .,•.' ' �CENSF••..\,[\ 7-8=-1832/1100,8-9=-2003/1107,9-10=-12851755 • BOT CHORD 2-15=-1514/2589,14-15=-1537/2815,13-14=-1537/2815,12-13=1431/2633, * . 34869 11-12=1431/2633 r WEBS 3-15=-376/350,4-15=-296/622,5-15=-769/405,7-13=-43/301,7-11=-1075/604, __-•�T / , / • 8-11=-119/416,9-11=-837/1656 -- N J1]/5....... NOTES- II STATE J ` (9 12) �/ 1) Unbalanced roof live loads have been considered for this design. STATE OF 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Enc., •••,FLORIOr" •' G� ■ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber S �� DOL=1.60 plate grip DOL=1.60 /// v 3) Provide adequate drainage to prevent water ponding. ///•/,1 1 1A`\\\\\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 365 lb uplift at joint 2 and 317 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 12) Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard I Soptembef-j0,201: 4 ► A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the Julius Lee PE. erector.Additional permanent bracing of the overat structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPI1 Quality Criteria,DSB-89 and BCSl1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onolrio Drive,Madison.WI 53719. 470226 T14 HIP TRUSS 1 1 Job Reference(optional) 110644975 Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 28 2015 MTek Industries,Inc. Wed Sep 30 16:08:55 2015 Page 1 ` ' ID:3n4oHe7rNBX0UZTpy2WInmzT5mJ-mgCP ZjjcQoVfxf zDBb2z8EICGdPJYBmgK2uLeyY0QM I 4-3-8 I 9-7-12 15-0-0 I 21-9-14 28-7-13 i 343-10 40-3-0 4-3-8 5-4-4 5.44 6-9-14 6-9-14 5-7-14 5-11-6 Scale=1:71.7 5.00 12 5x8= 3x4 = 5x6= 5x6 % 5 , T36 7 4x6� tz I 2x4 34 /. a W4 4x8 s 2x2 II /' \,`., �,. 9x6 �A �� ! '`4: 10 try �c�, r 1 fir - • �. - d I•�_ dI g� 16 15 14 13 12 11 l� 5x10 MT1BH= 4x6 _ 4x6 =3x4 = 3x8 = 5x8 II 4x10= 3x4 = 3.00 FIT i 4-3-8 i 15-0-0 i 21-9-14 I 28-7-13 i 40-3-0 I 4-3-8 10-8-8 6-9-14 6-9-14 11-7-3 Plate Offsets(X,Y)- 11:0-4-1.0-0-01.13:0-3-0,Edge],[4:0-2-0,0-1-121.15:0-5-12.0-2-81[7:0-3-0,0-2-41116:0-6-8.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.54 15-16 >900 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -1.19 15-16 >404 180 MT18H 244/190 BCLL 0.0 ' Rep Stress lncr YES WB 0.97 Horz(TL) 0.37 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:204 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. T4,T1:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-15 oc bracing. BOT CHORD 2x4 SP No.1'Except' WEBS 1 Row at midpt 6-11 B1:2x6 SP SS,B3:2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 10=1271/0-3-8 (min.0-1-9),1=1305/0-3-8 (min.0-1-10) \\\\\1 I I 1 I f j '/// Max Horz 1=108(LC 12) \\\` `v5 S:K 4<c•//,7�•■Max Uplift 10=-277(LC 8),1=-291(LC 12) ∎- �V\ \CENSF•• FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-5712/3213,2-3=-5687/3283,3-4=-5616/3294,4-5=-2592/1504,5-6=2544/1554, * / . 34869 6-7=2120/1296,7-8=-2296/1333,8-9=-2558/1499,9-10=-904/0 — ' r BOT CHORD 1-16=-3017/5342,15-16=-1741/3073,14-15=-1179/2303,13-14=-1179/2303, _ -1 /,1 / c 12-13=-1293/2476,11-12=1293/2476,10-11=-1279/2273 WEBS 4-16=-1415/2477,4-15=-896/650,5-15=-260/551,5-13=145/403,6-11=-643/329, 7-11=-243/516,8-11=-260/277 --- t STATE OF • ��� NOTES- (10-12) FLORIOP r,� 1) Unbalanced roof live loads have been considered for this design. , v\� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., /I,v �� GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber \\\ �//, NAL � DOL=1.60 plate grip DOL=1.60 ! /III 1\\\ 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)1 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 277 lb uplift at joint 10 and 291 lb uplift at joint 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard September 20,201: t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 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. Applicability of design paramenters and proper incorporabon of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiaity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery.erection and bracing.consult ANSI/7PI1 Quality Criteria,DSB39 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. • 470226 T16 Hip Truss 1 1 Job Reference(optional) 110644977 Builders FirstSource, . Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:08:58 2015 Page 1 ' ID:3n4oHe7rNBXoUZTpy2WlnmzT5mJ-BPtYdbmbvLB4WPOYuJBlbnsgzTcgWz2DWIGYyzyYOQJ I 4-3-8 I 11-7-12 I 19-0-0 i 24-7-13 I 29-11-10 I 35-3-7 1 41-3-0 i433-0{ 4-3-8 7.4-4 7-4-4 5-7-13 5-3-13 5-3-13 5-11-9 2-0-0 Scale=1:74.9 5x8 = 5x6= 5 6\ 3x4 3x4 r� •. 7 3x6 4x6 5.00 12 3 •-, 2x4�i as 3x6 4x6 = 2 N4:41 J + 10 aG�. o d 18 17 16 15 25 14 13 12 5x10 MT18H= 4x6= 4x6_ 3x4 = 3x8 = 4x8 = 3x4 = 3x6 4x6 3.00 12 I 43-8 I 11-7-12 i 19-0-0 I 24-7-13 I 32-7-8 I 41-3-0 I 4-3-8 7-0-4 7-4-4 5-7-13 7-11-12 8-7-8 Plate Offsets(X,Y)- 11:0-3-6.0-0-121[1:2-2-1,0-2-4],[3:0-3-0.Edae],15:0-5-12.0-2-81 16:0-3-0.0-2-4),[18:0-5-0.0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.49 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.97 17-18 >510 180 MT18H 244/190 BCLL 0.0 * Rep Stress!nor YES WB 0.71 Horz(TL) 0.39 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:219 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B1:2x6 SP No.2,B3:2x4 SP No.2 WEBS 1 Row at midpt 2-17,4-15,5-14 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1327/0-3-8 (min.0-1-11),10=1424/0-3-8 (min.0-1-13) Max Horz 1=108(LC 12) \��1111111 j//// Max Uplift 1=-320(LC 12),10=338(LC 13) \\\\```c S.k /o FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ■\ _` V J i TOP CHORD 1-2=-6133/3414,2-3=-3335/1842,3-4=-3237/1856,4-5=2345/1350,5-6=-2055/1276, ` ., \CENS - ..,C' 6-7=-2250/1327,7-8=-2764/1601,8-9=2818/1592,9-10=3029/1700 - BOT CHORD 1-18=3160/5766,17-18=-3006/5458,16-17=-1548/3026,15-16=-1548/3026, * / a 34869 • 15-25=901/2039,14-25=-901/2039,13-14=1178/2383,12-13=-1178/2383, — r 1012=-1443/2734 _ 1�j I WEBS 2-18=-576/1174,2-17=-2450/1468,4-17=-147/449,4-15=-1127/737,5-15=-298/627, -ii 5-14=262/139,6-14=292J561,7-14=-568/424,7-12=130/319,9-12=283/268 -/" NOTES- (10-12) STATE OF .• 1) Unbalanced roof live loads have been considered for this design. r FL ORIO P' G` 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., / V_c1 .••••..-•• GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber // v ' _ \\ DOL=1.60 plate grip DOL=1.60 /////,NIA`-`\ \\\ 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 20.0psf 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=5.Opsf. 7) Bearing at joint(s)1 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 320 lb uplift at joint 1 and 338 lb uplift at joint 10. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard September 30,201; 1 1 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mli•7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual buileng component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,dekvery,erection and bracing,consult ANSUTPII Quality Criteria,058-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. 470226 T17 Hip Truss 1 1 Job Reference(optional) 110644978 Builders FirstSource, Jacksonville,Fl 32244 76330 s Jul 28 2015 MiTek Industries,Inc.Wed Sep 30 16:09:00 2015 Page 2 • • ID:3n4oHe7rNBX0UZTpy2VNnmzT5mJ-7o?11HnrRzRoliYw?kADgCxJDHPB zJVzcIfOsyYOQH 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12) Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-7=-54,7-9=-54,15-18=10 Concentrated Loads(Ib) Vert:3=19(8)7=19(B)14=6(B)10=6(B)21=4(B)22=4(B)23=4(B)24=4(B)25=4(B)26=4(B)27=-1(B)28=-1(B)29=-1(B)30=-1(B)31=1(B)32=-1(B) 2) Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-7=-44,7-9=-44,15-18=10 Concentrated Loads(Ib) Vert:3=17(B)7=17(B)14=7(B)10=7(B)21=3(B)22=3(B)23=3(B)24=3(B)25=3(B)26=3(B)27=-1(B)28=1(B)29=-1(B)30=-1(B)31=1(B)32=-1(B) 3) Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert 1-3=-14,3-7=-14,7-9=-14,15-18=-30 Concentrated Loads(Ib) Vert 3=1(B)7=1(B)14=5(B)10=5(B)21=-4(B)22=-4(B)23=-4(B)24=-4(B)25=-4(B)26=-4(B)27=-2(B)28=2(B)29=-2(8)30=-2(B)31=-2(B)32=-2(B) 4) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=32,2-3=16,3-7=25,7-8=17,8-9=10,15-18=-6 Horz:1-2=-41,2-3=-25,7-8=25,8-9=18 Concentrated Loads(Ib) Vert:3=38(B)7=38(B)14=50(B)10=50(B)21=19(B)22=19(B)23=19(B)24=19(B)25=19(B)26=19(B)27=27(B)28=27(B)29=27(B)30=27(B)31=27(B)32=27(B) 5) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=10,2-3=17,3-7=25,7-8=16,8-9=32,15-18=-6 Horz:1-2=-18,2-3=-25,7-8=25,8-9=41 Concentrated Loads(Ib) Vert 3=38(B)7=38(B)14=50(B)10=50(B)21=19(B)22=19(B)23=19(B)24=19(B)25=19(B)26=19(B)27=27(B)28=27(B)29=27(B)30=27(B)31=27(B)32=27(B) 6) Dead+0.6 MWFRS Wind(Neg.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-3,3-7=6,7-8=-3,8-9=4,15-18=-10 Horz:1-2=-18,2-3=-11,7-8=11,8-9=18 Concentrated Loads(Ib) Vert:3=86(B)7=85(B)14=59(B)10=59(B)21=39(B)22=39(B)23=39(B)24=39(B)25=39(B)26=39(B)27=31(B)28=31(B)29=31(B)30=31(B)31=31(B)32=31(B) 7) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-3,3-7=6,7-8=-3,8-9=4,15-18=-10 Horz:1-2=-18,2-3=11,7-8=11,8-9=18 Concentrated Loads(Ib) Vert:3=85(B)7=86(B)14=59(B)10=59(B)21=39(B)22=39(B)23=39(B)24=39(B)25=39(B)26=39(B)27=31(B)28=31(B)29=31(B)30=31(B)31=31(B)32=31(B) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=18,2-3=25,3-7=13,7-8=13,8-9=6,15-18=-6 Horz:1-2=-27,2-3=-34,7-8=21,8-9=14 Concentrated Loads(Ib) Vert:3=38(B)7=56(B)14=50(B)10=50(B)21=32(B)22=32(B)23=32(B)24=32(B)25=32(B)26=32(8)27=27(B)28=27(B) 29=27(B)30=27(B)31=27(B)32=27(B) 9) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=6,2-3=13,3-7=13,7-8=25,8-9=18,15-18=-6 Horz:1-2=-14,2-3=-21,7-8=34,8-9=27 Concentrated Loads(Ib) Vert:3=56(6)7=38(B)14=50(B)10=50(B)21=32(B)22=32(B)23=32(B)24=32(B)25=32(B)26=32(B)27=27(B)28=27(B) 29=27(B)30=27(B)31=27(B)32=27(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=18,2-3=25,3-7=13,7-8=13,8-9=6,15-18=-6 Horz:1-2=-27,2-3=-34,7-8=21,8-9=14 Concentrated Loads(Ib) Vert:3=38(B)7=56(B)14=50(B)10=50(B)21=32(8)22=32(B)23=32(B)24=32(B)25=32(B)26=32(B)27=27(B)28=27(B) 29=27(8)30=27(6)31=27(B)32=27(6) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=6,2-3=13,3-7=13,7-8=25,8-9=18,15-18=-6 Horz:1-2=-14,2-3=-21,7-8=34,8-9=27 Concentrated Loads(Ib) Vert:3=56(B)7=38(B)14=50(B)10=50(B)21=32(B)22=32(B)23=32(B)24=32(B)25=32(B)26=32(B)27=27(B)28=27(B) 29=27(B)30=27(B)31=27(B)32=27(B) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=13,2-3=6,3-7=-7,7-8=-7,8-9=0,15-18=10 Horz:1-2=-27,2-3=-20,7-8=7,8-9=14 Continued on page 3 4 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 BEFQRE USE. • • Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control•storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D•Onofno Drive.Madison.WI 53719. $70226 T17 Hip Truss 1 1 Job Refere nce(optional) 110644978 Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:09:00 2015 Page 4 ID:3n4oHe7rNBX0UZTpy2WnmzT5mJ-7o?I1 HnrRzRoliYW?IcADgCXJbHP8_zJVzdfOsyYOQH LOAD CASE(S) • Concentrated Loads(Ib) Vert:3=10(B)7=10(B)14=8(B)10=8(B)21=-0(B)22=-0(B)23=-0(B)24=-0(B)25=0(B)26=-0(B)27=1(B)28=-1(B)29=1(B)30=-1(B)31=1(B)32=-1(B) 26) Reversal:1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-7=-54,7-9=-14,15-18=10 Concentrated Loads(Pb) Vert:3=10(B)7=10(B)14=29(B)10=29(B)21=-0(B)22=-0(B)23=0(B)24=-0(B)25=-0(B)26=-0(B)27=1(B)28=1(B)29=1(B)30=-1(B)31=1(B)32=-1(B) 27) Reversal:2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-7=54,7-9=-54,15-18=10 Concentrated Loads(Ib) Vert 3=10(B)7=10(B)14=29(B)10=29(B)21=-0(B)22=-0(B)23=0(B)24=-0(B)25=-0(B)26=-0(B)27=-1(B)28=-1(B)29=-1(B)30=-1(B)31=1(B)32=1(B) 28) Reversal:3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-7=-44,7-9=-14,15-18=10 Concentrated Loads(Ib) Vert:3=10(B)7=10(B)14=24(B)10=24(B)21=-0(B)22=0(B)23=-0(B)24=-0(B)25=-0(B)26=-0(B)27=-1(B)28=1(B)29=-1(B)30=-1(B)31=-1(B)32=1(B) 29) Reversal:4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-7=-44,7-9=-44,15-18=-10 Concentrated Loads(Ib) Vert:3=10(B)7=10(B)14=24(B)10=24(B)21=-0(B)22=0(B)23=-0(B)24=0(B)25=-0(B)26=0(B)27=-1(B)28=1(B)29=-1(B)30=1(B)31=-1(B)32=1(B) 30) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=32,2-3=16,3-7=25,7-8=17,8-9=10,15-18=-6 Horz:1-2=-41,2-3=-25,7-8=25,8-9=18 Concentrated Loads(Ib) Vert:3=-71(B)7=-72(B)14=-28(B)10=-28(B)21=-32(B)22=-32(B)23=-32(B)24=-32(B)25=32(B)26=-32(B)27=6(B)28=-6(B)29=-6(B)30=-6(B)31=-6(B) 32=-6(B) 31) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=10,2-3=17,3-7=25,7-8=16,8-9=32,15-18=-6 Horz:1-2=18,2-3=-25,7-8=25,8-9=41 Concentrated Loads(Ib) Vert:3=-72(B)7=-71(B)14=-28(B)10=28(B)21=-32(B)22=-32(B)23=-32(B)24=-32(B)25=-32(B)26=32(B)27=-6(B)28=-6(B)29=-6(B)30=-6(B)31=-6(B) 32=-6(B) 32) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-3,3-7=6,7-8=-3,8-9=4,15-18=-10 Horz:1-2=-18,2-3=-11,7-8=11,8-9=18 Concentrated Loads(Ib) Vert:3=-24(B)7=25(B)14=-19(B)10=19(B)21=12(B)22=-12(B)23=-12(B)24=-12(B)25=-12(B)26=-12(B)27=2(B)28=2(B)29=-2(B)30=2(B)31=-2(B) 32=-2(B) 33) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-3,3-7=6,7-8=-3,8-9=4,15-18=-10 Horz:1-2=-18,2-3=-11,7-8=11,8-9=18 Concentrated Loads(Pb) Vert:3=-25(B)7=-24(B)14=-19(B)10=-19(B)21=-12(B)22=-12(B)23=-12(B)24=-12(B)25=-12(B)26=-12(B)27=-2(B) 28=-2(B)29=-2(B)30=-2(B)31=2(B)32=-2(B) 34) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-2=18,2-3=25,3-7=13,7-8=13,8-9=6,15-18=-6 Horz:1-2=-27,2-3=-34,7-8=21,8-9=14 Concentrated Loads(Ib) Vert:3=-72(B)7=-54(B)14=-28(B)10=-28(B)21=-20(B)22=-20(B)23=-20(B)24=-20(B)25=-20(B)26=-20(B)27=-6(B) 28=-6(B)29=-6(B)30=-6(B)31=-6(B)32=-6(B) 35) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=6,2-3=13,3-7=13,7-8=25,8-9=18,15-18=-6 Horz:1-2=-14,2-3=21,7-8=34,8-9=27 Concentrated Loads(Ib) Vert:3=-54(B)7=-72(B)14=-28(B)10=-28(B)21=-20(B)22=-20(B)23=-20(B)24=-20(B)25=-20(B)26=-20(B)27=-6(B) 28=-6(B)29=-6(B)30=-6(B)31=-6(B)32=-6(B) 36) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=18,2-3=25,3-7=13,7-8=13,8-9=6,15-18=-6 Horz:1-2=27,2-3=-34,7-8=21,8-9=14 Concentrated Loads(Ib) Vert:3=-72(B)7=54(B)14=-28(B)10=-28(B)21=-20(B)22=-20(B)23=-20(B)24=-20(B)25=-20(B)26=-20(B)27=-6(B) 28=-6(B)29=-6(B)30=-6(B)31=-6(B)32=-6(B) 37) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=6,2-3=13,3-7=13,7-8=25,8-9=18,15-18=-6 Horz:1-2=-14,2-3=-21,7-8=34,8-9=27 Continued on paqe 5 • • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,dekvery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D•Onofrio Drive,Madison,WI 53719. 470226 1718 II-lip Truss Ths I1 110844979 1 11 2 Job Reference(optional) Builders FirstSource, . Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc Wed Sep 30 16:09:02 2015 Page 1 ID:3n4oHe7rNBXOUZTpy2VNnmzT5mJ-3A73Syp6zahW OhJ79DhId1Ut4OvSoDoRwEm5kyYOQF -2-0-0 I 4-4-15 I 6-11-14 I 9-5-0 f 11-10-2 I 14-5-1 I 18-10-0 I 20-10-0 2-0-0 4-4-15 2-6-14 2-5-2 2-5-2 2-6-14 4-4-15 2-0-0 Scale=1:37.6 5x10 MT18H= 3x4 = 2x4 I I 3x4 = 5x10 MT18H= ni,. ..5.00 12 3 4 5 6 7 N 1 hCP N 2 I`w�SIw� � 8 1 000011111,M11' = 15 14 2013 21 12 22 11 23 24 10 ,- 4x10= 2x8 II 7x8= 7x14 MT18H= 7x8 = 2x6 11 4x10= 4-4.15 I■ 6-11-14 i 9-5-0 I 11-10-2 1 14-5-1 i 18-10-0 4-4-15 2-6-14 2-5-2 2-5-2 2-6-14 4-4-15 *** Design Problems *** REVIEW REQUIRED u-. a-'-.Ki•nlnP-nel xceeded:1 - • Plate Offsets(X.Y)— 12:0-5-0.0-1-11),[3:0-6-4,0-1-12],[7:0-6-4.0-1-121.[8:0-5-0,0-1-11],[11:0-4-8,0-1-01 D2:0-3-8.0-4-121,113:0-7-0.0-4-8],i 4:0-3-8,0-4-121[15:0-4-8,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.35 13 >649 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.66 13 >344 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(TL) 0.12 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:221 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc purlins. T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing. BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3"Except" W2:2x4 SP No.2 REACTIONS. (lb/size) 2=4173/0-3-8 (min.0-2-7),8=6088/(0-3-8+bearing block) (req.0-3-9) Max Horz 2=-34(LC 32) Max Uplift 2=-1491(LC 4),8=1742(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-10246/3655,3-4=-14454/5189,4-5=-15831/5246,5-6=15831/5246, 6-7=-15087/4702,7-8=-13147/3812 BOT CHORD . 2-15=-3304/9424,14-15=3310/9444,14-20=-5121/14454,13-20=-5121/14454, 13-21=-4640/15087,12-21=-4640/15087,12-22=3517/12218,11-22=-3517/12218, 11-23=3470/12001,23-24=-3470/12001,10.24=3470/12001,8-10=12001/11961 WEBS 3-15=79/253,3-14=-2220/6159,4-14=-1144/94,4-13=-78/1740,6-13=-685/951, 6-12=658/461,7-12=-1395/3546,7-11=-590/2696 \\,t`t tc1 l 1�1+)///�/ NOTES- (13-15) �\\` \V S J'k ///// 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: \\ \)\/ ^�, Top chords connected as follows:2x4-1 row at 0-7-0 oc. " V ‘DENS c- Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. - Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 4-14 2x4-1 row at 0-2-0 oc,member 5-13 2x4-1 row at 0-5-0 _ * *• oc. _ a 34869 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to — /' ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. - 13 �•.1 r�rAA•+j`�. X _ 3)2x6 SP SS bearing block 12"long at jt.8 attached to each face with 3 rows of 10d(0.131"x3")nails spaced 3"o.c.12 Total +73 ' kl ".. fasteners per block.Bearing is assumed to be SP No.2. 4) Unbalanced roof live loads have been considered for this design. �„ STATE OF •• ��� 5)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Enc., ■ GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 ,0 '•.FLORID?;.•'"'t-N. �' 6) Provide adequate drainage to prevent water ponding. //v S� "' 7)All plates are MT20 plates unless otherwise indicated. // O N AL i \\\� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. //I/11111W \\\\\\ Continued on page 2 September-30,201! 4 t A WARNING•Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIi-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. • erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery.erection and bracing,consult ANSI/7P11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach FL 33435 Safety Information available from Truss Plate Institute,583 OOnofrio Drive,Madison,W 53719. 110644979 470226 1718 Hip Truss 1 2 Job Reference(optional) Builders FirstSource, • Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries.Inc.Wed Sep 30 16:09:02 2015 Page 3 ID:3n4oHe7rNBXOUZTpy2WnmzT5mJ-3A73Syp6zahW OhJ79Dhid1Ut4OvSoDoRwEm5kyYOQF LOAD CASE(S) Uniform Loads(plf) Vert:1-2=13,2-3=6,3-7=-7,7-8=-7,8.9=0,2-10=-10,10-19=10,8-19=-10 Horz:1-2=-27,2-3=-20,7-8=7,8-9=14 Concentrated Loads(Ib) Vert:14=1241(F)20=365(F)21=330(F)22=310(F)23=291(F)24=294(F) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=0,2-3=-7,3-7=-7,7-8=6,8-9=13,2-10=-10,10-19=10,8-19=-10 Horz:1-2=-14,2-3=-7,7-8=20,8-9=27 Concentrated Loads(Ib) Vert:14=1241(F)20=365(F)21=330(F)22=310(F)23=291(F)24=294(F) 14) Dead+Uninhabitable Attic Storage:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-14,3-7=-14,7-9=-14,2-10=10,10-19=10,8-19=-10 Concentrated Loads(Ib) Vert:14=880(F)20=-479(F)21=-479(F)22=-580(F)23=-590(F)24=-566(F) 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-31,2-3=-36,3-7=29,7-8=-36,8-9=-30,2-10=-10,10-19=10,8-19=10 Horz:1-2=-13,2-3=-8,7-8=8,8-9=14 Concentrated Loads(lb) Vert:14=800(F)20=203(F)21=176(F)22=161(F)23=147(F)24=150(F) 16) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-30,2-3=36,3-7=-29,7-8=-36,8-9=-31,2-10=10,10-19=10,8-19=10 Horz:1-2=-14,2-3=-8,7-8=8,8-9=13 Concentrated Loads(Ib) Vert:14=800(F)20=203(F)21=176(F)22=161(F)23=147(F)24=150(F) 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-24,2-3=-29,3-7=-38,7-8=-38,8-9=33,2-10=10,10-19=10,8-19=10 Horz:1-2=-20,2-3=-15,7-8=6,8-9=11 Concentrated Loads(Ib) Vert:14=800(F)20=203(F)21=176(F)22=161(F)23=147(F)24=150(F) 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-33,2-3=-38,3-7=-38,7-8=-29,8-9=24,2-10=-10,10-19=10,8-19=10 Horz:1-2=-11,2-3=-6,7-8=15,8-9=20 Concentrated Loads(Ib) Vert:14=800(F)20=203(F)21=176(F)22=161(F)23=147(F)24=150(F) 19) 1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-7=-54,7-9=-14,2-10=-10,10-19=10,8-19=-10 Concentrated Loads(lb) Vert:14=-2352(F)20=-1295(F)21=1296(F)22=-1296(F)23=1295(F)24=-1297(F) 20)2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-7=-54,7-9=-54,2-10=-10,10-19=10,8-19=-10 Concentrated Loads(Ib) Vert:14=-2352(F)20=-1295(F)21=1296(F)22=1296(F)23=-1295(F)24=-1297(F) 21) 3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=44,3-7=-44,7-9=-14,2-10=-10,10-19=10,8-19=-10 Concentrated Loads(Ib) Vert:14=-1984(F)20=-1091(F)21=-1092(F)22=-1167(F)23=-1174(F)24=-1157(F) 22) 4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-7=-44,7-9=-44,2-10=-10,10-19=10,8-19=10 Concentrated Loads(Ib) Vert:14=-1984(F)20=-1091(F)21=1092(F)22=-1167(F)23=-1174(F)24=1157(F) 23) Reversal:Dead+0.6 MWFRS Wnd(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-2=32,2-3=16,3-7=25,7-8=17,8-9=10,2-10=-6,10-19=6,8-19=6 Horz:1-2=-41,2-3=-25,7-8=25,8-9=18 Concentrated Loads(Ib) Vert:14=-655(F)20=-396(F)21=390(F)22=-385(F)23=-378(F)24=-369(F) 24) Reversal:Dead+0.6 MWFRS Wnd(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=10,2-3=17,3-7=25,7-8=16,8-9=32,2-10=-6,10-19=6,8-19=-6 Horz:1-2=-18,2-3=-25,7-8=25,8-9=41 Concentrated Loads(Ib) Vert:14=-655(F)20=-396(F)21=-390(F)22=-385(F)23=-378(F)24=-369(F) 25) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-3,3-7=6,7-8=-3,8-9=4,2-10=-10,10-19=10,8-19=10 Horz:1-2=-18,2-3=11,7-8=11,8-9=18 Continued on page 4 / 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1011-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.VN 53719. 110644980 470226 T19 Hip Truss 1 1 Job Ref erence(optional) Builders FirptSource, . Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc.Wed Sep 30 16:09:03 2015 Page 1 ID:3n4oHe7rNBXOUZTpy2WnmzT5mJ-XNhRglpkkupMcAGVhskwlgZgNUXYBP4yfa JdByYOQE -2-0-0 I 3-0-0 I 4-0-0 I 7-0-0 I 2-0-0 3-0-0 1-0-0 3-0-0 Scale=1:17.2 4x6 • 3 4 T2 5.00 12 _ 5 3x4 AW1 W111 `r• 6 • 2 T1 I,} - B1 _ ` ti "3x4 II • 8 7 1 " 2x4 I I 2x4 I I 2x4 = 3x4= • 3-0.0 I 4-0-0 I 5-10-4 I 7-0-0 3-0-0 1-0-0 1-10-4 1-1-12 Plate Offsets(X,V)- 16_0-1-9.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.01 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 8-17 >999 180 BCLL 0.0 ` Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:30 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-5-3 REACTIONS. (lb/size) 6=217/0-3-8 (min,0-1-8),2=290/0-3-8 (min.0-1-8) Max Horz 2=39(LC 8) \ 1 1 1 1(I!/// Max Uplift 6=-174(LC 5),2=-205(LC 4) \\ `` /� 1// Max Gray 6=226(LC 20),2=301(LC 19) \\\\--``��, )•S 4 / �// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. v 10EN$�c•' •`.���� TOP CHORD 2-3=197/255,4-5=-199/264 NOTES- (10-12) * / a 34869 1) Unbalanced roof live loads have been considered for this design. _ /' �• 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., - _ GCpi=0.18;MWFRS(envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. — f STATE,- 4./ 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 d FL ORIq P'.• G\ 6) will connection nection(by other members.truss to bearing plate capable of withstanding 174 lb uplift at joint 6 and 205 lb uplift at ////v'O N A\.- -�\\\\■ joint 2. ////Iflilll\\\ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)72 lb down and 103 lb up at 3-0-0,and 72 lb down and 103 lb up at 4-0-0 on top chord,and 84 lb down and 59 lb up at 3-0-0,and 84 lb down and 59 lb up at 3-11-4 on bottom 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). 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12) Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:1-3=54,3-4=-54,4-6=-54,9-15=10 Concentrated Loads(lb) Vert:3=19(6)4=19(B)8=6(B)7=6(B) Continued on page 2 September-.40,201! r ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. ' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual bulking component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSIRPI1 Quality Criteria,DSB-89 and BCSt1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 110644980 170226 719 Hip Truss 1 1 Builders FirstSource, Jacksonville,Fl 32244 Job Reference(optional) 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:09:03 2015 Page 3 ID:3n4oHe7rNBXOUZTpy2WlnmzT5mJ-XNhRglpkkupMcAGVhskwlgZgNUXYBP4yfa_JdByYOQE LOAD CASE(S) • Uniform Loads(plf) Vert:1-2=-31,2-3=-36,3-4=29,4-6=-36,9-15=7 Horz:1-2=13,2-3=8,4-6=8 Concentrated Loads(Ib) Vert:3=69(B)4=69(B)8=16(B)7=16(B) 16) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-30,2-3=36,3-4=-29,4-6=-36,9-15=7 Horz:1-2=-14,2-3=-8,4-6=8 Concentrated Loads(lb) Vert:3=69(B)4=69(B)8=16(B)7=16(B) 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-24,2-3=-29,3-4=-38,4-6=-38,9-15=-10 Horz:1-2=-20,2-3=-15,4-6=6 Concentrated Loads(Ib) Vert:3=69(B)4=82(B)8=58(B)7=58(B) 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=33,2-3=-38,3-4=-38,4-6=-29,9-15=-10 Horz:1-2=11,2-3=-6,4-6=15 Concentrated Loads(Ib) Vert:3=82(B)4=69(B)8=58(B)7=58(B) 19) 1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-4=-54,4-6=-14,9-15=-10 Concentrated Loads(Ib) Vert:3=19(B)4=-37(B)8=6(B)7=6(B) 20) 2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=14,3-4=-54,4-6=-54,9-15=-10 Concentrated Loads(Ib) Vert:3=-37(B)4=19(B)8=6(B)7=6(B) 21) 3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-4=-44,4-6=-14,9-15=-10 Concentrated Loads(lb) Vert:3=17(B)4=-26(B)8=7(B)7=7(B) 22) 4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-14,3-4=-44,4-6=-44,9-15=10 Concentrated Loads(Ib) Vert:3=-26(B)4=17(B)8=7(B)7=7(B) 23) Reversal:Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:13=54,3-4=-54,4-6=-54,9-15=10 Concentrated Loads(Ib) Vert:3=10(B)4=10(B)8=29(B)7=29(B) 24) Reversal:Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-4=-44,4-6=-44,9-15=-10 Concentrated Loads(Ib) Vert:3=10(B)4=10(B)8=24(B)7=24(B) 25) Reversal:Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-14,3-4=-14,4-6=-14,9-15=-10 Concentrated Loads(Ib) Vert:3=10(B)4=10(B)8=8(B)7=8(B) 26) Reversal:1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-4=-54,4-6=-14,9-15=-10 Concentrated Loads(Ib) Vert:3=10(B)4=10(B)8=29(B)7=29(B) 27) Reversal:2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-4=-54,4-6=-54,9-15=-10 Concentrated Loads(Ib) Vert:3=10(B)4=10(B)8=29(B)7=29(B) 28) Reversal:3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-4=-44,4-6=-14,9-15=-10 Concentrated Loads(Ib) Vert:3=10(B)4=10(B)8=24(B)7=24(B) 29) Reversal:4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-4=-44,4-6=-44,9-15=-10 Continued on page 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,dekvery.erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. 170228 119 Hip Truss ll I I 1 110644980 Jo fetence(optionall Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc.Wed Sep 30 16:09:03 2015 Page 5 ID:3n4oHe7rNBXOUZTpy2WnmzT5mJ-XNhRglpkkupMcAGVhskwlgZgNUXYBP4yfa_JdByYOQE LOAD CASE(S) 42) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=24,2-3=-29,3-4=-38,4-6=38,9-15=-10 Horz:1-2=20,2-3=15,4-6=6 Concentrated Loads(Ib) Vert:3=7(B)4=21(B)8=13(B)7=-13(B) 43) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=33,2-3=-38,3-4=-38,4-6=-29,9-15=-10 Horz:1-2=-11,2-3=-6,4-6=15 Concentrated Loads(Ib) Vert:3=21(B)4=7(B)8=13(B)7=13(8) 1 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 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. • Applicability of design paramenters and proper incorporation of component is responsibility of building designer•not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSIrrP11 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onolrio Drive.Madison,W 53719. 110644982 470226 T21 Half Hip Truss 1 1 Job Reference(optional) Builders FirgtSource, s Jad sonvilb,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:09:05 2015 Page 1 ' ID:3n4oHe7rNBXOUZTpy2WlnmzT5mJ-UIoB5_r GV34rUQuoHmONFeAtIAO fFBE7tTQh3yYOQC l I -2-0-0 I 3-0-0 I 7-5-14 I 11-11-12 2-0-0 3-0-0 4-5-14 4-5-14 Scale=1:23.6 5x8 = 3 12t 1 x4 I I 14t 3x4 _ 5.00 12 A T1 IAI Taw A 2 iIN 61 r 15 16 17 M IA 1 " 8 7 a 3x4 = 2x4 I I 3x8= 6 2x4 I I I- 3-0-0 I 7-5-14 I 11-11-12 I 3-0-0 4-5-14 4-5-14 Plate Offsets(X,Y)— (3:0-5-12.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/def1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.05 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.06 7-8 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.30 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:56 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-11-5 oc bracing. REACTIONS. (lb/size) 6=354/0-3-4 (min.0-1-8),2=479/0-3-8 (min.0-1-8) Max Horz 2=66(LC 4) Max Uplift 6=-211(LC 5),2=-275(LC 4) \\\\\1 I I I I///// Max Gray 6=358(LC 23),2=479(LC 1) \��\ s S /+; ////, FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. _`` �i TOP CHORD 2-3=-615/452,3-12=-799/548,12-13=-799/548,4-13=-799/548,4-14=-799/548, \�v \CEN$F .�� 5.14=-799/548,5-6=-330/211 , * • * i BOT CHORD 2-8=-426/541,8-15=-430/543,15 16=X30/543,7-16=-430/543 / . 34869 WEBS 3-7=-140/310,4-7=-264/168,5-7=-545/782 - / NOTES- — "� �� (10-12) —23 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., % U STATE OF GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 -. , - 3) Provide adequate drainage to prevent water ponding. ••.FC ORIQ P •• G 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v 61 •• \\ 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 // 1 will fit between the bottom chord and any other members. g ///I/ii I IAL\\\\\\ 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 211 lb uplift at joint 6 and 275 lb uplift at joint 2. 7) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)84 lb down and 103 lb up at 3-0-0,32 lb down and 51 lb up at 5-0-12,and 32 lb down and 51 lb up at 7-0-12,and 32 lb down and 51 lb up at 9-0-12 on top chord,and 28 lb down and 59 lb up at 3-0-0,6 lb down and 31 lb up at 5-0-12,and 6 lb down and 31 lb up at 7-0-12,and 6 lb down and 31 lb up at 9-0-12 on bottom 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). 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Continued on page 2 September-30,201: 1 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.747J BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design peramenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilI y of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSl1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onohio Drive,Madison,W 53719. 170226 1121 Half Hip Truss 1 1 110844982 Job Reference(optional) Builders FirstSource, , Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc.Wed Sep 30 16:09:05 2015 Page 3 ID:3n4oHe7rNBX0UZTpy2VdnmzT5mJ-UIoB5_r GV34rUQuoHmONFeAtIA01FBE7tTQh3yYOQC LOAD CASE(S) • Concentrated Loads(Ib) Vert:3=10(F)8=8(F)12=0(F)13=-0(F)14=-0(F)15=-1(F)16=1(F)17=-1(F) 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-31,2-3=-36,3-5=-29,6-9=-10 Horz:1-2=13,2-3=-8 Concentrated Loads(Ib) Vert:3=60(F)8=58(F)12=31(F)13=31(F)14=31(F)15.24(F)16=24(F)17=24(F) 16) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=-30,2-3=-36,3-5=-29,6-9=10 Horz:1-2=-14,2-3=-8 Concentrated Loads(Ib) Vert 3=60(F)8=58(F)12=31(F)13=31(F)14=31(F)15=24(F)16=24(F)17=24(F) 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-24,2-3=-29,3-5=-38,6-9=-10 Horz:1-2=-20,2-3=15 Concentrated Loads(Ib) Vert:3=82(F)8=58(F)12=40(F)13=40(F)14=40(F)15=24(F)16=24(F)17=24(F) 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-33,2-3=-38,3-5=-38,6-9=-10 Horz:1-2=-11,2-3=-6 Concentrated Loads(Ib) Vert:3=82(F)8=58(F)12=40(F)13=40(F)14=40(F)15=24(F)16=24(F)17=24(F) 19) 1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Veil:1-3=-54,3-5=54,6.9=10 Concentrated Loads(Ib) Vert:3=19(F)8=6(F)12=4(F)13=4(F)14=4(F)15=-1(F)16=-1(F)17=-1(F) 20)2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-5=-54,6-9=10 Concentrated Loads(Ib) Vert:3=19(F)8=6(F)12=4(F)13=4(F)14=4(F)15=-1(F)16=-1(F)17=-1(F) 21) 3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-5=-44,6-9=-10 Concentrated Loads(Ib) Vert:3=17(F)8=7(F)12=3(F)13=3(F)14=3(F)15=1(F)16=-1(F)17=-1(F) 22)4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-5=-44,6-9=10 Concentrated Loads(lb) Vert:3=17(F)8=7(F)12=3(F)13=3(F)14=3(F)15=-1(F)16=-1(F)17=-1(F) 23) Reversal:Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-5=-54,6.9=10 Concentrated Loads(Ib) Vert:3=10(F)8=29(F)12=-0(F)13=-0(F)14=-0(F)15=-1(F)16=-1(F)17=-1(F) 24) Reversal:Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Veil:1-3=-44,3-5=-44,6-9=-10 Concentrated Loads(Ib) Vert:3=10(F)8=24(F)12=-0(F)13=-0(F)14=-0(F)15=-1(F)16=-1(F)17=-1(F) 25) Reversal:Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(pit) Vert:1-3=-14,3-5=-14,6-9=-10 Concentrated Loads(Ib) Vert:3=10(F)8=8(F)12=-0(F)13=-0(F)14=-0(F)15=-1(F)16=-1(F)17=-1(F) 26) Reversal:1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-5=-54,6-9=-10 Concentrated Loads(Ib) Vert:3=10(F)8=29(F)12=-0(F)13=-0(F)14=-0(F)15=-1(F)16=-1(F)17=-1(F) 27) Reversal:2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-5=-54,6-9=-10 Concentrated Loads(Ib) Vert:3=10(F)8=29(F)12=-0(F)13=-0(F)14=-0(F)15=-1(F)16=-1(F)17=-1(F) 28) Reversal:3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-5=-44,6-9=-10 Concentrated Loads(Ib) Veil:3=10(F)8=24(F)12=-0(F)13=-0(F)14=-0(F)15=-1(F)16=-1(F)17=-1(F) Continued on page 4 • A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. • Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general gridance regarding 1109 Coastal Bay fabrication,quality control,storage,deivery.erection and bracing,consult ANSIITPII Quality Criteria,OSB89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnofrio Drive,Madison,thI 53719. 170228 121 Half Hip Truss 1 1 110644982 Job Reference(optional) Builders FirytSource, r Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:09:05 2015 Page 5 ID:3n4oHe7rNBX0UZTpy2WlnmzT5mJ-UIoB5_r GV34rUQuoHmONFeAtIA01FBE7tTQh3yYOQC LOAD CASE(S) 42) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MVVFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=-24,2-3=-29,3-5=-38,6-9=10 Horz:1-2=-20,2-3=-15 Concentrated Loads(lb) Vert:3=21(F)8=-13(F)12=10(F)13=10(F)14=10(F)15=2(F)16=-2(F)17=-2(F) 43) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-33,2-3=-38,3-5=-38,6-9=-10 Horz:1-2=11,2-3=-6 Concentrated Loads(lb) Veil:3=21(F)8=-13(F)12=10(F)13=10(F)14=10(F)15=-2(F)16=-2(F)17=-2(F) 1 t A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual buildng component. Appicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSITPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 1101544w4 170226 123 HALF HIP TRUSS 1 1 Job Reference(optional) Builders FirstSource, y Jadisonvilie,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc.Wed Sep 30 16:09:06 2015 Page 1 ID:3n4oHe7rNBXOUZTpy2WnmzT5mJ-yyMZIKSCIpBxTd?4M?HdwTBGahTeOYuOMXCzEVyYOQB i -2-0-0 { 5-6-8 l 7-1-8 I 9-9-7 I 11-11-12 2-0-0 5-6-8 1-7-0 2-7-15 2-2-5 ' Scale:1/2"=1' 5x8 = 2x4 I I 5x8= 2x4 II 3 4 5 6 T2 III 5.00 12 N N \\\\\W1 W't W1 BL1 N T1 11! (— N i2 /.— �B1 • 11 3x8 = 10 g 13 8 14 1 /1 2x4 II 7x8 = 4x10 II 7 K. 6x8 II 5.¢8 i 7-1-8 I 9-9-7 I 11-11-12 1 I 5-6-8 1-7-0 2-7-15 2-2-5 Plate Offsets(X.Y)– 13:0-5-12,0-2-81,F7:0-5-0.0-2-411,19:0-2-0.0-4-121 • LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.09 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.16 9 >868 180 BCLL 0.0 • Rep Stress Ina NO WB 0.91 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:74 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 2=1788/0-3-8 (min.0-2-2),7=3961/0-3-4 (req.0-4-11) Max Horz 2=102(LC 8) \\\\\\111110/, // Max Uplift 2=-742(LC 4),7=1454(LC 5) \\\ \``S S•Ii /// V \• / FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ��\ J� \GEN$F'. . TOP CHORD 2-3=3949/1689,3-4=-4393/1934,4-5=-4393/1934 BOT CHORD 2-10=-1574/3597,9-10=1577/3608,9-13=-1099/2780,8-13=1099/2780, i 8-14=-1099/2780,7-14=-1099/2780 - * t a 34869 WEBS 3-9=-689/1375,5-9=-1099/2122,5-8=444/1570,5-7=-4057/1616 = - NOTES- (11-13) " 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 0 STATE OF �� 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "•• FLORIQP •• •0i` �• 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 / v S1 •- �\ will fit between the bottom chord and any other members. // ' \\\ WARNING:Required bearing size at joint(s)7 greater than input bearing size. ////O NIp'�\\\\\ 6) Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 742 lb uplift at joint 2 and 1454 lb uplift at joint 7. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2358 lb down and 1267 lb up at 7-1-9,and 1264 lb down and 364 lb up at 9-0-12,and 1264 lb down and 327 lb up at 11-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11) This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Continued on page 2 September 30,201: ■ 1 ® WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsailliy of the Julius Lee PE. erector.Additional permanent bracing of the overai structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 470226 T23 !HALF HIP TRUSS 11 1 110644984 Job Reference(optional) Builders Fiu tSource, Jacksonville,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:09:06 2015 Page 3 ID:3n4oHe7rNBX0UZTpy2VWnmzT5mJ-yyMZIKsc1 pBxTd?4M?HdwTBGahTeOYuOMXCzEVyYOQB LOAD CASE(S) ' Uniform Loads(plf) Vert:1-3=-14,3-6=14,2-7=-10 Concentrated Loads(Ib) Vert:9=-883(B)13=-467(B)14=-467(B) 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=31,2-3=-36,3-6=-29,2-7=10 Horz:1-2=-13,2-3=-8 Concentrated Loads(Ib) Vert:9=369(B)13=204(B)14=176(B) 16) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-30,2-3=-36,3-6=-29,2-7=10 Horz:1-2=-14,2-3=8 Concentrated Loads(Ib) Vert:9=369(B)13=204(8)14=176(B) 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-24,2-3=-29,3-6=-38,2-7=10 Horz:1-2=-20,2-3=15 Concentrated Loads(Ib) Vert:9=369(B)13=204(B)14=176(B) 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=33,2-3=-38,3-6=-38,2-7=10 Horz:1-2=-11,2-3=-6 Concentrated Loads(Ib) Vert:9=369(B)13=204(B)14=176(B) 19) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=32,2-3=16,3-6=25,2-7=-6 Horz:1-2=-41,2-3=-25 Concentrated Loads(Ib) Veil:9=-659(B)13=385(B)14=-380(B) 20) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=10,2-3=17,3-6=25,2-7=-6 Horz:1-2=18,2-3=-25 Concentrated Loads(Ib) Vert:9=-659(B)13=-385(B)14=-380(B) 21) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-3,3-6=6,2-7=10 Horz:1-2=-18,2-3=-11 Concentrated Loads(Ib) Vert:9=-655(B)13=381(B)14=376(B) 22) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-3=-3,3-6=6,2-7=10 Horz:1-2=18,2-3=-11 Concentrated Loads(Ib) Vert:9=-655(B)13=381(B)14=376(B) 23) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=18,2-3=25,3-6=13,2-7=-6 Horz:1-2=27,2-3=-34 Concentrated Loads(Ib) Vert:9=-659(B)13=-385(B)14=-380(B) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Veil:1-2=6,2-3=13,3-6=13,2-7=-6 Horz:1-2=-14,2-3=-21 Concentrated Loads(Ib) Vert:9=-659(B)13=-385(B)14=380(B) 25) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=18,2-3=25,3-6=13,2-7=-6 Horz:1-2=-27,2-3=-34 Concentrated Loads(Ib) Vert:9=-659(B)13=-385(B)14=-380(B) 26) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=6,2-3=13,3-6=13,2-7=-6 Horz:1-2=14,2-3=-21 Concentrated Loads(Ib) Vert:9=-659(B)13=-385(B)14=380(B) Continued on page 4 � e A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MI!•7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSVTPII Owl ty Criteria,DS8-89 and BCSH Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 110644985 470226 T24 Hip Truss 1 1 Job Reference(optional) Builders FirgtSource, , Jacksonvit,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:09:07 2015 Page 1 ID:3n4oHe7rN BXOUZTpy2 W InmzT5mJ-Q8wy WgtEo6Jo5naGwiosSgkwN5tL7D mXaByXmyyY00A -2-0-0 I 3-0-0 I 7-0-0 10-0-0 I 12-0-0 I 2-0-0 3-0-0 4-0-0 3-0-0 2-0-0 Scale=1:23.2 5x8 = • 15t 4 5.00 12 O_ T2 -� 1111111111 lilli IA1 •- ri- 2 1 5 yr. II B1 , is 1 a 8 18 7 / 6 �d 3x4 = 2x4 II 3x4= 3x4 = . 3-0-0 I 7-0-0 I 10-0-0 3-0-0 4-0-0 3-0-0 Plate Offsets 1X.Y)– 13:0-5-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.03 7-8 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.04 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:46 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=404/0-3-8 (min.0-1-8),5=404/0-3-8 (min.0-1-8) Max Horz 2=-26(LC 13) Max Uplift 2=-306(LC 4),5=-317(LC 5) 0011 1 f 10. / Max Gray 2=404(LC 1),5=409(LC 20) `\\\\```S S•/� //////■ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\ _` ' V N ''• 'j TOP CHORD 2-3=-451/441,3-15=402/440,4-15=-402/440,4-5=-459/463 10EN$F• .�� i BOT CHORD 2-8=357/412,8-16=362/413,7-16=-362/413,5-7=-389/400 NOTES- (10-12) _ * / /t a 34869 — 1) Unbalanced roof live loads have been considered for this design. _ -D ,:l ; Ct 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft Cat.II;Exp C;End., 'T GCpi=0.18;MWFRS(envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 .4.. ._. 3) Provide adequate drainage to prevent water ponding. STATE OF 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .•••FL ORtO r-.•• G\■. will fit between the bottom chord and any other members. c1 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 306 lb uplift at joint 2 and 317 lb uplift at ////v'ON A` �.\\\ joint5. ///1111111\\\\ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)72 lb down and 103 lb up at 3-0-0,and 32 lb down and 51 lb up at 5-0-0,and 46 lb down and 123 lb up at 7-0-0 on top chord,and 84 lb down and 59 lb up at 3-0-0,and 29 lb down and 31 lb up at 5-0-0,and 84 lb down and 59 lb up at 6-11-4 on bottom 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). 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-3=-54,3-4=-54,4-6=-54,9-12=-10 Continued on page 2 September 30,201: 1 4 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral supporl of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/7P11 Quality Criteria,038-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'lnofrio Drive,Madison,W 53719. 170226 T24 Hip Truss / 1 Job ReferenCe j ptio118U 110644985 Builders Fir*Source, * Jacksonvill1,Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc.Wed Sep 3016:09:07 2015 Page 3 ID:3n4oHe7rN BXOUZTpy2VNn mzT5mJ-Q8wyVVgtEo6Jo5naGwiosSgk W N5tL7DmXaByXmyyYOQA LOAD CASE(S) 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=-31,2-3=-36,3-4=-29,4-5=-36,5-6=-30,9-12=7 Horz:1-2=13,2-3=-8,4-5=8,5-6=14 Concentrated Loads(Pb) Vert:3=69(B)4=88(B)8=16(B)7=16(8)15=31(B)16=6(B) 16) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-30,2-3=-36,3-4=-29,4-5=-36,5-6=-31,9-12=7 Horz:1-2=-14,2-3=-8,4-5=8,5-6=13 Concentrated Loads(Ib) Vert:3=69(B)4=88(B)8=16(B)7=16(B)15=31(B)16=6(B) 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-24,2-3=-29,3-4=38,4-5=-38,5-6=33,9-12=10 Horz:1-2=-20,2-3=-15,4-5=6,5-6=11 Concentrated Loads(Ib) Vert:3=69(B)4=98(B)8=58(B)7=58(B)15=40(B)16=24(B) 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=33,2-3=-38,3.4=38,4-5=-29,5-6=-24,9-12=10 Horz:1-2=-11,2-3=-6,4-5=15,5-6=20 Concentrated Loads(Pb) Vert:3=82(B)4=98(B)8=58(B)7=58(B)15=40(B)16=24(B) 19) 1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-4=-54,4-6=-14,9-12=-10 Concentrated Loads(Pb) Vert:3=19(B)4=19(B)8=6(B)7=6(B)15=4(B)16=1(B) 20) 2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-4=-54,4-6=-54,9-12=10 Concentrated Loads(Ib) Vert:3=-37(B)4=19(B)8=6(B)7=6(B)15=4(B)16=-1(B) 21) 3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-3=-44,3-4=-44,4-6=-14,9-12=10 Concentrated Loads(Ib) Vert:3=17(B)4=17(B)8=7(B)7=7(B)15=3(B)16=1(B) 22)4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-4=-44,4-6=-44,9-12=10 Concentrated Loads(Ib) Vert:3=-26(B)4=17(B)8=7(B)7=7(B)15=3(B)16=-1(B) 23) Reversal:Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-4=-54,4-6=-54,9-12=10 Concentrated Loads(Ib) Vert:3=10(B)4=10(B)8=29(B)7=29(B)15=-0(B)16=-1(B) 24) Reversal:Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-4=-44,4-6=-44,9-12=10 Concentrated Loads(Ib) Vert:3=10(B)4=10(B)8=24(B)7=24(B)15=-0(B)16=1(B) 25) Reversal:Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-14,3-4=-14,4-6=-14,9-12=10 Concentrated Loads(Ib) Vert:3=10(B)4=10(B)8=8(B)7=8(B)15=-0(B)16=1(B) 26) Reversal:1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-4=-54,4-6=-14,9-12=10 Concentrated Loads(Pb) Vert:3=10(B)4=10(B)8=29(B)7=29(B)15=-0(B)16=1(B) 27) Reversal:2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-4=-54,46=54,9-12=10 Concentrated Loads(Pb) Vert:3=10(B)4=10(B)8=29(B)7=29(B)15=-0(B)16=1(B) 28) Reversal:3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) • Vert:1-3=-44,3-4=-44,4-6=-14,9-12=10 Concentrated Loads(Ib) Vert:3=10(B)4=10(B)8=24(B)7=24(B)15=-0(B)16=-1(B) 29) Reversal:4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-4=-44,4-6=-44,9-12=10 Continued on pane 4 t f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Design said for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay labncation,quality control,storage,delivery,erection and bracing,consult ANSUTPI1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.W 53719. • 370226 T24 Hip Truss 1 1 Job Reference(optiona0 110644965 Builders FirjtSouroe, • Jacksonville Fl 32244 7.630 s Jul 28 2015 MiTek Industries,Inc. Wed Sep 30 16:09:08 2015 Page 5 I D:3n4oHe7rN BXOUZTpy2VNn mzT5mJ-u KU KjOttZQRfix9TTQK5?uGg7VDasfOhprh4lOyYOQ9 LOAD CASE(S) 42) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-24,2-3=-29,3-4=-38,4-5=38,5-6=-33,9-12=-10 Horz:1-2=-20,2-3=15,4-5=6,5-6=11 Concentrated Loads(Ib) Vert:3=7(B)4=36(B)8=13(B)7=13(B)15=10(B)16=-2(B) 43) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-33,2-3=-38,3-4=-38,4-5=-29,5-6=-24,9-12=-10 Horz:1-2=11,2-3=-6,4-5=15,5-6=20 Concentrated Loads(Ib) Vert:3=21(B)4=36(B)8=-13(B)7=-13(B)15=10(B)16=-2(B) t ► A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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. 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CD August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 I II I ® MiTek Industries,Chesterfield,MO Page 1 of 1 =0 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/I-Brace must cover 90%of web length.If 1 �J '^a Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek Industries, Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size k for Two-Ply Truss Specified Continuous A- Rows of Lateral Bracing k SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace 2x6 I-Brace WEB - _A 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/I-Brace must be same species k and grade (or better)as web member. T-BRACE A 01%111111,, S / 40111111111111.1111111111111111 ` J . ��CEN4- •.���, Nails Section Detail *' N 34869 • T-Brace 0 6 /22 11 0 STATE OF .• Web ; i '•.FtORIDP`.•' 0\ Nails ////// ON1A`I�\\` 1109 COASTAL BAY �� BOYNTON BC, FL 33435 Web 07.311 I-Brace Nails •JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP 7 I IO ® MiTek Industries,Chesterfield,MO Page 1 of 1 U( LIiI NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER oo AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND ` '°O EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. n /4 f 7 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH ��/( I 1 AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW DIAM. SW DF HF SPF SPF-S C7 .131 88.0 80.6 69.9 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR 6 .162 108.8 99.6 86.4 84.5 73.8 ILLUSTRATION PURPOSES ONLY m z .128 74.2 67.9 58.9 57.6 50.3 Si .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW N .148 81.4 74.5 64.6 63.2 52.5 ri 3 NAILS A El NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: / 1 NEAR SIDE (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity ANGLE MAY ANGLE MAY ' VARY FROM ANGLE MAY VARY FROM 30°TO 60° VARY FROM 30°TO 60° 30°T0 60° 45.00° ° 45.00° 45.00° '7' I \\\1111111///_ .�\\� \VS S.K /,,• ., J\' * . .*• Ni 34869 p ' 6/22/11 • �: STATE OF .• ., 4 'oNIAv . \ \\\� 1109 COASTAL BAY BOYNTON BC, FL 33435 i • FEBRUARY 14 2012 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL ST-PIGGY-7-10 MiTek Industries,Chesterfield,MO 7 I Io U( J MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. i oo CATEGORY II BUILDING oo EXPOSURE B or C /� J ASCE 0 Lvr DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries,Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5'TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. A CONNECT TO BASE TRUSS WITH(2) 0.131'X 3.5"NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. ', SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH in ®, , DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 1-1'11'1111MO NIIfllL41 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM •= u,y// PIGGYBACK SPAN OF 12 it. ' E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH '. MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT C 72"O.C.W/(4)0.131"X 1.5'PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REC.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: 77I,I` REPLACE TOE OWN,AND OF PIGGYBACK PURLINS OTO PURLINS WITH Nail-On �, `` `I . PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE I� \I\ , ,I` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. N.,NI, \11/4. �������. 1,I- \� SCAB CONNECTION PER �` 1►�� ,.i�'� NOTE D ABOVE / ,\, `1 \��� �� i�.�®• \�Ii1 17�•4 lt il , y This sheet is provided as a Piggyback connection - .\ \ FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only. Building Designer is responsible for all \``� EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or `�./`, \ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint % .\ and diagonal bracing requirements. VERTICAL WEB TO \\\1 1171oil EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED \\ \3S /// BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: \\�\)\°•"\vS .. • �i/ OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �N LENS ' ��•. \ i MUST MATCH IN SIZE,GRADE,AND MUST LINE UP �' F WI I AS SHOWN IN DETAIL. " * : •••* 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF NON, 34869 TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH --o I / (Y_ VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) L.41 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM %Q 3 9 12 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW i STATE OF •• _ •„! BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS • /C ill GREATER THAN 4000 LBS. /' CORIDP•`' `a�j• F. 4) NUMBER R PIGGYBACK YS OF PIGGYBACK TRUSS GIRDER O MATTCH BASE TRUSS. //��/S/�N A� ``\\` 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH ////1 I I I 1 1\\\\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 7 O0 ® MiTek Industries,Chesterfield,MO Page 2 of 2 n� 1 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD I I o0 Trusses @ 24" o.c. /A �n HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. LTV( I (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. F� IT 1IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER ONAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE END2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall i--- -- • CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE 16_ FOLLOWING NAILING SCHEDULE. JI METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE:-FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. -FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7.10)NAIL ALL PPP- MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"0.C.(2X 4 STUDS MINIMUM) 0 it MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1.ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTUR4IIL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACIING MUST GABLE TRUBE PRESENT TO PROVIDE FULL LATERAL SUPPTdFdTCIIyC SHOW N CH ORS TO RESIST OLL OUT OF PLANE LOgt :t ggR IN THIS DETAIL IS FOR THE VERTICA\�$� IW EN r\'�� ,/, l NOTE:THIS DETAIL IS TO BE USED ONLY FOR / _ * N 34869 STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED _-0 . l /�,I STUDS ARE NOT ADDRESSED HERE. 3/29/12 �; STATE OF STANDARD / i FLORIDP.•' Imo` •illhi; GABLE TRUSS i/ s ` ..�'��,/ONIAL1���`\,N\ : ,1 a 1109 COASTAL BAY■ BOYNTON BC, FL 33435 ■ y TECHNICAL BULLETIN :, ��� April 2010 by Weyerhaeuser Bulletin TB-300 Table 2A: Maximum Concentrated Load Applied to Beam-Wood Screw Connection (Ibs)(') Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Type Screw Length _ #Screws #Screws _ 2 4 6 8 2 4 6 8 ' FACE 13) 3W 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 13/4" (51/4" Beam) :;' , ■ TOP(2) 3'/z' 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 FACE 3'/z' -- --- - --- --- -- 3'/2"+1%" (51/4" Beam) , TOP(4) 31/2,' 720 1,435 2,155 2.870 1,020 2,040 3,060 4,080 3'/2"+1'/<" FACE/ 3W 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 (51/4" Beam) , TOP(3) / 4-ply 1%" 1 ' FACE(2) 6"(5) 1,055 2.110 3,165 4,220 1.360 2.720 4,080 5,440 (7" Beam) j ` / TOP(�) 6"t5j 705 1.405 2,110 2,810 905 1,815 2,720 3,625 I ' . FACE(3) 3W 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 2-ply 13/4"+ 3h/2" 6'45) 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 (7" Beam) 3 1�1 3'/z' 640 1,275 1,915 2,550 905 1,815 2,720 3,625 TOP - • . • 6"(5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 2-ply 31/2" ;1 FACE/ 6"151 1.055 2,110 3.165 4.220 930 1.860 2,785 3,715 (7" Beam) TOP(2) 2-ply 13/4"+31/2" FACE/ cst (7" Beam) TOP(3) 6" 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 FACE141 6"`5' 1,055 2,110 3,165 4.220 930 1,860 2,785 3.715 2-ply 13/4"+31/2" (7" Beam) j TOP1 41 6"(5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 51/4"+ 13/4" FACE/ (7" Beam) TOP i 3� 3'/2" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 L_i . ' 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallam®PSL and Microllam®LVL,but are not recommended for TimberStrand®LSL. Page 2 of 8 CONTACT US • 1.888.iLevel8(1.888.453.8358) •www.iLevel.com Weyerhaeuser,iLevel.Microllam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. • eve y TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes • Connections are based on NDS®2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common(0.162"x 3W)nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist®Beams, Headers,and Columns Specifier's Guide(#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2"bolts-9/16'0 maximum holes • 3/4"bolts-13/16"0 maximum holes • Lead holes not required for wood screws H Of Conc.Load Conc.Load m CO Conc.Load -Conc.Load fV M a • ' • • � �. Q I, u • • • / • \EQ.4,EQ.\ �. . 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min.Beam Depth: Min.Beam Depth: Min. Beam Depth: d=7W for%" bolts d=9%4'for%"0bolts d=11%"for W0 bolts d=9'/4'for'/."0 bolts d= 14"for'/."0 bolts d=16"for 3/4"0 bolts Conc. Load Nailed Connection Detail • a E >: *STAGGER NAILS TO = PREVENT SPLITTING 1 ,/" 9" 16d Sinker(typ) Typ. 12-6(I +/-1") (0.148"x 3W) Nail Pattern 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Patter - CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser !Level Microllam.Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.C/2010 Weyerhaeuser NR Company.All rights reserved. ■ eve TECHNICAL BULLETIN March 2010 by Weyerhaeuser a Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam®LVL beam supporting a 2-ply Microllam®LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. Brg. (Typ.) !:., "<m AL ■ J L • AL ..11. L J L AL 1 L 3-1% x 14" Microllam®LVL Beam Flush Additional , Connection L-- Required for r Concentrated Face Mount Hanger with 5,000 lbs Reaction Load L r I Microllam® LVL" 14" Floor Joists @ 24" o.c., Typ. Beam, Flush L r 4'-0" >1 15'-0„ Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR Company.All rights reserved. r • IIRITIPINI TCiwA11f` A l D111 I !=TI11 •kEnt Forte MEMBER REPORT Level,Floor: Flush Beam , • software ) 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam® LVL PASSED Overall Length 15 c li • .1, 1' EI All Dimensions are Horizontal:Drawing is Conceptual Design Results Actual @ Location Allowed Result I.1W System:Floor Member Reaction(Ibs) 7595 •2" 7809 Passed(97%) - Member Type:Flush Beam Shear(Ibs) 6837©1'5 1/2' 13965 Passed(49%) I 0 Building Use:Residential Moment(Ft-Ibs) 25215 ia 4'11 7/8" 36387 Passed(69%) I.0 Building Code:IBC Live Load Defl.(in) 0.356 0 T 1 13/16' 0.489 Passed(L/494) -- Design Methodology:ASD Total Load Defl.(in) 0.456©T 1 7/8° 0.733 Passed(L/386) -- • Deflection criteria:LL(U360)and TL(1/240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Total Available Requited Support Reactions(Ibs) PP Bearing Bearing Bearing Dead/Floor 1 Roof/Snow Accessories 1-Stud wall-Spruce Pine Fir 3.50' 3.50" 140' 1641/5955/0/0 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50' 2.33' 1164/4045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Width Dead Floor Live Roof Live Snow Comments (0.90) (1.00) (nonsnow:1.25) (1.15) 1-Uniform(PSF) 0 to 15' I' 100.0 400.0 0.0 0.0 10'Floor 2-Point(lb) 4' N/A 1000 4000 0 0 Shear(Ibs) Moment(Ft-Ibs) Location Analysis Actual/Allowed/LDF Actual/Allowed I LDF Comments 1 - 6035/13965/1.0 1918613638711.0 BOLTS LEFT OF HANGER 2-5• 39/12569/0.9 25215/3638711.0 BOLTS RIGHT OF HANGER Forte"'Software Operator Job Notes 3125/2010 9:02121 AM iLevel!Forte"'v1.1,Design Engine:V4.8.0 1 Page 1 of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.02010 Weyerhaeuser NR Company.All rights reserved. BEARING HEIGHT SCHEDULE 8' 1-1/8" / 9' 1-1/8" 0 0 -oo-oo , o 0 06 A f V •-( o c 001 , � '� DO; C30' NOTES: EFER-.. E 91(REC0MdENVATIONS FOR _. - HANUL.....NSTALLATICN NV TEMPORARY BRACING) REFER 1G ENGINEERED DRAWINGS FOR PERMANENT BRACNG REQUIRED. 0 0 ALL TRUSSES(MUM TRUSSES UNDER VALLEY FRAMING)MIST BE COMPLETELY (r1 DECKED OR REFER TO DETAL V1O5 FOR ALTERNATE BRACING REQUIREMENTS. IA _:_ p 3)ALL VALLEYS ARE TO BE CONVENTIONALLY ( 16b FRAMED BY BUILDER. 4.)ALL TRUSSES ARE DESIGNED FOR 7 o.c N • MAXIMLM SPACING.UNLESS OTHERWISE NOTED. V 5.)ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO BE LOAD BEARING.LN,E55 OTHERWISE NOTED. 6.)5142 TRUSSES MUST BE INSTALLED WITH THE TOP BEING LP. Is _:_:= T::_:.::........._..... 7)BEAMFHEADERILINTEL(IDR)TO DE FURNISHED DV BUILDER. --- A Builders FirstSource �0 Jacksonville PHONE:Q04-772-6100 FAX:q04-772-7G T18 __ _.__._._.. .. . Tampa T17 PHONE.813-621-.031 FAX.813-628-845(. y�o 3-00-00 �_. ,C301 Freerport PHONE:850-835-4541 FAX:850-835-6Y' h 0 1-04-00 NALDER: Jacksonville Home', r .IoU AJLI:•( YJOII: fteiwt 1 1760 A @tt or. DFB )AT. PIAINF': Jry:ul teltrttccI 09/03/13 MCI 470226 A U S E R 131 0 ) U C T # ' s 1630 . 2 - 16 0 10 Ie11utIJt11 1.iltrtlJON: Pool Jolt 470226 .=--- 48-07-00 15-10-08 10-00-00 22-08-08 M 0 c io \ '.V 1 i� W �I V • 0 3-00-00 y p 001 J o Off_ > o 7-00-00 24"O.C. T24, t 24"O.C. THRU T09 — THRU T09•oS Tr . • : .• .. .• ' �, I .... C)01 { di Iv:__ ..• `li :: is : : :: 11 C70i .y 1 0o' € ( i ii i � I II :: -00 n 10 to cY M N .�-,',:i i li il • j I' 0 1 i ta w i i i; �-i ii i. i[ I i =-o o 11 11 II �+ -- - _ i o i i EJO1 ( 16�) i j ::' EJ01 • a. i I i -• i1 11 TH— — P ii is 1 ----- 1 . EJ02 Ii is l 1.I i i T21 = — T20 i �� - Al i _f0 � 1� i1 3-00-00 �®®ice 1-04-00 - p i:f' ,..0i.. _i_- ' i; El 1 10-09-00 6-11-00 1 12-01-00 18-10-00 1 / 1 / 48-07-00 V I T = ( PLATE AFPPOVAL # ' c) 2 1 q 7 : 2 - 21 q7 : 4 , W = " _ FH 7.1" 411. 48-07-00 22-08-08 10-00-00 15-10-08 a M .-I f I.1 o!-}' , o 0 V w_ -____i 001 o JO '1 -,� e 001;-00-00 is 7-00-00 a 24"O.Cu. T24 24"0.C.Lib, 7- os THRU TO9 THRU T09.1? T25 0 0 0 U U U i! (0 __ �I P 0 001 • 11 i? , I 002 'Sj Oz Ii 003 .-. N ri v In kO N co ii CO i i0 I!')I T i M .-• _- O O 0 0 O 0 01 0 jiI' O - i .11 .- .- II I! I i....., i : : e ii`I,�o i 'i i 1 1 i I; i ij Q fl I 1 2 22 o EJO1 ( 16 )j j l I EM f i e j ijj i I22 it j 1; .. ...__....., ,4 , 1 , , -........_._.....I;I :: „ .,ii i j I I , , i I it II I... ....:i , I I I:: ., :: „,• „ „_�02 -V . �- „ .. .. :„„_„„:„„„ :, . .— .t riI iiuuunniiiiii.• =..:..„//n.,......„----7.--:.:,,_ T18 11i� .._.._.. T17 %30000 ® 3-00-00 1-04 00 `® M00 o I g i ii ' il 18-10-00 - 12-01-00 6-11-00 10-09-( 48-07-00 - V I TE K PLATE AF OVAL Cc) 2 1 q 7 . 2 - 21 q7 . 4 , W = YLkH I . BEARING HEIGHT SCHEDULE 8' 1-1/8" 9' 1-1/8" ' ' OFFIC = COPY 0 0 ;o-oo o tb rN I O 0 0 0 O1 02 03 -----_= NOTES: _ - 1)REFER TO HID 91(RECOKMIENDATIONS FOR H4DLIN6 NSTALLATION AND TEMPORARY BRACING) REFER TO ENGINEERED DRAWINGS FOR PERMANENT _ BRACING EEC/VIREO. O 2)ALL TRUSSES(INCLUDING TRUSSES UNDER O VALLEY FRAMING)MJST BE COMPLETELY M DECKED OR REFER TO DETAIL V105 FOR O ALTERNATE BRACING REOUIREMENTS. to 0 R!1 ',)ALL VALLEYS ARE TO BE CONVENTIONALLY 0 16' FRAMED BY BUILDER. .-1 4)ALL TRUSSES ARE DESIGNED FOR 2'oc. in V- MAXIMUA SPACING,UNLESS OTHERWISE NOTED. FLAN ARE CONSIDERS)TO BE LOAD BEARING.LNLE55 OTHERWISE NOTED. 6)5Y42 TRUSSES MUST BE INSTALLED WITH THE TOP BENS UP. -------- 7)BEAMJHEADER/LNTEL(RN)10 BE FURNISHED BY BUILDER. I — OBuilders ..... FirstSource oz Jack',onviile I:=_ T PHONE 904-772-6100 FAX.904-772-1975 I3 Tampa —7; -L21-�- PHONE 817-621-9831 FAX 813-628-8956 y�o 3-00 0o Freeport s) 11oi -. PHONE:850-835-4541 FAX:85O-835-6E3'; I' 0 1-04-00 0' _L:..:2L■ Jackaonville Homey 116A,A:P1i'S \ WIIL Icnnn:l 1760 A 1a' Rr' DFB OAII NURRDI- tlnulol R61Ef611t P: 0'1/03/13 MCI 470226•� U S E PRODUCT it ' (7 1650 . 2 - 1630 . 10 1dlad.uJ PooIJ°RJ 470226