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66 DEWEES AVE - ADDITION / REMODEL PERMIT (2) JULIUS LEE PE. OFFICE COPY RE: 725584 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Young American Homes Project Name: 725584 Model: Custom Lot/Block: NA Subdivision: NA Address: 66 Dewees Ave. City: Duval State: Florida Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: Hulsberg, Jeffery K., PE License#: 33152 Address: 11481 St. Augustine Rd. #202 City: Jacksonville 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: 55.0 psf Roof Load: 32.0 psf This package includes 50 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 supersede and replace the previous drawirgs. z z INo. Seal# Truss Name Date No. Seal# Truss Name Date ° E $ o y d E 2. F- K u � � U 4 1 110796452 CJ01 10/30/01518 110796469 F110 10/30/015 E a a 2 110796453 CJO2 10/30/01419 110796470 F111 10/30/014 0 d g E 8 o a 3 110796454 CJO2T 10/30/01420 110796471 F112 10/30/014 I d E d c o 4 110796455 CJO3 10/30/01421 110796472 F113 10/30/015] a .o , o Q if),t2 ti 5 110796456 CJO4 10/30/01422 110796473 F114 10/30/014 0 0 =° v g e ¢,, 6 110796457 CJO5 10/30/01423 110796474 F115 10/30/014 g H r a t,...= W 2 7 110796458 CJO6 10/30/015124 110796475 F116 10/30/015 -g o z ,,8 0 8 110796459 EJ01 10/30/015125 110796476 F201 10/30/015 cc r ts o E ❑ ❑ ❑ 9 110796460 EJO1T 10/30/01426 110796477 F202 10/30/014 z n o o a U 10 110796461 EJ02 10/30/01427 110796478 HJO1 10/30/01G 4 a F, - ° z 11 110796462 EJ03 10/30/01428 110796479 HJO1T 10/30/0151 0 Z° 12 110796463 EJ04 10/30/01429 110796480 HJO2 10/30/014 o d a ° z W z u u 13 110796464 F101 10/30/015130 110796481 HJO3 10/30/014 N l 1 z E E, o ,y 14 110796465 F102 10/30/01431 110796482 HJO4 10/30/014 z " a 3 8 8 a ` W 15 110796466 F103 10/30/01432 110796483 TO1 10/30/014 z °° = a a o• W 16 110796467 F104 10/30/01433 110796484 T02 10/30/0151 d-`3"'A oaf./ a z y v;x 17 110796468 F105 10/30/015134 110796485 T03 10/30/0151 a --°"*.. ❑ ❑ m The truss drawing(s)referenced above have been prepared by MiTek ���\\�S I fs'-//I/ Industries,Inc. under my direct supervision based on the parameters \\ \ .•..••..'. '/. provided by Builders FirstSource(Jax). �J�' NsF ��A<\ Truss Design Engineer's Name: Julius Lee *• o 3 869 •* _ My license renewal date for the state of Florida is February 28,2015. -0 i ► ., Cr .7_ NOTE:The seal on these drawings indicate acceptance of -3-0 -' wo • r ' IN Gen • .. professional engineering responsibility solely for the truss T STATE OF `�` components shown. The suitability and use of this component ,, S"'F/.o....•:,��.. designer,particular Chapter responsibility onsibility of the building �'i//i j \ tober 30,2015 1 of 4 Julius l.cc Job Truss Truss Type Oty Ply 110796452 725584 CJO1 Jack-Open 4 1 + A,.1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:21:38 2015 Page 1 ID:zeNSFIUYRmWki6oTLOHDS7zYICt-kg81T11 fpfoUNkYMwnSvUSy3g2EnJLioVBDHnmyOFbx -2.0.0 i 1-0-0 2-0-0 1-0-0 Scale=1:10.8 3 ,T i /, N 7.00 12 2 , MI MIN M_' 3.4= 4 1 Plate Offsets(X,Y)— [2:0-4-5,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.00 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:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-19/Mechanical,2=231/0.5.8 (min.0-1-8),4=-37/Mechanical Max Horz 2=78(LC 12) Max Uplift 3=-19(LC 1),2=-146(LC 12),4=37(LC 1) \\ \\\s V S '\\\\\t I I I I!///// Max Gray 3=17(LC 16),2=231(LC 1),4=32(LC 16) \ `S /� , / FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ‘� ,v ICEN$F' .�.C\ NOTES- (7-9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., - * 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 _ Jr _ shown;Lumber DOL=1.60 plate grip DOL=1.60 — - /,' / ( j� _ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.3)•This truss has been designed for a live load of 20.0psf 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 .: 1,11...: 4)Refer to girders)for truss to truss connections. STATE OF ■ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 19 lb uplift at joint 3,146 lb uplift at joint •�••••FC ORIO P'.••\0\ ■ 2 and 37 lb uplift at joint 4. '/////v s `\�\\ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ` \ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any /0111110°\� 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 October 2.0,201! I f A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MlI-7473 BEFORE USE. Design valid for use only with MiTek connectors.'Ms 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 ANSUTPI1 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. Job 'Truss Truss Type Qty Ply 110796454 725584 CJO2T Jack-Open 2 1 • y , 9 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industnes.Inc. Fn Oct 30 10:21:40 2015 Page 1 ID:zeNSFIUYRmWk160TLOHDS7zYICt 9CFTu_2WLG2Cc2h11 CUNZt1 PKswxnF84yV NseyOFbv -2-0-0 1 2-5-8 i �0 1 2-0-0 2-5-8 0-6-8 Scale=1:16.6 4 2x4 I I Pjrl 3 /' 1 7.00 12 e• MIll4 ; 2 : 5 d 7 ,/ 2x4 II 1 3x4 = I 2-5-8 1 3-0-0 I 2-5-8 0-6-8 Plate Offsets(X,Y)— [2:0-4-5,0-0.4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.00 10 >999 240 MT20 244/190 ii TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 7 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weight:15 lb FT=20% LUMBER- BRACING- TOP TOPCHORD 2x4 SP No.2 CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2x4 SP No.3 REACTIONS. (lb/size) 4=30/Mechanical,2=235/0-5-8 (min.0-1-8),5=35/Mechanical Max Horz 2=134(LC 12) \\�0\1 I I I I)///// Max Uplift 4=-26(LC 12),2=-116(LC 12),5=-28(LC 12) �\ \.j S.1C• /� Max Gray 4=34(LC 19),2=235(LC 1),5=42(LC 19) \\\J\- •\cEtvS 4f //,. FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. F • , "\ NOTES- (7-9) * / a 34869 • 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Enc., _ GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions _ -0 /., r W shown;Lumber DOL=1.60 plate grip DOL=1.60 . ' 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ...3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 • STATE OF L will fit between the bottom chord and any other members. ' •••�A\,� 4)Refer to girder(s)for truss to truss connections. f?-.0.Rt)P' V 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 26 lb uplift at joint 4,116 lb uplift at joint •• \� 2 and 28 Ile uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /////// a A11 \ \\\ 7)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. 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 October 30,201: • 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 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 Crtteria,DSB-89 and BCSI/Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onotrio Delve.Madison,W 53719. Job !Truss Truss Type Qty Ply 110796456 725584 CJO4 Jack-Open 8 1 • • , . 1 Job Reference(optional) Builders FirstSource, Jacksonvile,F132244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:21:41 2015 Page 1 ID:zeNSFI UYRmW k16OTLOHDS7zYICt-8 Ppr5K3Y5aA3EC Gxbw?c55aa0GDo Wi R EB9Rxo4yOFbu -2-0-0 I 4-0-0 I 2-0-0 4-0-0 Scale=1:16.9 311 6.00 ITT 4 irilli....1.111.1.: 1 — a 2 �/3x6 ' 3.50 12 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) 0.03 4-7 >999 180 i 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:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=74/Mechanical,2=266/0-3-8 (min.0-1-8),4=24/Mechanical Max Horz 2=139(LC 12) Max Uplift 3=-70(LC 12),2=-130(LC 12),4—38(LC 9) Max Gray 3=74(LC 1),2=266(LC 1),4=48(LC 3) \\\\\II 1 1 1////// 7 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\;�\\\vs S.�� / �i.i \CENSF •...... NOTES- (8-10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf,h=18ft;Cat.II;Exp C;End., ■ * •- 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 _ / a 34869 jpte,,itisi _ &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. _-� ' j� 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 w will fit between the bottom chord and any other members. 7.:_� 4)Refer to girder(s)for truss to truss connections. (41.- STATE OF . 5)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. /61/6,../..(;,�ORIOP 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 70 lb uplift at joint 3,130 lb uplift at joint // •••• \�\� 2 and 38 lb uplift at joint 4. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ////1 1 1 1 1 1%\\\ \\C\ 8)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. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10) 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 October 30,201; 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 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,yN 53719. Job Truss Truss Type Qty Ply 110796458 725584 CJ06 Jack-Open 4 1 • • a ! ,t Job ReferencejQptional) Builders FirstSouroe, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTTek Industries.Inc. Fri Oct 30 10:21:42 2015 Page 1 ID:zeNSFIUYRmWkI6OTLOHDS7zYICI-cbNDJg4AsulwsMr79d Wrel6lmfcyF9hNQpBUwXyOFbt I -2-0-0 I 3-0-0 t 2-0-0 3-0-0 Scale=1:14.4 311 1 6.00 ,2 g 2 1 OM 4 1 2x6= Plate Offsets(X,Y)— 12:0-6-0,0.0-14] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 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/TP12007 (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=51/Mechanical,2=238/0-5-8 (min.0-1-8),4=10/Mechanical Max Horz 2=114(LC 12) Max Uplift 3—50(LC 12),2=-124(LC 12) \\\\\t I l l I/I l// Max Gray 3=51(LC 1),2=238(LC 1),4=32(LC 3) \��\ \v5 e, 4,(../�i,i• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �• J\. .i \GENSF'' . NOTES- (7-9) 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 = '/ /,le 34869 — shown;Lumber DOL=1.60 plate grip DOL=1.60 = -o �C_/ / w 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -.. _ 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0 • IQ Z- 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 50 lb uplift at joint 3 and 124 lb uplift at F-.1 ORIO P. ...• 9\\ �� joint 2. "" DI 6)'"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ��/�V�Q AL `�\7)This manufactured product is designed as an individual building component. The suitability and use of this component for any //, I I I I 1 i\\\\ 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 October 0,201: • • A WARNING•Verity 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 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 ANSVTPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison.wl 53719. Job Truss Truss Type Qty Ply 110796460 725584 EJO1T Jack-Open 7 1 • ♦ , 4 Job Reference(4ptQnat) Builders FirstSource, Jadcsor�viile,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fn Oct 30 10:21:44 2015 Page 1 ID:zeNSFIUYRmWk16OTLOHDS7zYICI-ZzV jM5QOVZe5f?WG2ZJjjC4JTFdj2Bgt7gb?PyOFbr I -2-0-0 I 2-5-8 I 3-5-8 I 5-0-0 I , 2-0-0 2-5-8 1-0-0 1-6-8 Scale=1:22.3 5 2x6 11 4 u1 7.00 12 2x4 11 '3 '' N " .iellim Z I� a Q N 2 ■.�4 = 8 _I ■I 2x4 11 =; 10 2x4 I I 1 2x8 = I 2-5-8 I 3.5-8 I 5-0-0 I 2-5-8 1-0-0 1-6-8 Plate Offsets(X,Y)— [2:0-6-0,0-1-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) l/defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.02 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.02 8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B2,B4:2x4 SP No.3 6-0-0 oc bracing:9-10. REACTIONS. (lb/size) 5=73/Mechanical,2=296/0-5-8 (min.0-1-8),6=59/Mechanical Max Horz 2=191(LC 12)Max Uplift 5=68(LC 12),2=-131(LC 12),6=39(LC 12) \`\�, 1 1 1 1!1!////// Max Gray 5=84(LC 19),2=296(LC 1),6=66(LC 19) \\J�\us.S K Z�// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ... �CEN$F• �_ i NOTES- (7-9) * r a 34869 ••* 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 .7-0 ,/:a ; shown;Lumber DOL=1.60 plate grip DOL=1.60 _ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ._ 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� STATE OF will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. '•• FL ORIO P ••' 0 � 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 lb uplift at joint 5,131 lb uplift at joint / S(1 `i \ \ 2 and 39 lb uplift at joint 6. /1/// Ti \ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /O N!A`-`5, \\\ 7)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. 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 October 30,201: A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEI<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 Bey fabrication,quality control,storage,delivery.erection and bracing.consult ANSIRPII Quality Criteria,DSB•89 and BCSt1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.IM 53719. Job Truss Truss Type Qty Ply 110796462 725584 EJ03 JACK-PARTIAL 14 1 e • i, Job Reference(optional) Builders FirstSource, Jadtsonville,Fl 32244 7.640 s Od 7 2015 MiTek Industries.Inc. Fri Oct 30 10:21:45 2015 Page 1 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-1 A3Mxh629phVjpaigrn4YGxkANtUpSVRg6nP8Xsy0Fbq 1 -2-0-0 1 6-0-0 I r 2-0-0 6-0-0 Scale=1:21.6 3 9 6.00 12 4 i N 1 2 i 11c x6 3.501-1T 0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.22 4-7 >331 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) 0.18 4-7 >390 180 BCLL 0.0 • Rep Stress Inch YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:23 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=125/Mechanical,2=324/0-3-8 (min.0-1-8),4=42/Mechanical Max Horz 2=187(LC 12) Max Uplift 3=-118(LC 12),2=147(LC 12),4=-59(LC 9) Max Gray 3=125(LC 1),2=324(LC 1),4=77(LC 3) \\\\‘‘\1 1 I I l j//////, FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \�` �l3S• S \, //� NOTES- (8-10) �N\ \CENS .'<� �!, 1)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., 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 * • * ./ a 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. — -o 1'/ r.� 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. - 0I • . 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify STATE OF capacity of bearing surface. -A FLORlOP •' ��•6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 118 lb uplift at joint 3,147 lb uplift at v (1 P.' ••.• `t �\� joint 2 and 59 lb uplift at joint 4. �/ 1 Ti \\ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ///// NIA`,\\• 8)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. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10) 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 October 30,201! ■ ■ 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 CrOnofiio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 110796464 725584 F101 GABLE 1 1 s x Job Reference(optional) Builders FirstSource, Jacksoflvltb,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:21:47 2015 Page 1 ID:zeNSFIUYRmWkl6OTLOHDS7zYICt-zYB6MN8JhQxDy7k5yA60LMgfAgJpwPL6Z5uFc yo bo 0- 0-148 Scale=1:36.0 353= 3x6 FP= 3x3 = 1 2 3 4 5 T1 6 7 8 9 10 11 12 13 14 15 16 63 !! 1 1 1 1 1 1 1 1 1 1 1 1 Aix 34 4 1 �l Y�i Y1 MIIIMM 1_ji Y�i'ii y mow=wow-s■PA Kam :■■■■■■■■pa ozi R∎r i_�� 1 ∎ ==S ■71717∎∎■MZR - 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3 = 3x3= 3x6 FP= 34 = 34 = I 1-6-12 1 3-1-8 1 4-8-4 1 6-3-0 1 7-9-12 1 9-4-8 1 10-9-4 1 12-2-0 I 13-8-12 1 15-3-8 ) 1610 1 18-5-0 1 19.11-12 1 21-6-8 I 1-6-12 1-6-12 1-6-12 1-6-12 1-6-12 1-6-12 1-4-12 1-4-12 1-6-12 1-6-12 1-6-12 1-6-12 1-6-12 1-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 18 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:95 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:31-32,17-18. REACTIONS. All bearings 21-6-8. (lb)- Max Gray All reactions 250 lb or less at joint(s)32,17,24,18,19,20,21,22,23,31,30,29,28,26,25 \\,1 1 1 1 1c11 1///// / FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. `\\_\`\ `v5 S•�\ //!j� NOTES- (7-9) �\ .. 10ENSF'•.. ' 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ! a 34869 4)Gable studs spaced at 1-6-12 oc. _'- I r1\ 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ' 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks -" to be attached to walls at their outer ends or restrained by other means. 0 • STATE OF • 7)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. ••- FL ORIO P ••• 0 .• ■ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 1751 •••••• �\ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 "/!! 'O A r A` �\\ LOAD CASE(S) Standard ////1 I 1 I 1%\\ \\ • October 30,201; ■ 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 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 ANSIRPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 dOnohio Drive,Madison,WI 53719. Job (Truss Truss Type Qty Ply 110796466 725584 F103 GABLE 1 1 • a a Job Reference(optional) Builders FirstSourca, JatitsontAle,F132244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:21:49 2015 Page 1 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-vxltn39ZD1 BxBQIT3b8UQnv?gU?HOJrP1 ONMgdyOFbm 0-{6 r Scale=1:34.5 3x3 = 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 r T2 1i 1 1 1 1 1 1 1 1 1 1 1 1 19 iri 1 Si .1_�_Y�Y•-_Y� �_111Y�Y si S i�� 4 .. ....:.I....�.∎&v v v v.,,, vim.1.2,241&41a41� ;, :..M.13� :14TP2 IK.M3W."1,374 3:4:14 1�411P�4. 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3= 3x3 = 3x8 FP= I 1-6-12 I 3-1-8 i 4-8-4 1 6-3-0 1 7-9-12 1 9-4-8 1 10-11-4 1 12-6-0 1 14-0-12 1 15-7-8 1 17-2-4 1 18-9-0 1 20-3-12 121-3-15 1-6-12 1-6-12 1-6-12 1-6-12 1-6-12 1-6-12 1-6-12 1-6-12 1.6.12 1-6-12 1-6-12 1-6-12 1-6-12 1-0-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.04 Horz(TL) 0.00 17 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:91 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 21-3-15. (Ib)- Max Gray All reactions 250 lb or less at joints)32,17,31,30,29,28,26,25,24,23,22,21,20,19,18 \\\\011` c Icl l 1(�/j y// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `�\ )?- `7,,'!�. / ///// NOTES- (8-10) ,,,,•\ ,,\.. ‘CEN$F i 1)All plates are 1.5x3 MT20 unless otherwise indicated. 1 * ..-2)Gable requires continuous bottom chord bearing. . 34869 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). _ �C 4)Gable studs spaced at 1-6-12 oc. _ �, _ 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -n �/ 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks _/" -•• to be attached to walls at their outer ends or restrained by other means. — 0 • STATE OF LU— 7)CAUTION,Do not erect truss backwards. ∎�\ 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any ' ••c�1 •••'L ORIOP -• G ■ ■ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. �vs1 •• \N. 10) Visually Engineer:lumber lius Lee,PE:Florida P.E. lumber design values as per SPIB. 34 9:Address:1109 Coastal Bay Blvd.Boynton Beach,FL //y,�O——— `'\\`\ 33435 LOAD CASE(S) Standard October 30,201; 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 MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design paramenters 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 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,censull ANSUTPII 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. Job Truss Truss Type Qty Ply 110796468 725584 F105 Floor 3 1 • . s Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:21:51 2015 Page 1 ID:zeNSFIUYRmWkI6OTLOHDS7zYICt-rKQdClBplfReRkl5BOByVC EblVvs6DiUisTIVyOFbk 0-1-8 �s H I 1-3-0 I I 1-10-0 I 0-048 ' Scale=1:25.4 4x4 = 4x4 = 1.5x3 = 1.54 H 1.5x3 II 1.54 = 1 2 3 4 5 6 7 8 T1 7 Its II 18 1 1....t1 tr.1....t1 r 15 14 13 12 11 10 1 4x4 = 4x4 = I 1-6-0 I 4-0-0 I 11-1-0 I 13-7-0 1 15-1-0 1 1-6-0 2-6-0 7-1-0 2-6-0 1-6-0 Plate Offsets(X,Y)— f1:Edge,0-1-81,18:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.14 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.21 13-14 >866 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:78 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 16=810/0-5-0 (min.0-1-8),9=810/0-3-8 (min.0-1-8) \\0 1I Ill//// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\ ,`c /, /// TOP CHORD 16-17=-805/0,1-17=-804/0,9-18=-805/0,8-18=-804/0,1-2=-804/0,2-3=-1908/0,3-4=-2473/0,4-5=2473/0, \\ \1j, '�\. / //,/• 5-6=-2473/0,6-7=-1908/0,7-8=-804/0 �‘\ J� ,CENS,� `$ • ii BOT CHORD 14-15=0/1510,13-14=0/2279,12-13=0/2473,11-12=0/2279,10-11=0/1510 �` WEBS 8-10=0/1037,1-15=0/1037,7-10=-981/0,2-15=981/0,7-11=0/554,2-14=0/554,6-11=-516/0,3-14=-516/0, 6-12=-19/500,3-13=-19/500 * f a 34869 * —_ NOTES- (5-7) _ �� rt\ X 1)Unbalanced floor live loads have been considered for this design. _ 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. % VI " STATE OF —.: 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacics '- ��\ to be attached to walls at their outer ends or restrained by other means. •(� '•.E ORlO" v \� 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any / S(1 •• \\ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // � Ti \\ 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. ////O N11 10\\\\ 7)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 October 30,201! 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 budding 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.delivery,erection and bracing,consult ANSViPI1 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. Job Truss Truss Type Qty Ply 110796470 725584 F111 Floor 6 1 ' i . + 11 Job Reference(optional) Builders FirstSource, Jacksorfville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:21:52 2015 Paget ID:zeNSFIUYRmWk16OTLOHDS7zYICt-KW?P5CRWyZV2uc2kkiB2PX08hoxbaJrjMcOHyyOFbj 0-1-8 H I 1-3-0 I I 1-11-2 Scale=1:19.5 1.5x3 = 3x3 = 3x6 = 3x3 II 3x4 = 3x4 = 3x4 = 1 2 3 4 5 6 T1 4 1l_ lMIiiM - al—i qq i _ .016411 w, 12 11 10 9 3x6 8 7" 3x6= 393= 3x3 II 4x4= 3x3 = 1.5x3 II I 11-6-10 1 11-6-10 Plate Offsets(X,Y)— [6:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.14 10-11 >976 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.21 10-11 >659 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:57 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 13=619/0-5-0 (min.0-1-8),7=625/0-1-10 (min.0-1-8) \\1]11111///// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\ `` c /, / TOP CHORD 13-14=-612/0,1-14=-610/0,6-7=-609/0,1-2=-811/0,2-3=-1782/0,3-4=1957/0,4-5=1957/0,5-6=-747/0 �\,_`�\.)5,J �1, / BOT CHORD 11-12=0/1523,10-11=0/1957,9-10=0/1957,8-9=0/1474 V `<<•/////, WEBS 1-12=0/923,2-12=869/0,2-11=0/360,3-11=-373/0,6-8=0/898,5-8=-887/0,5-9=0/715,4-9=-254/0 ICENS ■ .. NOTES- (6-8) 1)Unbalanced floor live loads have been considered for this design. - * a 34869 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. _ .- / / r� 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — _ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacics to be attached to walls at their outer ends or restrained by other means. — 0 STATE OF IL 5)CAUTION,Do not erect truss backwards. � . ��` 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any ••.,F(°RIO P ••• 0i \ 7) particular ote Visually graded is iled lumber designation SP,representsnnew luember designlvalues referenced per by building code. •///�u •/p N A` �..`\\\ 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ///// 1 1 I I I I \ LOAD CASE(S) Standard October 0,201: 1 f A 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 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 ANSIRPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 110796471 725584 F112 Floor 3 1 • • _,Job Referenceloptionall Builders FirstSource, Jacksorttille,Fl 32244 7540 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:21:53 2015 Page 2 ID:zeNSFIUYRm Wk16OTLOHDS7zYICI-oiYNcQC3HGhMg2BFIRDQad4Zt5CwKOz?xoLZpOyQFbi .LOAD CASE(S) Concentrated Loads(lb) Vert 1=334 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-15=-10,1-2=-20,2-7=-100 Concentrated Loads(Ib) Vert:1=-334 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 8-15=10,1-2=-100,2-7=-20 Concentrated Loads(Ib) Vert 1=-334 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 8-15=-10,1-2=-20,2-7=100 Concentrated Loads(Ib) Vert 1=-334 7)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 8-15=10,1-2=20,2-5=-100,5-7=-20 Concentrated Loads(Ib) Vert:1=-334 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 8-15=-10,1-2=100,2-4=20,47=100 Concentrated Loads(Ib) Vert:1=-334 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-15=10,1-2=-20,2-5=100,5-7=20 Concentrated Loads(lb) Vert:1=-334 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-15=10,1-2=-100,2-4=20,4-7=-100 Concentrated Loads(lb) Vert:1=-334 1 f ® WARNING•Verity 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 ANSI/Mil Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,VN 53719. Job Truss Truss Type Qty Ply 110796472 725584 F113 Floor 2 1 • • ► Job Reference(optional) Builders FirstSource' Jacksorlbile,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:21:53 2015 Page 2 I D:zeN S FIUYRm W k16OTLOH DS7zYICt-oiYNcQC3HGh Mg2B F i R DQad4Y55BRK3f?xOLZpOyObi LOAD CASE(S) Uniform Loads(plf) Vert:6-12=10,1-2=-100,2-5=-20 Concentrated Loads(Ib) Vert 1=-334 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-12=10,1-2=-20,2-5=-100 Concentrated Loads(Ib) Vert:1=334 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-12=10,1-2=100,2-5=20 Concentrated Loads(Ib) Vert:1=-334 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-12=10,1-2=-20,2-5=100 Concentrated Loads(lb) Vert:1=-334 7)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-12=-10,1-2=-20,2-4=-100,4-5=-20 Concentrated Loads(Ib) Vert:1=-334 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-12=-10,1-2=-100,2-3=-20,3-5=100 Concentrated Loads(Ib) Vert 1=-334 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-12=-10,1-2=-20,2-4=100,4-5=-20 Concentrated Loads(Ib) Vert:1=-334 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-12=10,1-2=100,2-3=-20,3-5=-100 Concentrated Loads(Ib) Vert:1=-334 I f 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 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,defvery,erection and bracing.consult ANSUTPII 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. Job Truss Truss Type Qty Ply 110796474 725584 F115 Floor 1 1 Job Reference(ootioall Builders FirstSource, Jadcsod(rille,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fn Oct 30 10:21:55 2015 Page 1 ID:zeNSFIUYRmWkI6OTLOHDS7zYICt-k5f816EKotx4vLLdQsFug29zwv1 Go?ml PKgguHyOFbg 0-1-8 H I 1-3-0 1 I 1-2-7 I I 1-11-1 I 1:17.6 1.5x3 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 ME TI I� I ! �M'OM 17 w��w 113 II r�Y-r�Y�tiiMY �Y-i■ 14 13 12 �������V ��������������������������� • 1.5x3 II 1.5x3 II I 4-3.3 1 9.0-0 1 10-6-0 1 4-3-3 4-8-13 1-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.00 14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(TL) -0.01 14 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.14 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:51 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-2-13 except(jt=length)15=0-5-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)15,8,9,11 except 12=327(LC 4),10=294(LC 4) \\1111111 I///// FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ ,`� S. - //�•TOP CHORD 1-2=252/0,2-3=252/0,3-4=-252/0 �\ / �/ BOT CHORD 13-14=0/252 �\•J 10EN$ `.A\ /� WEBS 4-12=-308/0,1-14=0/281,4-13=0/288,6-10=-276/0 - •. i NOTES- (6-8) = * f . 34869 1)Unbalanced floor live loads have been considered for this design. _ , /.I 2)All plates are 3x3 MT20 unless otherwise indicated. _ -D ;.I / : 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. / _ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. % 0 STATE OF ' 41 5)CAUTION,Do not erect truss backwards. ••��\ 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any c1. F(O.RA.IQ N N . �i particular 7)Note:Visuallydgraded lleumber designation ationuSP,represents designer w luember design l values as per SPIghe building code. /./161//9/./' //V/V�.0..1-N.O. N ` ��\\\\ 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 / /0/11111° \\ LOAD CASE(S) Standard October 30,201; 1 • 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 parameter's shown,and is for an individual budding 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 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 ANSVTPII Quality Criteria,DSB89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofno Drive.Madison,1M 53719. Job Truss (Truss Type Qty Ply 110796476 725584 F201 GABLE 1 1 • • Job Reference(optional) Builders FirstSource, Jackson visa.Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:21:56 2015 Page 1 I D:zeN SFIUYRm W k16OTLOH DS7zYICt-CH D W FSFyZB3xXVwpzZm7C FiCtJO WXUa Re_aE QjyOFbf 0-h-8 0-48 Scale=1:37.6 3x3= 3x6 FP= 3x3= 1 2 3 4 5 T1 6 7 8 9 10 11 12 13 14 15 16 17 '1E 91 1 1 1 1 1 1 1 1 1 1 1 1 1 t! 36 c W•707•■∎f 4 74FM9T4011o 74.74,7.07674)7674∎■70O O4 TEMI N,4 doS721:74 0 5"M∎ST4f�41 O.•,TT�4��4� alT W 4a 34 33 32 31 30 29 28 27 28 25 24 23 22 21 20 19 18 3x3 = 3x3 = 3x6 FP= 3x3 = 3x3 = 11-6-12 II 1-6-12 3-1-8 4-8-4 6-3-0 7-9-12 9-4-8 10-11-4 1 13-1-8 14-8-4 18-3-0 17-9-12 19-4-8 20-11-4 220 1-6-12 I 1-6-12 1 1-6-12 I 1-6-12 1 1-6-12 I 1-6-12 i 1-6-12 0.3.12 1 1-6-12 I 1-6-12 1 1-6-12 I 1-6-12 I 1-6-12 I 1-6-12 i 6- 1-6-12 0-3-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.04 Horz(TL) -0.00 19 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:100 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:33-34,18-19. REACTIONS. All bearings 22-6-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)34,18,19,20,21,22,23,24,25,33,32,31,30,29,27, 001111I//// \ ````c / 26 o •FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. v ■CENSF '•�� .•NOTES- (7-9) 1)All plates are 1.5x3 MT20 unless otherwise indicated. . * , • 34869 2)Gable requires continuous bottom chord bearing. — _ 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). _ -D t�t is 4)Gable studs spaced at 1-6-12 oc. _ 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks U *. STATE OF to be attached to walls at their outer ends or restrained by other means. - • � `• 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any ./•,FC ORIO P •' k..7\\�� 8)No e:Visually graded lumber esig designation SP,represents w per mber design values as per ced by IB. building code. /// S1 �� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 /,, NIA1-``��`` LOAD CASE(S) Standard October 30,201; 1 t 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 paramenlers and proper incorporation of component is responsibility of building designer-not Miss 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 ANSI/TPIt Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Infornution available from Truss Plate Institute.583 D'Onofrfo Drive,Madison.1M 53719. Job Truss Truss Type Qty Ply 110796478 725584 14.101 Diagonal Hip Girder 1 1 • Job Reference(optional) Builders FirstSource, Jsontille,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc Fn Oct 30 10:21:58 2015 Page 1 ID:zeNSFI UYR mWNd6OTLOH DS7zYICt-8gLGg8GC5oJfnp3C5_pbIlgn Q0611/?Of k513KUby0Fbd -2-9-15 I 7-0-14 l 2-9-15 7-0-14 Scale=1:21.8 31,1 I� 4.95 12 9 R c4 ci d 8 2 or ' 10 11 3x4 = 4 Plate Offsets(X,Y)— L2:0-0-4,0-0-11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.08 4-7 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=111/Mechanical,2=323/0-7-12 (min.0-1-8),4=23/Mechanical Max Horz 2=190(LC 26) Max Uplift 3=-116(LC 8),2=-210(LC 4) // Max Gray 119(LC 19),2=323(LC 1),4=64(LC 3) \\\_`\\``s S I• I•FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ V \�J \CENS . •• NOTES- (9-11) 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., * 34869 GCpi=0.18;MWFRS(envelope)gable end zone;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 / 1 r� 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 7-T will fit between the bottom chord and any other members. I�+ 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 lb uplift at joint 3 and 210 lb uplift at i STATE OF joint2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)75 lb down and 95 lb up at /// �O A► , �� 1-5-12,75 lb down and 95 lb up at 1-5-12,and 99 lb down and 55 lb up at 4-3-11,and 99 lb down and 55 lb up at 4-3-11 on top //0111110‘ chord,and 26 lb down and 51 lb up at 1-5-12,26 lb down and 51 lb up at 1-5-12,and 9 lb down and 10 lb up at 4-3-11,and 9 lb down and 10 lb up at 4-3-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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) 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,4-5=10 Concentrated Loads(Ib) Vert:8=48(F=24,B=24)9=49(F=25,B=25)10=42(F=21,B=21)11=8(F=4,B=4) 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,4-5=10 October 30,201', Continued on page 2 � 1 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 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 ANSIRPI7 Duality Criteria,DSB-89 and BCSt1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 110796478 725584 HJO1 Diagonal Hip Girder 1 1 • • Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fe Oct 30 10:21:58 2015 Page 3 ID:zeNSFIUYRm WkI6OTLOHDS7zYICt-8gLGg8GC5oJfnp3C5 jbHgnQ061 v'?Ofk513KUby0Fbd ,LOAD CASE(S) Concentrated Loads(lb) Vert:8=105(F=53,B=53)9=71(F=35,B=35)10=89(F=45,B=45)11=15(F=8,B=8) 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=-25,2-3=-30,45=10 Horz:1-2=19,2-3=-14 Concentrated Loads(Ib) Vert:8=113(F=57,B=57)9=79(F=39,B=39)10=89(F=45,B=45)11=15(F=8,B=8) 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=-13,2-3=18,4-5=10 Horz:1-2=31,2-3=-26 Concentrated Loads(Ib) Vert:8=79(F=39,B=39)9=44(F=22,B=22)10=89(F=45,B=45)11=15(F=8,B=8) 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=-29,2-3=-34,4-5=10 Horz:1-2=15,2-3=10 Concentrated Loads(Ib) Vert:8=123(F=62,B=62)9=89(F=44,B=44)10=89(F=45,B=45)11=15(F=8,B=8) 19) Reversal:Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,4-5=-10 Concentrated Loads(Ib) Vert:8=190(F=95,B=95)9=11(F=5,B=5)10=103(F=51,B=51)11=7(F=3,B=3) 20) Reversal:Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,4-5=10 Concentrated Loads(lb) Vert:8=155(F=77,B=77)9=11(F=5,B=5)10=88(F=44,B=44)11=7(F=3,B=3) 21) Reversal: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=48(F=24,B=24)9=11(F=5,B=5)10=42(F=21,B=21)11=7(F=3,B=3) 22) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=44,2-3=28,45=-6 Horz:1-2=52,2-3=-36 Concentrated Loads(Ib) Vert:8=-115(F=-57,B=57)9=-163(F=81,B=-81)10=-53(F=-26,B=-26)11=18(F=9,B=-9) 23) Reversal: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=-6 Horz:1-2=-25,2-3=-32 Concentrated Loads(Ib) Vert:8=-104(F=-52,B=52)9=-152(F=76,B=-76)10=-53(F=-26,8=-26)11=18(F=9,B=-9) 24) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=15,2-3=8,4-5=10 Horz:1-2=-29,2-3=-22 Concentrated Loads(Ib) Vert:8=-59(F=-30,B=-30)9=107(F=-54,B=-54)10=-42(F=-21,B=-21)11=-6(F=-3,B=-3) 25) Reversal: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=-10 Horz:1-2=25,2-3=-18 Concentrated Loads(Ib) Vert:8=-49(F=-24,B=24)9=97(F=48,B=-48)10=42(F=21,B=-21)11=-6(F=-3,B=-3) 26) Reversal: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=-150(F=-75,B=75)9=199(F=99,B=-99)10=-53(F=26,B=-26)11=18(F=9,B=-9) 27) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=12,2-3=19,4-5=-6 Horz:1-2=-21,2-3=-28 Concentrated Loads(Ib) Vert:8=-91(F=-45,B=-45)9=139(F=-70,B=-70)10=-53(F=-26,B=26)11=-18(F=-9,B=-9) 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=33,2-3=40,4-5=-6 Horz:1-2=-42,2-3=-49 Concentrated Loads(Ib) Vert:8=-150(F=-75,B=75)9=199(F=99,B=-99)10=-53(F=26,B=-26)11=18(F=9,13=-9) Continued on page 4 t ► ® 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 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 Duality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,IM 53719. Job Truss Truss Type Qty Ply 110796479 725584 11.101T Diagonal Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jadrsorl'ille,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:21:59 2015 Page 1 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-csvftUHgs6RWOzeOfiKgquJbmWMOkrutKyou 12yOFbc -2-9-15 I 3-5-12 I 4-9-15 � 7-0-14 I 2-9-15 3-5-12 1-4-4 2-2-15 `I �� Scale=1:21.8 51 Jd 15 4 4 4.95 72 2x4 II ' N IA 3 ii10 to ► °S� 24 - 17 8 1 II 01 2x4 II r 16 10 2x4 II 1 3x6 = 3-5-12 I 4-9-15 I 7-0-14 I 3-5-12 1-4-4 2-2-15 Plate Offsets(X,Y)— f2:Edge,0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.06 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.06 8 >999 180 BCLL 0.0 • Rep Stress!nu NO WB 0.00 Horz(TL) 0.02 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 purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B2,B4:2x4 SP No.3 REACTIONS. (lb/size) 5=97/Mechanical,2=319/0-7-12 (min.0-1-8),6=48/Mechanical Max Horz Max Uplift 2=190(LC 8) 8),2=209(LC 4),6=-31(LC 8) \\�MS\`11 1 I I l r///// Max Gray 5=97(LC 1),2=319(LC 1),6=59(LC 3) \\ v-, .S•K / //•V FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ `CENS - • • .[\ �. TOP CHORD 2-14=-290/63 ■ NOTES- (9-11) a 34869 _ 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., - -D /L./ rl\ GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 = / _ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� STATE OF IQ will fit between the bottom chord and any other members. ,•• �` 4)Refer to girder(s)for truss to truss connections. -••-FLORIOP •• 0 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 90 lb uplift at joint 5,209 lb uplift at joint / SS1 •• \\ 2 and 31 Ib uplift at joint 6. // \ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /////()N/111110%\\\\ 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)75 lb down and 95 lb up at 1-5-12,75 lb down and 95 lb up at 1-5-12,and 80 lb down and 46 lb up at 4-3-11,and 80 lb down and 46 lb up at 4-3-11 on top chord,and 26 lb down and 51 lb up at 1-5-12,26 lb down and 51 lb up at 1-5-12,and 35 lb down and 42 lb up at 4-3-11,and 35 lb down and 42 lb up at 4-3-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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) 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=54,10-11=10,8-9=-10,6-7=-10 Concentrated Loads(Ib) Vert:14=48(F=24,B=24)15=93(F=46,B=46)16=42(F=21,B=21)17=-43(F=-21,B=-21) October 10,201; Continued on page 2 ■ ► 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 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,duality control,storage,delivery,erection and bracing,consult ANSIITPI1 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. Job Truss Truss Type Qty Ply 110796479 725584 F1.101T Diagonal Hip Girder 1 1 • • Job Reference(optional) Builders FirstSource Jacksonville,Fl 32244 • 7.640 5 Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:21:59 2015 Page 3 ID:zeNSFIUYRmWkI6OTLOHDS7zYICt-csvlUHgs6RWOzeOfiKgquJbmWMQlwtKyou 12yOFbc .LOAD CASE(S) Uniform Loads(plf) Vert:1-2=22,2-5=27,10-11=-10,8-9=10,6-7=10 Horz:1-2=-22,2-5=-17 Concentrated Loads(Ib) Vert:14=105(F=53,B=53)15=29(F=14,B=14)16=89(F=45,B=45)17=65(F=32,B=32) 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=-25,2-5=30,10-11=-10,8-9=-10,6-7=10 Horz:1-2=-19,2-5=-14 Concentrated Loads(Ib) Vert:14=113(F=57,B=57)15=37(F=18,B=18)16=89(F=45,B=45)17=65(F=32,B=32) 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=13,2-5=-18,10-11=10,8-9=-10,6-7=10 Horz:1-2=-31,2-5=-26 Concentrated Loads(Ib) Vert:14=79(F=39,B=39)15=2(F=1,B=1)16=89(F=45,B=45)17=65(F=32,B=32) 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=-29,2-5=-34,10-11=10,8-9=-10,6-7=10 Horz:1-2=-15,2-5=10 Concentrated Loads(Ib) Vert:14=123(F=62,B=62)15=47(F=23,B=23)16=89(F=45,B=45)17=65(F=32,B=32) 19) Reversal:Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=54,10.11=10,8-9=10,0.7=10 Concentrated Loads(Ib) Vert:14=190(F=95,B=95)15=19(F=9,B=9)16=103(F=51,B=51)17=-5(F=3,B=-3) 20) Reversal:Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-44,10.11=10,8-9=10,6-7=10 Concentrated Loads(Ib) Vert:14=155(F=77,B=77)15=19(F=9,B=9)16=88(F=44,B=44)17=5(F=3,B=3) 21) Reversal:Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-5=-14,10-11=10,8-9=10,6-7=-10 Concentrated Loads(Ib) Vert:14=48(F=24,B=24)15=19(F=9,B=9)16=42(F=21,B=21)17=-5(F=-3,B=-3) 22) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=44,2-5=28,10-11=-6,8-9=6,6-7=-6 Horz:1-2=-52,2-5=36 Concentrated Loads(Ib) Vert:14=-115(F=57,B=57)15=-124(F=62,B=-62)16=-53(F=-26,B=-26)17=-70(F=-35,B=-35) 23) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=17,2-5=24,10-11=-6,8-9=-6,6-7=-6 Horz:1-2=-25,2-5=32 Concentrated Loads(Ib) Vert:14=-104(F=-52,B=52)15=-114(F=57,B=-57)16=-53(F=-26,B=26)17=70(F=-35,B=35) 24) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-5=8,10-11=10,8-9=10,6-7=-10 Horz:1-2=-29,2-5=-22 Concentrated Loads(Ib) Vert:14=-59(F=-30,B=-30)15=69(F=34,B=-34)16=-42(F=-21,B=-21)17=-58(F=-29,B=29) 25) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase-=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=11,2-5=4,10-11=10,8-9=10,6-7=10 Horz:1-2=-25,2-5=-18 Concentrated Loads(lb) Vert:14=-49(F=-24,B=-24)15=-58(F=-29,B=-29)16=-42(F=-21,B=-21)17=58(F=-29,B=-29) 26) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=33,2-5=40,10-11=-6,8-9=6,6-7=-6 Horz:1-2=-42,2-5=-49 Concentrated Loads(Ib) Vert:14=-150(F=-75,B=-75)15=-160(F=-80,B=-80)16=-53(F=-26,B=-26)17=70(F=35,B=-35) 27) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-2=12,2-5=19,10.11=6,8-9=-6,6-7=-6 Horz:1-2=-21,2-5=-28 Concentrated Loads(Ib) Vert:14=91(F=-45,B=-45)15=100(F=-50,B=-50)16=53(F=-26,B=-26)17=-70(F=-35,B=-35) 28) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 4 t ► A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•747J 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 ANSIITPIt Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D•Onofio Drive,Mad,son,WI 53719. Job Truss Truss Type Qty Ply 110796480 725584 HJ02 Diagonal Hip Girder 2 1 ._. , ,Job Reference(optional) Builders FirstSource, Jadcsont.ille,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:22:00 2015 Page 1 ID zeNSFIUYRmWk16OTLOHDS7zYICt-52T14glSdQaNO7DbCPr3N5skKwjkT18I YcYRZUyOFbb I -2-9-15 I 2-7-13 I 2-9-15 2-7-13 Scale=1:13.2 3i" 4.95 N I N 9 2 r I _ 4 3x6 = 1 Plate Offsets(X,Y)— [2:0-6-0,0-0-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) 0.00 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 2-7-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=30/Mechanical,2=295/0-7-12 (min.0-1-8),4=-4/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-29(LC 12),2=-192(LC 8),4=-4(LC 1) \\ 11 1 1 1 1 1 1//// Max Gray 3=30(LC 1),2=295(LC 1),4=25(LC 3) \\\. OS S.K //,, FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �� ` /i „ .J 10ENSF •�� NOTES- (7-9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., - * / e 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 _-D t�a j/ : 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -n _ 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. .. Q., _. 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 29 lb uplift at joint 3,192 lb uplift at joint '••P1 OR(O P•• 0i ■ 2 and 4 lb uplift at joint 4. SS, `� \\ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. //// /Q N A` Ti \\ \ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any ///Hill 1 1 1\\\ 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 October 20,201: • - . 1 A WARNING-Verily 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 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,deivery,erection and bracing.consult • ANSIRPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D•Onofrio Drive,Madison.1M 53719. Job Truss Truss Type Qty Ply 110796481 725584 11.103 Diagonal Hip Girder 4 1 • Job Reference(optional) Builders FirstSource Jadcsonbille,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:01 2015 Page 2 ID:zeNSFIUYRmWIcI6OTLOHDS7zYICt-ZF1 PIAJ5OjiEeGonm7MlvJPuhK_iCIOAnGH?5wyOFba LOAD CASE(S) 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,4-5=10 Concentrated Loads(lb) Vert 8=99(F=49,B=49)9=3(F=2,B=2)10=20(F=10,B=10)11=16(F=8,B=-8) 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) Veit 8=16(F=8,B=8)9=19(F=-9,B=-9)10=49(F=24,B=24)11=-12(F=6,B=-6) 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=-49,4-5=-23 Concentrated Loads(Ib) Vert:8=-80(F=-40,B=-40)9=26(F=13,B=13)10=12(F=6,6=6)11=-42(F=-21,B=-21) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=18,2-3=25,4-5=17 Horz:1-2=27,2-3=34,4-5=-23 Concentrated Loads(Ib) Vert:8=-37(F=-19,B=19)9=68(F=34,B=34)10=12(F=6,B=6)11=-42(F=-21,B=-21) 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=21,45=13 Horz:1-2=42,2-3=-35,4-5=-23 Concentrated Loads(Ib) Vert:8=-24(F=12,B=12)9=81(F=41,B=41)10=24(F=12,B=12)11=-30(F=-15,B=-15) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=13,2-3=6,4-5=13 Horz:1-2=27,2-3=-20,4-5=-23 Concentrated Loads(Ib) Vert:8=18(F=9,B=9)9=124(F=62,B=62)10=24(F=12,B=12)11=-30(F=-15,B=-15) 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=-80(F=-40,B=-40)9=26(F=13,B=13)10=12(F=6,B=6)11=24(F=12,B=12) 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=-20(F=-10,B=10)9=85(F=43,B=43)10=12(F=6,B=6)11=24(F=12,B=12) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-2=33,2-3=40,4-5=-6 Horz:1-2=-42,2-3=-49 Concentrated Loads(lb) Vert:8=-80(F=-40,B=-40)9=26(F=13,B=13)10=12(F=6,B=6)11=24(F=12,B=12) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=12,2-3=19,4-5=-6 Horz:1-2=-21,2-3=-28 Concentrated Loads(Ib) Vert:8=-20(F=-10,B=-10)9=85(F=43,B=43)10-12(F-6,B-6)11-24(F=12,B=12) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=28,2-3=21,4-5=10 Horz:1-2=-42,2-3=-35 Concentrated Loads(Ib) Vert:8=-24(F=-12,B=12)9=81(F=41,B=41)10=24(F=12,B=12)11=35(F=18,B=18) 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=35(F=18,B=18)9=141(F=70,B=70)10=24(F=12,B=12)11=35(F=18,B=18) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-3=-14,4-5=10 Concentrated Loads(Ib) Vert:8=28(F=14,B=14)9=-4(F=-2,B=2)10=20(F=10,B=10)11=-7(F=-3,B=-3) 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 page 3 1 1. A WARNING-Verily 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 tracing 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 ANSIRPI1 Quality CrINria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. Job Truss Truss Type Qty Ply 110796481 725584 HJO3 Diagonal Hip Girder 4 1 Job Refere_nc_e_Coptional) Builders FirstSource. Jacksortiille.Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:22:01 2015 Page 4 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-ZF1 PIAJ50jiEeGonm7MlvJPuhK_iCIOAnGH?5wyOFba ,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(lb) Vert:8=-158(F=-79,B=79)9=166(F=-83,B=83)10=-28(F=-14,B=-14)11=-35(F=-18,B=-18) 29) Reversal:Dead+0.6 MWFRS Wnd(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(lb) Vert:8=-98(F=-49,B=-49)9=-106(F=53,B=-53)10=-28(F=-14,B=-14)11=-35(F=-18,B=-18) 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(lb) Vert:8=-102(F=-51,B=-51)9=-110(F=-55,B=55)10=-17(F=8,B=-8)11=24(F=12,B=-12) 31) Reversal:Dead+0.6 MWFRS Wnd(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(lb) Vert:8=-43(F=-21,B=21)9=-51(F=-25,B=-25)10=17(F=8,B=-8)11=-24(F=-12,B=-12) 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=-26,4-5=-17 Concentrated Loads(lb) Vert:8=5(F=3,B=3)9=57(F=29,B=29)10=-46(F=-23,B=23)11=-76(F=-38,B=38) 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=-24,2-3=-29,45=7 Horz:1-2=-20,2-3=15,4-5=-17 Concentrated Loads(lb) Vert:8=37(F=18,B=18)9=25(F=13,B=-13)10=-46(F=23,B=-23)11=-76(F=-38,B=-38) 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(lb) Vert:8=5(F=3,B=3)9=-57(F=29,B=-29)10=3(F=1,B=1)11=-26(F=-13,B=-13) 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=-34,45=10 Horz:1-2=-15,2-3=10 Concentrated Loads(lb) Vert:8=50(F=25,B=25)9=-13(F=-6,B=-6)10=3(F=1,B=1)11=-26(F=-13,B=-13) 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. 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 responsibilkhy 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,WI 53719. Job Truss Truss Type Qty Ply 110798482 725584 HJ04 Diagonal Hip Girder 2 1 • Job Reference(optional) Builders FirstSource. Jacksonville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:22:02 2015 Page 2 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-1 Rbn WJj91 g5FQNzKgtXSWx67jOExBeK0w1 YeNyOFbZ ,LOAD CASE(S) Concentrated Loads(Ib) Vert 8=48(F=24,B=24)9=41(F=20,B=20)10=42(F=21,B=21)11=7(F=4,B=4) 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=48(F=24,B=24)9=5(F=2,B=2)10=42(F=21,B=21)11=20(F=10,B=10) 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=-6 Horz:1-2=-65,2-3=-49 Concentrated Loads(Ib) Vert:8=-115(F=-57,B=57)9=-15(F=-7,B=-7)10=20(F=10,B=10)11=4(F=2,B=2) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=18,2-3=25,4-5=-6 Horz:1-2=-27,2-3=-34 Concentrated Loads(Ib) Vert:8=-72(F=-36,B=-36)9=28(F=14,B=14)10=20(F=10,B=10)11=4(F=2,B=2) 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=-10 Horz:1-2=42,2-3=-35 Concentrated Loads(Ib) Vert 8=-59(F=-30,B=30)9=41(F=20,B=20)10=31(F=15,B=15)11=15(F=8,B=8) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=13,2-3=6,4-5=-10 Horz:1-2=27,2-3=-20 Concentrated Loads(Ib) Vert 8=17(F=8,B=8)9=83(F=42,B=42)10=31(F=15,B=15)11=15(F=8,B=8) 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=-115(F=-57,B=-57)9=15(F=7,B=-7)10=20(F=10,B=10)11=4(F=2,B=2) 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=-B Horz:1-2=21,2-3=-28 Concentrated Loads(Ib) Vert:8=-55(F=-28,B=-28)9=45(F=22,B=22)10=20(F=10,B=10)11=4(F=2,B=2) 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=40,45=-6 Horz:1-2=-42,2-3=-49 Concentrated Loads(Ib) Vert:8=-115(F=-57,B=-57)9=15(F=-7,B=-7)10=20(F=10,B=10)11=4(F=2,B=2) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=12,2-3=19,4-5=-6 Horz:1-2=-21,2-3=-28 Concentrated Loads(Ib) Vert:8=-55(F=-28,B=-28)9=45(F=22,B=22)10=20(F=10,B=10)11=4(F=2,B=2) 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=-59(F=-30,B=-30)9=41(F=20,B=20)10=31(F=15,13=15)11=15(F=8,B=8) 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=0(F=0,B=0)9=100(F=50,B=50)10=31(F=15,B=15)11=15(F=8,B=8) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-3=-14,4-5=-10 Concentrated Loads(Ib) Vert:8=48(F=24,B=24)9=11(F=5,B=5)10=42(F=21,B=21)11=7(F=3,B=3) 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=13,2-3=18,4-5=-10 Horz:1-2=-31,2-3=26 Continued on Dade 3 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 ANSIRPl1 Quality Criteria.DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. Job •Truss Truss Type Qty Ply 110796482 725584 HJO4 Diagonal Hip Girder 2 1 • i Job Reference(optional) Builders FastSource, Jadcsotfville.Ft 32244 7.640 s Oct 7 2015 MTek Industries,Inc. Fri Oct 30 10:22:02 2015 Page 4 ID:zeNSFIUYRmWIcl6OTLOHDS7zYICt-1 Rbn WJj91 g5FQNzKgtXSWx67jOExBeKOw1 YeNyOFbZ LOAD CASE(S) 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=-101(F--50,B-50)9--89(F--44,B--44)10=-47(F=-24,B -24)11=-17(F -8,B=-8) 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(lb) Vert:8=-105(F=-52,B=52)9=-93(F=-46,B=-46)10=36(F=-18,B=18)11=5(F=-3,B=-3) 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=-45(F=-23,B=23)9=33(F=17,B=-17)10=36(F=18,B=-18)11=5(F=3,B=-3) 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=10 Horz:1-2=31,2-3=-26 Concentrated Loads(Ib) Vert:8=-67(F=44,B=34)9=23(F=12,B=-12)10=18(F=9,B=-9)11=-2(F=-1,B=1) 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(plt) Vert:1-2=-24,2-3=-29,4-5=10 Horz:1-2=-20,2-3=-15 Concentrated Loads(Ib) Vert:8=-35(F=-18,B=18)9=9(F=4,B=4)10=-18(F=-9,B=9)11=2(F=-1,B=1) 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=-67(F-34,B-34)9-23(F-12,B-12)10-18(F-9,B-9)11--2(F=1,13=1) 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=34,45=10 Horz:1-2=15,2-3=-10 Concentrated Loads(Ib) Vert:8=-23(F=-11,B=11)9=21(F=11,8=11)10=-18(F=-9,B=9)11=-2(F=1,6=1) • ■ ■ 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 MiTek connectors.This design is based only upon parameters shown,and is for an individual building 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 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 BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 CrOnohio Drive,Madison,Wl 53719. Job Truss Truss Type Qty Ply 110796483 725584 TO1 Half Hip Girder 1 1 • - -nce(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:03 2015 Page 2 I D:z eN S F I U YR m Wk I6OTL O H D S7z YI C t-Vd89j rK LwLyxtayAu XP m_k U E M 7Y6 g SbTF a m5ApyO F by 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 14) Use Simpson HTU26 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=-54,3-4=-54,4-7=-54,13-20=10,3-10=-10,8-9=10 Concentrated Loads(Ib) Vert 4=-40(F)8=13(F)12=-83(F)7=43(F)23=-19(F)24=-19(F)25=-19(F)26=-19(F)27=19(F)28=-19(F)29=-49(F)30=-49(F)31=-49(F)32=49(F)33=-49(F) 34=-49(F) 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-3=-44,3-4=-44,4-7=44,13-20=10,3-10=10,8-9=-10 Concentrated Loads(Ib) Vert 4=35(F)8=12(F)12=-68(F)7=35(F)23=-17(F)24=17(F)25=-17(F)26=17(F)27=-17(F)28=-17(F)29=-41(F)30=-41(F)31=-41(F)32=41(F)33=41(F) 34=-41(F) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-3=14,3-4=-14,4-7=-14,13-20=-30,3-10=-30,8-9=-30 Concentrated Loads(Ib) Vert 4=50(F)8=-27(F)12=-46(F)7=15(F)23=-23(F)24=-23(F)25=-23(F)26=23(F)27=23(F)28=23(F)29=-29(F)30=29(F)31=-29(F)32=-29(F)33=-29(F) 34=-29(F) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=7,2-3=-10,3-4=10,4-7=25,13-20=-6,3-10=-6,8-9=-6 Horz:1-2=15,2-3=1,3.4=1 Concentrated Loads(Ib) Vert:4=147(F)8=-6(F)12=84(F)7=76(F)23=43(F)24=43(F)25=43(F)26=43(F)27=43(F)28=43(F)29=45(F)30=45(F)31=45(F)32=45(F)33=45(F)34=45(F) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=8,2-3=15,3-4=15,4-7=25,13-20=-6,3-10=6,8-9-6 Horz:1-2=17,2-3=-24,3-4=-24 Concentrated Loads(Ib) Vert:4=112(F)8=-6(F)12=84(F)7=76(F)23=43(F)24=43(F)25=43(F)26=43(F)27=43(F)28=43(F)29=45(F)30=45(F)31=45(F)32=45(F)33=45(F)34=45(F) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-22,2-3=-29,3-4=-29,4-7=6,13-20=-10,3-10=10,8-9=10 Horz:1-2=8,2-3=15,3-4=15 Concentrated Loads(Ib) Vert:4=194(F)8=-2(F)12=94(F)7=95(F)23=63(F)24=63(F)25=63(F)26=63(F)27=63(F)28=63(F)29=49(F)30=49(F)31=49(F)32=49(F)33=49(F)34=49(F) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=3,2-3=-4,3-4=-4,4-7=6,13-20=-10,3-10=10,8-9=10 Horz:1-2=17,2-3=10,3-4=-10 Concentrated Loads(Ib) Vert:4=159(F)8=-2(F)12=94(F)7=95(F)23=63(F)24=63(F)25=63(F)26=63(F)27=63(F)28=63(F)29=49(F)30=49(F)31=49(F)32=49(F)33=49(F)34=49(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=25,3-4=25,47=13,13-20=-6,3-10=-6,8-9=-6 Horz:1-2=-27,2-3=-34,3-4=-34 Concentrated Loads(Ib) Vert:4=110(F)8=-6(F)12=84(F)7=88(F)23=55(F)24=55(F)25=55(F)26=55(F)27=55(F)28=55(F)29=45(F)30=45(F) 31=45(F)32=45(F)33=45(F)34=45(F) 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=13,3-4=13,4-7=13,13-20=-6,3-10=-6,8-9=6 Horz:1-2=-14,2-3=-21,3-4=-21 Concentrated Loads(Ib) Vert:4=127(F)8=-6(F)12=84(F)7=88(F)23=55(F)24=55(F)25=55(F)26=55(F)27=55(F)28=55(F)29=45(F)30=45(F) 31=45(F)32=45(F)33=45(F)34=45(F) 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=25,3-4=25,4-7=13,13-20=-6,3-10=-6,8-9=-6 Horz:1-2=-27,2-3=-34,3-4=-34 Concentrated Loads(Ib) Vert:4=110(F)8=-6(F)12=84(F)7=88(F)23=55(F)24=55(F)25=55(F)26=55(F)27=55(F)28=55(F)29=45(F)30=45(F) 31=45(F)32=45(F)33=45(F)34=45(F) 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=13,3-4=13,4-7=13,13-20=-6,3-10=-6,8-9=-6 Horz:1-2=-14,2-3=-21,3-4=-21 Concentrated Loads(Ib) Vert:4=127(F)8=-6(F)12=84(F)7=88(F)23=55(F)24=55(F)25=55(F)26=55(F)27=55(F)28=55(F)29=45(F)30=45(F) 31=45(F)32-45(F)33=45(F)34=45(F) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on pane 3 • 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,delivery,erection and bracing,consult ANSIFTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 110796483 725584 T01 Halt Hip Girder 1 1 • Job Reference(optional) Builders FirstSource Jacksorhille.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. En Oct 30 10:22:03 2015 Page 4 ID:zeNSFIUYRmWkI6OTLOHDS7zYICt-Vd89jrKLwLyxtayAuXPm kUEM7Y6gSbTFam5ApyoFbY ,LOAD CASE(S) Concentrated Loads(Ib) Vert:4=-147(F)8=-19(F)12=-89(F)7=-96(F)23=-82(F)24=-82(F)25=-82(F)26=-82(F)27=-82(F)28=-82(F)29=-45(F)30=45(F)31=-45(F)32=-45(F)33=45(F) 34=-45(F) 25) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Veil:1-2=-22,2-3=-29,3-4=-29,4-7=6,13-20=10,3-10=10,8-9=10 Horz:1-2=8,2-3=15,3-4=15 Concentrated Loads(Ib) Vert:4=-65(F)8=-15(F)12=-79(F)7=-76(F)23=-62(F)24=-62(F)25=-62(F)26=-62(F)27=-62(F)28=-62(F)29=-.41(F)30=-41(F)31=-41(F)32=-41(F)33=41(F) 34=-41(F) 26) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=3,2-3=-4,3-4=-4,47=6,13-20=10,3-10=10,8-9=10 Horz:1-2=-17,2-3=10,3-4=10 Concentrated Loads(Ib) Vert:4=-100(F)8=-15(F)12=-79(F)7=-76(F)23=-62(F)24=62(F)25=-62(F)26=-62(F)27=-62(F)28=-62(F)29=-41(F)30=41(F)31=-41(F)32=-41(F)33=-41(F) 34=_41(F) 27) 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=25,3-4=25,4-7=13,13-20=-6,3-10=-6,8-9=-6 Horz:1-2=27,2-3=-34,3-4=-34 Concentrated Loads(Ib) Vert:4=-149(F)8=-19(F)12=-89(F)7=-83(F)23=70(F)24=70(F)25=-70(F)26=-70(F)27=70(F)28=70(F)29=-45(F)30=-45(F)31=45(F)32=-45(F)33=-45(F) 34=-45(F) 28) 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=13,3-4=13,47=13,13-20=-6,3-10=-6,8-9=-6 Horz:1-2=14,2-3=-21,3-4=-21 Concentrated Loads(Ib) Vert:4=-132(F)8=19(F)12=-89(F)7=-83(F)23=70(F)24=70(F)25=-70(F)26=-70(F)27=-70(F)28=70(F)29=-45(F)30=-45(F)31=-45(F)32=-45(F)33=-45(F) 34=45(F) 29) 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=25,3-4=25,4-7=13,13-20=-6,3-10=6,8-9=-6 Horz:1-2=27,2-3=-34,3-4=-34 Concentrated Loads(Ib) Vert:4=-149(F)8=-19(F)12=89(F)7=-83(F)23=-70(F)24=70(F)25=-70(F)26=-70(F)27=-70(F)28=70(F)29=45(F)30=-45(F)31=-45(F)32=-45(F)33=-45(F) 34=45(F) 30) 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=13,3-4=13,47=13,13-20=-6,3-10=-6,8-9=6 Horz:1-2=-14,2-3=21,3-4=21 Concentrated Loads(Ib) Vert:4=-132(F)8=-19(F)12=-89(F)7=-83(F)23=-70(F)24=-70(F)25=-70(F)26=-70(F)27=-70(F)28=70(F)29=-45(F)30=45(F)31=45(F)32=-45(F)33=-45(F) 34=-45(F) 31) Reversal: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=6,3.4=6,47=7,13-20=10,3-10=10,8-9=10 Horz:1-2=-27,2-3=-20,3-4=-20 Concentrated Loads(Ib) Vert:4=-102(F)8=15(F)12=79(F)7=-64(F)23=-50(F)24=-50(F)25=-50(F)26=-50(F)27=-50(F)28=-50(F)29=-41(F) 30=-41(F)31=-41(F)32=-41(F)33=-41(F)34=-41(F) 32) Reversal: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=-7,3-4=-7,4-7=-7,13-20=-10,3-10=10,8-9=-10 Horz:1-2=-14,2-3=-7,3-4=7 Concentrated Loads(Ib) Vert:4=-84(F)8=-15(F)12=79(F)7=-64(F)23=-50(F)24=50(F)25=50(F)26=-50(F)27=-50(F)28=50(F)29=-41(F) 30=41(F)31=-41(F)32=-41(F)33=-41(F)34=-41(F) 33) 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) Veil:1-2=-50,2-3=-55,3-4=-55,4-7=29,13-20=-10,3-10=-10,8.9=-10 Horz:1-2=6,2-3=11,3-4=11 Concentrated Loads(Ib) Vert:4=-46(F)8=-15(F)12=97(F)7=-70(F)23=-47(F)24=-47(F)25=-47(F)26=-47(F)27=-47(F)28=-47(F)29=-53(F) 30=-53(F)31=-53(F)32=-53(F)33=-53(F)34=-53(F) 34) 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=-31,2-3=-37,3-4=-37,4-7=-29,13-20=-10,3-10=-10,8-9=-10 Horz:1-2=-13,2-3=-7,3-4=-7 Concentrated Loads(Ib) Vert:4=-73(F)8=-15(F)12=97(F)7=-70(F)23=-47(F)24=-47(F)25=-47(F)26=-47(F)27=-47(F)28=-47(F)29=53(F) 30=-53(F)31=-53(F)32=-53(F)33=-53(F)34=53(F) 35) 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 Continued on pane 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 responsibilliy of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing.consult ANSIRPII Quality Criteria,DSB419 and BC811 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply I 110796484! 725584 T02 Half Hip 1 1 Job Reference(optional) Burden FinstSource, JadcsoMille,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:04 2015 Page 1 ID:zeNSFIUYRmWkl60TLOHDS7zYICt-zgiYwBLzhe4oVkXMRFw?Xx1OBXwwP?WdTEWriFyOFbX 1 I -2-0-0 I 2-5-8 13-5-8 I 7-0-0 I 12-5-4 I 16-7-0 117-7-0 19-4-12 I 2-0-0 2-5-8 1-0-0 3-6-8 5-5-4 4-1-12 1-0-0 1-9-12 Scale=1:36.5 4x6= 2x4 II 3x4 = 3x4 = 4 5 6 7 T2 it n n 7.00 12 -, /411 3 ,� .. B4 MEI ul a rut 3 2 -'- 1..' 11 SxL `. 1.- .� - �x4 = 3x4= t��_, r OM if 2x6 I I J 1 12 2x6 I I4_9 B 3x8% 2x4 II 2x4 II 5x6 = I 2-5-8 1 3-5-8 I 7-0-0 I 16-7-0 117-7-0 I 19-4-12 1 2-5-8 1-0-0 3-6-8 9-7-0 1-0-0 1-9-12 Plate Offsets(X,Y)— [2:0-2-3,0.1-8[,[3:0-3-0,0-2-41,[4:0-3-0,0-1-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.33 10-11 >702 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.61 10-11 >381 180 BCLL 0.0 • Rep Stress Incr YES WB 0.42 Horz(TL) 0.24 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:109 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins, except BOT CHORD 2x4 SP No.3*Except' end verticals. B1:2x4 SP No.1,B4,B7:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing:9-10 WEDGE Left 2x4 SP No.3 \\\`t\)1 1 1 1 1 1//// REACTIONS. (lb/size) 8=565/Mechanical,2=779/0-5-8 (min.0-1-8) ��\ SOS S:K .ij, Max Horz 2=172(LC 12) ■\ \)\ •. i Max Uplift 8=170(LC 9),2=180(LC 12) \CENS - -•�•■ "„ i FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. * i de 34869 '. TOP CHORD 3-4=932/441,4-5=-786/446,5-6=-309/162,6-7=-285/155,7-8=-554/296 , BOT CHORD 3-11=-446/776,10-11=511/818 --' 7 rl : rx WEBS 4-11=-6/251,5-10=-584/401,7-10=-340/624 T + NOTES- (9-12) -- U ((/- 1)Unbalanced roof live loads have been considered for this design. STATE OF 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., • c1••• FL oI i) .• C3_. GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8,MWFRS for reactions shown;Lumber v_c� •.... DOL=1.60 plate grip DOL=1.60 / v/ \� 3)Provide adequate drainage to prevent water ponding. //// 0111110 ' N AL �� 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 170 lb uplift at joint 8 and 180 lb uplift at joint 2. 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 October 0,201'. • • 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 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 ANSVTPI7 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 ClOnofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 110796486 725584 T04 Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jarksortville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:22:06 2015 Page 1 I D:zeN SF IUYRm W k160TLOH DS7zYICt-vCq ILIM DDGK Wk2h kZgyTCM6sVLnpt?KvxY?InByOFbV I -2-0-0 I 1-10-8 1 5-10-6 I 7-8-14 I 9-8-14 • 2-0-0 1-10-8 3-11-14 1-10-8 2-0-0 Scale=1:22.6 4x8 = 3i 1 i 4 : _ 1 ■ 7.00 ,2 iltillSi 2 5 ►i 8 18 7 li 2x4 II 3x4= 6 1 2x6= 2x6= 1 1-10-8 I 5-10-6 I 7-8-14 I 1-10-8 3-11-14 1-10-8 Plate Offsets(X,Y)— [2:0-6-0,0-1-21,13:0-5-8,0-2-01,14:0-3-0,0-1-121,15:0-6-0,0-1-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.01 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 7-8 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight 39 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=248/0-5-8 (min.0-1-8),5=247/0-5-8 (min.0-1-8) Max Horz 2=58(LC7) \\\\\\1lllil///// Max Uplift 2=-127(LC 8),5=-128(LC 9) Max Gray 2=299(LC 23),5=298(LC 23) \\-\` \v ......K [��/// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. N\ \)\' •\CEN4.'.`,C\" NOTES- (10-12) * \•,� 1)Unbalanced roof live loads have been considered for this design. a 34869 2)Wind:ASCE 7-10;Vult=l3omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.II;Exp C;End., — •: 7 j r•1� GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U •• 4(/ 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 STATE OF will fit between the bottom chord and any other members. (� '•,FL ORIO P \�� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 127 lb uplift at joint 2 and 128 lb uplift at v_c, •....• i \, joint 5. ;//61‘,.c,../..cc../.N.0. //v�O�'A �` \\\ 7)"Semi-rigid pitchbreaks including heels"Member provided fixity model was used n the analysis load(s)design of this truss. and 79 lb up at ///// V 1 1`\x\\\ 8)Hanger(s)or other connection devices shall be rovided sufficient to support ( ) p 1-10-8,and 53 lb down and 33 lb up at 3-11-4,and 96 lb down and 79 lb up at 5-10-6 on top chord,and 27 lb down and 32 lb up at 1-10-8,and 9 lb down and 14 lb up at 3-11-4,and 27 lb down and 32 lb up at 5-9-10 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 Concentrated Loads(Ib) Vert:3=79(F)4=79(F)8=14(F)7=14(F)15=33(F)16=6(F) Continued on page 2 October 30,201! t ■ ® WARNING•Verity 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.Braong shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respons6illiy of the Julius Lee PE. i 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 ANSVTPH Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,563 D'Onofrio Drive.Madison,WI 53719. Boynton Beach,FL 33435 Job Truss Truss Type Qty Ply 110796486 725584 T04 Hip Girder 1 1 Job Reference(optional) Builders FirstSource, JadtsoSile,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:06 2015 Page 3 I D:zeNSFIUYR m W k16OTLOH DS7zYICt-vCgl LtM DDGK Wk2h liZgyTcM6sVLnpt?KvxY?InByOFbV .LOAD CASE(S) Uniform Loads(plf) Vert:1-2=-50,2-3=55,3-4=-29,4-5=-37,5-6=-31,9-12=10 Horz:1-2=6,2-3=11,4-5=7,5-6=13 Concentrated Loads(Ib) Vert:3=36(F)4=36(F)8=23(F)7=23(F)15=17(F)16=13(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=-31,2-3=-37,3-4=-29,4-5=-55,5-6=-50,9-12=10 Horz:1-2=13,2-3=-7,4-5=11,5-6=6 Concentrated Loads(Ib) Vert:3=36(F)4=36(F)8=23(F)7=23(F)15=17(F)16=13(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=-29,3-4=-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=59(F)4=59(F)8=23(F)7=23(F)15=26(F)16=13(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=-38,3-4=-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=59(F)4=59(F)8=23(F)7=23(F)15=26(F)16=13(F) 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(Ib) Vert:3=79(F)4=79(F)8=14(F)7=14(F)15=33(F)16=6(F) 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=79(F)4=79(F)8=14(F)7=14(F)15=33(F)16=6(F) 21) 3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Veil:1-3=-44,3-4=-44,4-6=-14,9-12=10 Concentrated Loads(Ib) Vert:3=64(F)4=64(F)8=14(F)7=14(F)15=26(F)16=6(F) 22)4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Veil:1-3=-14,3-4=-44,4-6=-44,9-12=-10 Concentrated Loads(Ib) Veil:3=64(F)4=64(F)8=14(F)7=14(F)15=26(F)16=6(F) 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=18(F)4=18(F)8=32(F)7=32(F)15=8(F)16=14(F) 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=18(F)4=18(F)8=28(F)7=28(F)15=8(F)16=12(F) 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=18(F)4=18(F)8=14(F)7=14(F)15=8(F)16=6(F) 26) Reversal:1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Veil:1-3=-54,3-4=-54,4-6=-14,9-12=10 Concentrated Loads(Ib) Vert:3=18(F)4=18(F)8=32(F)7=32(F)15=8(F)16=14(F) 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=-54,9-12=-10 Concentrated Loads(Ib) Vert:3=18(F)4=18(F)8=32(F)7=32(F)15=8(F)16=14(F) 28) Reversal:3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-4=-44,4-6=-14,9-12=10 Concentrated Loads(Ib) Veil:3=18(F)4=18(F)8=28(F)7=28(F)15=8(F)16=12(F) 29) Reversal:4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Veil:1-3=-14,3-4=-44,4-6=-44,9-12=10 Continued on•-•e 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1.7473 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 responsatillity 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 ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 Donofrio Drive,Madison.V 1 53719. Boynton Beach,FL 33435 Job Truss Truss Type Qty Ply 725584 T04 Hip Girder 1 1 110796466 Job Reference(optional) Builders FirstSouroe, Jadrsomrille,F132244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fn Oct 30 10:22:06 2015 Page 5 1 D:ZeN SFIUYR m W k16OTLOHDS72YICt-liCgIUMDDGKW k2h IQgyTCM6SVLnpt?KvuY?InflyOFbV .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=43(F)4=43(F)8=1(F)7=1(F)15=8(F)16=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=-38,3-4=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=43(F)4=43(F)8=1(F)7=1(F)15=8(F)16=2(F) • 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 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,deivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,trill 53719. • Job Truss Truss Type Qty .Pty 110796487 725584 705 Half Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:22:07 2015 Page 2 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-NPOgYDNr ZSNMBFx7NTi9af1 Fk6YcRV3ACkJJayOFbU LOAD CASE(S) Concentrated Loads(Ib) Vert:6=-22(B)3=-85(B)10=-43(B)11=-13(B) 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-3=-44,3-4=-44,5-7=10 Concentrated Loads(Ib) Vert:6=-20(B)3=-69(B)10=35(B)11=-12(B) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-4=-14,5-7=-30 Concentrated Loads(Ib) Vert 6=-48(B)3=27(B)10=15(B)11=27(B) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=7,2-3=-10,3-4=25,5-7=-6 Horz:1-2=15,2-3=1 Concentrated Loads(Ib) Vert 6=-9(B)3=155(B)10=76(B)11=-6(B) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-3=15,3-4=25,5-7=-6 Horz:1-2=-17,2-3=-24 Concentrated Loads(Ib) Vert:6=-9(B)3=155(B)10=76(B)11=6(B) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=22,2-3=29,3-4=6,5-7=-10 Horz:1-2=8,2-3=15 Concentrated Loads(Ib) Vert:6=1(B)3=203(B)10=95(B)11=2(B) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=3,2-3=-4,3-4=6,5-7=-10 Horz:1-2=-17,2-3=-10 Concentrated Loads(Ib) Vert:6=1(B)3=203(8)10=95(B)11=-2(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=25,3-4=13,5-7=6 Horz:1-2=-27,2-3=-34 Concentrated Loads(Ib) Vert:6=-9(B)3=185(B)10=88(B)11=-6(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=13,3-4=13,5-7=6 Horz:1-2=-14,2-3=-21 Concentrated Loads(Ib) Vert:6=-9(B)3=185(B)10=88(B)11=-6(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=25,3-4=13,5-7=-6 Horz:1-2=-27,2-3=-34 Concentrated Loads(Ib) Vert:6=-9(B)3=185(B)10=88(B)11=-6(B) 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=13,3-4=13,5-7=-6 Horz:1-2=-14,2-3=-21 Concentrated Loads(Ib) Vert:6=-9(B)3=185(B)10=88(B)11=-6(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=6,3-4=-7,5-7=-10 Horz:1-2=27,2-3=-20 Concentrated Loads(Ib) Vert:6=1(B)3=233(B)10=108(B)11=2(B) 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=-7,3-4=-7,5-7=-10 Horz:1-2=-14,2-3=-7 Concentrated Loads(Ib) Vert:6=1(B)3=233(B)10=108(B)11=-2(B) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-3=-14,3-4=14,5-7=-10 Concentrated Loads(Ib) Vert:6=-16(B)3=-20(B)10=-12(B)11=10(B) Continued on pafle 3 . 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 braang 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 tracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,VA 53719. Job Truss Truss Type Qty Ply 725584 T05 Half Hip Girder 1 1 110796487 Job Reference(optional) Builders FiratSource, Jadrsortville,Fl 32244 7.640 s Oct 7 2015 MTek Industries.Inc. Fri Oct 30 10:22:07 2015 Page 4 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-NPOgYDNr ZSNMBFx7NTi9af1Fk6YcRV3ACkJJayOFbU LOAD CASE(S) Concentrated Loads(Ib) Vert:6=-38(B)3=-95(B)10=-64(B)11=15(8) 28) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=0,2-3=-7,3-4=-7,5-7=10 Horz:1-2=-14,2-3=7 Concentrated Loads(Ib) Vert:6=-38(B)3=-95(B)10=-64(B)11=-15(B) 29) 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(pit) Vert:1-2=-50,2-3=-55,3-4=-29,5-7=10 Horz:1-2=6,2-3=11 Concentrated Loads(ib) Vert:6=-33(B)3=118(B)10=-70(B)11=15(B) 30) 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=-31,2-3=-37,3 4=29,5-7=10 Horz:1-2=13,2-3=-7 Concentrated Loads(Ib) Vert:6=-33(B)3=-118(B)10=-70(B)11=15(B) 31) 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=-38,5-7=10 Horz:1-2=20,2-3=-15 Concentrated Loads(Ib) Vert:6=-33(B)3=-95(B)10=-61(B)11=15(B) 32) 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=-38,5-7=-10 Horz:1-2=-11,2-3=-6 Concentrated Loads(ib) Vert:6=-33(B)3=-95(B)10=-61(B)11=-15(B) t f ® 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.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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSN Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onoafo Drive,Madison,W 53719. Job Truss Truss Type Qty Ply 110796489 725584 T10 Hip Girder 2 1 • • • Job Reference(optional) Builders FirstSource, JatluafviNe,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct30 10:22:10 2015 Page 1 ID:zeNSFIUYRmWkI6OTLOHDS7zYICt-o_3pBFQkGUgyDf WoW1PnCHOgyOPpdaVsAzzwvyOFbR I -2-0-0 I 3-5-13 I 6-0-4 I 11-3-8 I 16-6-12 I 19-1-3 I 22-7-0 I 24-7-0 2-0-0 3-5-13 2-6-7 5-3-4 5-3-4 2-6-7 3-5-13 2-0-0 Scale=1:44.4 6x12 MT2OHS 4w Bx MT2OHS III fil 4.0 4 6.00 •12 2x4 = at<ma �. 4h'1.,1111114,11444' 2x4 = 1"11.7 i if 12 23 24 17 25 26 10 400002000......1011114 7x MT2OHS = 2x4 I I 7x14 MT2OHS= 8 1:I' Ig 2 3.50 12 3x8 3x8 I 6-1-8 I 11-3-8 I 16-5-8 I 22-7-0 I 6-1-8 5-2-0 5-2-0 6-1-8 Plate Offsets(X,Y)- 12:0-1-12,0-0-7],14:0-7-12,0-1-121,[6:0-7-12,0-1-121,[8:0-1-12,0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.96 11 >282 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -1.00 11 >271 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.60 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight 104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1'Except' BOT CHORD Rigid ceiling directly applied or 3-2-8 oc bracing. B2:2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1325/0-3-8 (min.0-1-9),8=1325/0-3-8 (min.0-1-9) Max Horz 2=55(LC 7) \\ 11 1 I I IcI�I!///// Max Uplift 2=-1065(LC 5),8=1065(LC 4) \\\\\�\OS•�?.k 0/ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ICENSS.• •�,C� \� TOP CHORD 2-3=-4525/4073,3•4=-4781/4438,4-19=-4410/4131,19-20=4410!4131,5-20=X410/4131, , � 5-21=-4410/4091,21-22=-4410/4091,6-22=-4410/4091,6-7=-4781/4396, * , . 34869 •• 7-8=-4525/4037 BOT CHORD 2-12=-3676/4097,12-23=-5306/5756,23-24=-5306/5756,11-24=-5306/5756, — - /4 r/6 : x 11-25=-5306/5756,25-26=-5306/5756,10-26=5306/5756,8-10=3611/4097 WEBS 3-12=-566/521,4-12=-1538/1626,5-12=-1447/1398,5-11=-237/337,5-10=-1447/1397, 6-10=-1520/1627,7-10=577/521 II •• NOTES- STATE OF .• ��� (12-14) •••.FCORION.••• Cj\ ■ 1)Unbalanced roof live loads have been considered for this design. � S •. .• \\ 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., ///v s/O N�` \`♦ 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. '0111110' \ 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. 7)Bearing at joint(s)2,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1065 lb uplift at joint 2 and 1065 lb uplift at joint 8. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)218 lb down and 290 lb up at 6-0-4,71 lb down and 124 lb up at 8-0-12,71 lb down and 124 lb up at 10-0-12,71 lb down and 124 lb up at 11-3-8,71 lb down and 124 lb up at 12-6-4,and 71 lb down and 124 lb up at 14-6-4,and 218 lb down and 290 lb up at 16-6-12 on top chord,and 126 lb down and 139 lb up at 61-8,47 lb down and 69 lb up at 8-0-12,47 lb down and 69 lb up at 10-0-12,47 lb down and 69 lb up at 11-3-8,47 lb down and 69 lb up at 12-6-4,and 47 lb down and 69 lb up at 14-6-4,and 126 lb down and 139 lb up at 16-5-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Continued on pane 2 October 30,201; ■ 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 responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overaN 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 CrOnofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 110796489 725584 T10 Hip Girder 2 1 • • Job Reference(optional) Builders FirstSource, Jacicsoriville,Fl 32244 7.640 s Od 7 2015 MiTek Industries.Inc. Fri Oct 30 10:22:10 2015 Page 3 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-o 3pBFQkGUgyDf WoW1PnCHOgy0PpdaVsAzzwvyOFbR LOAD CASE(S) Concentrated Loads(Ib) Vert:4=270(F)6=288(F)12=139(F)5=124(F)11=69(F)10=139(F)19=124(F)20=124(F)21=124(F)22=124(F)23=69(F)24=69(F)25=69(F)26=69(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=0,2-4=7,4-6=-7,6-8=6,8-9=13,12-13=10,10-12=10,10-16=10 Horz:1-2=-14,2-4=7,6-8=20,8-9=27 Concentrated Loads(Ib) Vert:4=288(F)6=270(F)12=139(F)5=124(F)11=69(F)10=139(F)19=124(F)20=124(F)21=124(F)22=124(F)23=69(F)24=69(F)25=69(F)26=69(F) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-4=-14,4-6=-14,6-9=-14,12-13=-10,10-12=10,10-16=10 Concentrated Loads(Ib) Vert:4=-47(F)6=47(F)12=-41(F)5=-22(F)11=19(F)10=-41(F)19=-22(F)20=-22(F)21=-22(F)22=-22(F)23=-19(F)24=19(F)25=19(F)26=-19(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(pmt) Veil:1-2=-41,2-4=-46,4-6=-29,6-8=-36,8-9=31,12-13=7,10-12=7,10-16=7 Horz:1-2=-3,2-4=2,6-8=8,8-9=13,12-13=-17,10-16=17 Concentrated Loads(Ib) Vert:4=214(F)6=200(F)12=41(F)5=82(F)11=25(F)10=41(F)19=82(F)20=82(F)21=82(F)22=82(F)23=25(F)24=25(F)25=25(F)26=25(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(pit) Vert:1-2=-31,2-4=-36,4-6=-29,6-8=-46,8-9=-41,12-13=7,10-12=7,10-16=7 Horz:1-2=-13,2-4=-8,6-8=-2,8-9=3,12-13=-17,10-16=17 Concentrated Loads(Ib) Vert:4=200(F)6=214(F)12=41(F)5=82(F)11=25(F)10=41(F)19=82(F)20=82(F)21=82(F)22=82(F)23=25(F)24=25(F)25=25(F)26=25(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=-24,2-4=-29,4-6=-38,6-8=-38,8-9=-33,12-13=10,10-12=-10,10-16=10 Horz:1-2=-20,2-4=15,6-8=6,8-9=11 Concentrated Loads(Ib) Vert:4=199(F)6=212(F)12=83(F)5=91(F)11=42(F)10=83(F)19=91(F)20=91(F)21=91(F)22=91(F)23=42(F)24=42(F)25=42(F)26=42(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=-33,2-4=-38,4-6=38,6-8=-29,8-9=-24,12-13=-10,10-12=-10,10-16=10 Horz:1-2=11,2-4=-6,6-8=15,8-9=20 Concentrated Loads(Ib) Vert:4=212(F)6=199(F)12=83(F)5=91(F)11=42(F)10=83(F)19=91(F)20=91(F)21=91(F)22=91(F)23=42(F)24=42(F)25=42(F)26=42(F) 19) 1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-6=-54,6-9=-14,12-13=10,10-12=10,10-16=10 Concentrated Loads(Ib) Vert:4=-162(F)6=-218(F)12=69(F)5=71(F)11=32(F)10=-69(F)19 -71(F)20 -71(F)21=-7b(F)22=-71(F)23=-32(F)24=-32(F)25=-32(F)26=-32(F) 20) 2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Veil:1-4=-14,4-6=-54,6-9=-54,12-13=10,10-12=10,10-16=-10 Concentrated Loads(Ib) Vert:4=-218(F)6=-162(F)12=-69(F)5=71(F)11=-32(F)10=-69(F)19=71(F)20=-71(F)21=71(F)22=71(F)23=32(F)24=-32(F)25=-32(F)26=-32(F) 21) 3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pmt) Vert:1-4=-44,4-6=-44,6-9=14,12-13=10,10-12=10,10-16=-10 Concentrated Loads(Ib) Vert:4=-133(F)6=175(F)12=-62(F)5=59(F)11=29(F)10=-62(F)19=-59(F)20=59(F)21=59(F)22=-59(F)23=-29(F) 24=-29(F)25=-29(F)26=-29(F) 22)4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-14,4-6=-44,6-9=44,12-13=10,10-12=10,10-16=-10 Concentrated Loads(Ib) Vert:4=-175(F)6=-133(F)12=-62(F)5=59(F)11=29(F)10=-62(F)i9=-59(F)20 -59(F)2i=-59(F)22=-59(F)23=-29(F) 24=-29(F)25=-29(F)26=-29(F) 23) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 • Uniform Loads(plf) Vert:1-2=19,2-4=2,4-6=25,6-8=16,8-9=9,12-13=17,10-12=17,10-16=17 Horz:1-2=-27,2-4=-11,6-8=24,8-9=17,12-13=-23,10-16=23 Concentrated Loads(Ib) Vert:4=-111(F)6=130(F)12=-126(F)5=-58(F)11=-43(F)10=-126(F)19=-58(F)20=58(F)21=-58(F)22=-58(F)23=-43(F) 24=-43(F)25=-43(F)26=-43(F) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=9,2-4=16,4-6=25,6-8=2,8-9=19,12-13=17,10-12=17,10-16=17 Horz:1-2=-17,2-4=-24,6-8=11,8-9=27,12-13=-23,10-16=23 Concentrated Loads(Ib) Vert:4=-130(F)6=111(F)12=-126(F)5=-58(F)11=-43(F)10=-126(F)19=-58(F)20=58(F)21=58(F)22=58(F)23=-43(F) 24=-43(F)25=-43(F)26=-43(F) 25) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 4 t h A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411.7473 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 incorporabon 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 responsibillityy 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,dekvery,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 53710 Job Truss Truss Type Qty Ply 110798489 725584 T10 Hip Girder 2 1 • �—, Job Reference(optional) Builders First$ource, Jacksonville,Fl 32244 7.840 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:10 2015 Page 5 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-o_3pBFQkGUgyDf WoW1PnCHOgyoPpdaVsAzzwvyOFbR .LOAD CASE(S) Concentrated Loads(lb) Vert:4=-109(F)6=-122(F)12=-73(F)5=-45(F)11=-25(F)10=-73(F)19=-45(F)20=-45(F)21=-45(F)22=-45(F)23=-25(F)24=-25(F)25=-25(F)26=-25(F) t t 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 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 fabncation,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beash,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Mattson,W 53719. Job Truss Truss Type thy Ply 110796491 725584 T12 HIP 2 1 •• 1'-f-ren - ••ti•e-_ Builders FirstSource. Jadcsonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:12 2015 Pape 1 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-kMBZcwR o64gSz8uvw3 tsdMnNlfsHYXoJUS4_nyOFbP -2-0.0 1 7-1-13 I 10-0-4 i 12-6-12 I 15-5-4 } 22-7-0 I 24-7-0 I 2-0-0 7-1-13 2-10-8 2-6-7 2-10-8 7-1-12 2-0-0 Scale=1:44.4 4x10 MT2OHS = 4x6 = 4 5 T2 4x6 ----; 4x6 6.00 12 3 6 u�� 4:11 12 11 10 6x8 9 1.1111111-1-6 x8 3x8 = 5x8 = 7 2 -� = �_ Ii 11.4 0 1 0 111 6 3x10 3.50 12 3x10 I 7-1-13 I 10-0-4 i 12-6-12 1 15-5-4 I 22-7-0 I 7-1-13 2-10-8 2-6-7 2-10-8 7-1-12 Plate Offsets X Y- 2:0-2-10 0-1-8 4:0-7-0 0-2-0 5:0-3-8 0-2-4 :0-2-10 0-1-8 11:0.3.8 0-1-8 LOADING (psi) SPACING- 3-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.55 9-18 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.48 11-12 >560 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr NO WB 0.74 Horz(TL) 0.37 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:105 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31'Except' TOP CHORD 2-0-0 oc purlins(3-8-13 max.) T2:2x4 SP No.2 (Switched from sheeted:Spacing>2-0-0). BOT CHORD 2x4 SP M 31'Except' BOT CHORD Rigid ceiling directly applied or 2-7-6 oc bracing. B2:2x4 SP No.2 WEBS 2x4 SP No.3 \\11111111///// REACTIONS. fib/size) 2=1251/0-3-8 (min.0-1-8),7=1251/0-3-8 (min.0-1-8) \�\ \``� �+ 7�i/ Max Horz 2=123(LC 10) J J � Max Uplift 2—550(LC 9),7=-550(LC 8) N" J\ •' •''. 4 10EN4-••.�� FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. - TOP CHORD 2-3=-3673/5657,3-4=-2153/3361,4-5=-1901/3094,5-6=-2158/3375,6-7=-3672/5703 * a 34869 ' BOT CHORD 2-12=-4860/3315,11-12=-4388/3090,10-11=-2339/1895,9-10=-4431/3090, — 7-9=-4909/3314 _ - ,' �i r� tY WEBS 3-12=-1865/981,3-11=-1427/2467,4-11=-1393/766,5-10=1413/769,6-10=-1420/2490, 6-9=-1886/976 :-- NOTES- (11-13) STATE OF .• 1)Unbalanced roof live loads have been considered for this design. r FLORID G` ■ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.I I;Exp C;Encl., v.c1 ••••---•• ‘'.\\\\\ � GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for //7v�Q A r Ak T. � reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 /////t I I 1 I 1 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. 7)Bearing at joint(s)2,7 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 550 lb uplift at joint 2 and 550 lb uplift at joint 7. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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) Standard October 0,201: t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7477 BEFORE USE Design valid for use only with MiTek connector.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 budding designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435•Safety Information available from Truss Plate Institute.583 D'Onotrio Drive.Madison.VN 53719. Job Truss Truss Type Qty Ply 110796492 725584 T13 Hip Girder 1 1 Job Reference(options) Builders FirstSource. Jacksorfville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:13 2015 Page�2 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-CZIxpGScZPCX46j5Tea6Orv_?96n092xY7Bd NEyOFbO LOAD CASE(S) 2)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=-68(B)4=-68(B)8=21(B)7=-21(B)15=-35(B)16=45(B)17=13(B)18=13(B) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-4=-14,4-6=-14,9-12=30 Concentrated Loads(Ib) Vert:3=29(B)4=29(B)8=-50(B)7=-50(B)15=15(B)16=-15(B)17=-26(B)18=-26(B) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=19,2-3=2,3-4=25,4-5=16,5-6=9,9-12=6 Horz:1-2=-27,2-3=11,4-5=24,5-6=17 Concentrated Loads(Ib) Vert:3=167(B)4=134(B)8=-9(B)7=-9(B)15=67(B)16=67(B)17=-6(B)18=6(6) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=9,2-3=16,3-4=25,4-5=2,5-6=19,9-12=-6 Horz:1-2=-17,2-3=24,4-5=11,5-6=27 Concentrated Loads(Ib) Vert:3=147(B)4=134(6)8=9(B)7=-9(B)15=67(B)16=67(B)17=-6(B)18=-6(B) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=10,2-3=-17,3-4=6,4-5=-4,5-6=3,9.12=10 Horz:1-2=-4,2-3=3,4-5=10,5-6=17 Concentrated Loads(Ib) Vert:3=214(B)4=181(B)8=1(B)7=1(B)15=87(B)16=87(B)17=2(B)18=-2(B) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=3,2-3=-4,3-4=6,4-5=-17,5-6=10,9-12=10 Horz:1-2=-17,2-3=10,4-5=-3,5-6=4 Concentrated Loads(Ib) Vert:3=195(B)4=181(B)8=1(B)7=1(B)15=87(B)16=87(B)17=-2(B)18=-2(B) 8)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=18,2-3=25,3-4=13,4-5=13,5-6=6,9-12=-6 Horz:1-2=-27,2-3=-34,4-5=21,5-6=14 Concentrated Loads(Ib) Vert 3=146(B)4=164(B)8=-9(B)7=-9(B)15=79(B)16=79(B)17=6(B)18=-6(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=13,3-4=13,4-5=25,5-6=18,9-12=-6 Horz:1-2=-14,2-3=-21,4-5=34,5-6=27 Concentrated Loads(Ib) Veil:3=164(B)4=164(B)8=-9(B)7=-9(B)15=79(B)16=79(B)17=-6(B)18=-6(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=25,3-4=13,4-5=13,5-6=6,9-12=-6 Horz:1-2=-27,2-3=-34,4-5=21,5-6=14 Concentrated Loads(Ib) Veil:3=146(B)4=164(B)8=-9(B)7=-9(B)15=79(B)16=79(B)17=-6(B)18=-6(B) 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=13,3-4=13,4-5=25,5-6=18,9-12=-6 Horz:1-2=-14,2-3=-21,4-5=34,5-6=27 Concentrated Loads(Ib) Vert:3=164(B)4=164(B)8=9(B)7=-9(B)15=79(B)16=79(B)17=-6(B)18=-6(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=6,3-4=-7,4-5=-7,5-6=0,9-12=-10 Horz:1-2=-27,2-3=-20,4-5=7,5-6=14 Concentrated Loads(Ib) Vert:3=194(B)4=211(B)8=1(B)7=1(B)15=99(B)16=99(B)17=-2(B)18=-2(B) 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=-7,3-4=-7,4-5=6,5-6=13,9-12=-10 Horz:1-2=-14,2-3=7,4-5=20,5-6=27 Concentrated Loads(Ib) Vert:3=211(B)4=211(B)8=1(B)7=1(B)15=99(B)16=99(B)17=-2(B)18=2(B) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-3=14,34=14,4-6=-14,9-12=10 Concentrated Loads(Ib) Vert:3=-20(B)4=-20(B)8=-16(B)7=-16(B)15=-12(B)16=-12(B)17=-10(B)18=-10(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 Continued on pace 3 t ► 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 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 ANSViP11 awlity Criteria,OSB-89 and BC311 Building Component Boynton Beach, 33435 Safety Information available from Truss Plate Institute,583 D'Onoftio Drive,Madison,MA 53719. Job Truss Truss Type Qty Ply 110796492 725584 713 Hip Girder 1 1 • • Job Reference(optional) Builders FirstSource, Jadisortville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:13 2015 Page�4 I D:zeNSFI UYRm W kI6OTLOHDS7zYICt-CZIxpGScZPCX46j5Tea6Ory_?96n092xY7Bd W EyOFbo LOAD CASE(S) Uniform Loads(plf) Vert:1-2=6,2-3=13,3-4=13,4-5=25,5-6=18,9-12=6 Horz:1-2=-14,2-3=-21,4-5=34,5-6=27 Concentrated Loads(lb) Vert:3=-86(B)4=-86(B)8=-44(B)7=-44(B)15=-43(B)16=-43(B)17=16(B)18=-16(B) 29) 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=25,3-4=13,4-5=13,5-6=6,9-12=-6 Horz:1-2=-27,2-3=-34,4-5=21,5-6=14 Concentrated Loads(lb) Vert 3=-104(B)4=-86(B)8=-44(B)7=-44(B)15=-43(B)16=-43(B)17=-16(B)18=-16(B) 30) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=6,2-3=13,3-4=13,45=25,5-6=18,9-12=6 Horz:1-2=-14,2-3=-21,4-5=34,5-6=27 Concentrated Loads(lb) Vert:3=-86(B)4=-86(B)8=-44(B)7=-44(B)15=43(B)16=-43(B)17=-16(B)18=-16(B) 31) Reversal: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=6,3-4=7,4-5=-7,5-6=0,9-12=-10 Horz:1-2=-27,2-3=-20,4-5=7,5-6=14 Concentrated Loads(lb) Veil:3=-56(B)4=-39(B)8=-34(B)7=-34(B)15=-23(B)16=-23(B)17=-12(B)18=-12(B) 32) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-2=0,2-3=-7,3-4=7,4-5=6,5-6=13,9-12=-10 Horz:1-2=14,2-3=-7,4-5=20,5-6=27 Concentrated Loads(lb) Vert:3=-39(B)4=-39(B)8=34(B)7=34(B)15=-23(B)16=-23(B)17=-12(B)18=-12(B) 33) 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=-41,2-3=46,3-4=-29,4-5=36,5-6=-31,9-12=10 Horz:1-2=3,2-3=2,4-5=8,5-6=13 Concentrated Loads(lb) Veil:3=-50(B)4=-75(B)8=-33(B)7=-33(B)15=-39(B)16=-39(B)17=14(B)18=14(B) 34) 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=-31,2-3=-36,3-4=-29,4-5=-46,5-6=-41,9-12=-10 Horz:1-2=-13,2-3=-8,4-5=-2,5-6=3 Concentrated Loads(lb) Vert:3=-65(B)4=-75(B)8=-33(B)7=-33(B)15=-39(B)16=-39(B)17=-14(B)18=14(B) 35) 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(lb) Vert:3=-65(B)4=-52(B)8=-33(B)7=-33(B)15=30(B)16=-30(B)17=-14(B)18=14(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=38,3-4=-38,45=-29,5-6=-24,9-12=10 Horz:1-2=-11,2-3=-6,4-5=15,5-6=20 Concentrated Loads(lb) Vert:3=-52(B)4=-52(B)8=-33(B)7=-33(B)15=-30(B)16=-30(B)17=-14(B)18=-14(B) � f 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 overaN structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,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,WI 53719. Job Truss Truss Type Qty Ply 110796494 725584 T15 Common 8 1 ' • _ • Job Reference(optional) Buiders FirstSource Jaduonbille,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:22:14 2015 Page 1 ID:zeNSFIUYRmWkI6OTLOHDS7zYICt-gIJKOcTEKjKOhGIH1 L5Lx2RBFZSxIcG5nnxB3gyOFbN I -2-0-0 I 7-6-12 I 15-1-8 I 17-1-8 I 2-0-0 7-6-12 7-6-12 2-0-0 Scale=1:31.1 4x6 = 3 6.00 12 W1 2 4 1 OM 6 ►MI 5 3x6 = 2x4 II 3x6 = I 7-6-12 I 15-1-8 I 7-6-12 7-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.04 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.09 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:60 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=596/0-5-8 (min.0-1-8),4=596/0-5-8 (min.0-1-8) Max Horz 2=65(LC 11) Max Uplift 2=-163(LC 12),4=163(LC 13) \\\\\S\11111/////// FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ \v?•`— S. \• ��i, TOP CHORD 2-3=-584/328,3-4=-584/329 ■‘ \•• •`LENS• • ••' ' , BOT CHORD 2-6=-110/441,4-6=-110/441 F NOTES- (7-9) * •• 1)Unbalanced roof live loads have been considered for this design. _ • 34869 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., _ -D /�i r.� w 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••0 IQ 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i STATE OF - will fit between the bottom chord and any other members. '�CORIDP •' G\ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 163 lb uplift at joint 2 and 163 lb uplift at SS1 �� joint 4. �7 /* ��� 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ////0111110\ N A1- �� 7)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. 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 October 30,201: 1 • A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Mrrek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parementers and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overaN 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 d0nofno Drive.Madison,WI 53719. Job Truss Truss Type Qty Ply 110796495 725584 TF202 HALF HIP 4 2 Job Reference(optional) Builders FirstSource, Jack son4ille.Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fn Oct 30 10:22:16 2015 Papa 2 I D:zeN S FIUYRm WkI60TLO H DS7zY1Ct-d7 R4 R I UVsKb5xaSf8m7poTXOM N?BDJvo E5Q H7ZyOFbL LOAD CASE(S) 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=100,5-10=-100,11-18=10 Concentrated Loads(Ib) Vert:21=-705 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-80,5-10=80,11-18=10 Concentrated Loads(Ib) Vert 21=-617 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-4=20,5-10=20,11-18=-30 Concentrated Loads(Ib) Vert 21=-440 4)Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=62,2-4=38,5-10=41,11-18=-6 Horz:1-2=70,2-4=-46,4-5=-48,5-6=50 Concentrated Loads(Ib) Vert 21=-64 5)Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=31,2-4=38,5-10=41,11-18=-6 Horz:1-2=-39,2-4=-46,4-5=-48,5-6=50 Concentrated Loads(Ib) Vert 21=-64 6)Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=11,2-4=-58,5-10=-35,11-18=10 Horz:1-2=-31,2-4=38,4-5=44,5-6=15 Concentrated Loads(Ib) Vert:21=-520 7)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=51,2-4=-58,5-10=-35,11-18=-10 Horz:1-2=31,2-4=38,4-5=44,5-6=15 Concentrated Loads(Ib) Vert 21=-520 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=7,2-4=-10,5-10=13,11-18=-6 Horz:1-2=-15,2-4=1,45=8,5-6=-21 Concentrated Loads(Ib) Vert:21=-189 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-4=15,5-10=25,11-18=-6 Horz:1-2=-17,2-4=-24,4-5=-28,5-6=-34 Concentrated Loads(Ib) Vert:21=134 10) 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=35,5-10=-13,11-18=-10 Horz:1-2=8,2-4=15,4-5=36,5-6=-7 Concentrated Loads(Ib) Vert:21=-479 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=3,2-4=-10,5-10=0,11-18=10 Horz:1-2=-17,2-4=10,4-5=-0,5-6=-20 Concentrated Loads(Ib) Vert:21=-383 12) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Veil:1-2=18,2-4=25,5-10=13,11-18=-6 Horz:1-2=-27,2-4=-34,4-5=-41,5-6=-21 Concentrated Loads(Ib) Vert:21=-134 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(Of) Vert:1-2=6,2-4=13,5-10=25,11-18=-6 Horz:1-2=-14,2-4=-21,4-5=-28,5-6=-34 Concentrated Loads(Ib) Vert:21=-134 14) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 3 t r 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 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 ANSI/1PII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Dave.Madison,WI 53719. Job Truss Truss Type Qty Ply 110798495 725584 TF202 HALF HIP 4 • 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Fn Oct 30 10:22:18 2015 Pape 4 ID:zeNSFIUYRmVNd80TLOH DS7zYICt-d7R4R IUVsKb5xa Sf 8m7poTXOMN?BDJv0E5QH7ZyOFDL LOAD CASE(S) Concentrated Loads(lb) Vert:21=-617 28)4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1 00,Plate Increase=1.00 Uniform Loads(plt) Vert:1-4=-20,5-10=-80,11-18=-10 Concentrated Loads(lb) Vert:21=-617 • 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 dunng 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 BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onolno Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 110796496 725584 TF203 HALF HIP 4 2 Job Reference(optional) Builders FirstSource, Jacknoifrille,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Fri Oct 30 10:22:17 2015 Page 2 I D:zeN SFI UYRm W kI6OTLOHDS7zYICt-5K?SfeV7dejyYkOsi Uf2Zh3aVmLcymLXTl9rf?yO F bK , LOAD CASE(S) 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 1-4=-100,5-10=-100,11-18=10 Concentrated Loads(Ib) Vert:21=705 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-80,5-10=-80,11-18=10 Concentrated Loads(Ib) Vert:21=-617 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-20,5-10=-20,11-18=30 Concentrated Loads(Ib) Vert:21=440 4)Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=62,2-4=38,5-10=41,11-18=-6 Horz:1-2=-70,2-4=-46,4-5=-48,5-6=50 Concentrated Loads(lb) Vert:21=-64 5)Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=31,2-4=38,5-10=41,11-18=-6 Horz:1-2=-39,2-4=-46,45=48,5-6=-50 Concentrated Loads(Ib) Vert:21=-64 1 6)Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 • Uniform Loads(plf) Vert:1-2=11,2-4=-58,5-10=-35,11-18=-10 • Horz:1-2=31,2-4=38,45=45,5-6=15 Concentrated Loads(Ib) Vert:21=-520 7)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-51,2-4=58,5-10=-35,11-18=10 Horz:1-2=31,2-4=38,4-5=45,5-6=15 Concentrated Loads(Ib) Vert:21=-520 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=-10,5-10=13,11-18=6 Horz:1-2=-15,2-4=1,4-5=8,5-6=-21 Concentrated Loads(Ib) Vert 21=-189 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-4=15,5-10=25,11-18=-6 Horz:1-2=-17,2-4=-24,45=-28,5-6=34 Concentrated Loads(Ib) Vert 21=134 10) 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=35,5-10=-13,11-18=-10 Horz:1-2=8,2-4=15,4-5=36,5-6=-7 Concentrated Loads(Ib) Vert:21=-479 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-3,2-4=10,5-10=-0,11-18=-10 Horz:1-2=17,2-4=-10,4-5=-0,5-6=-20 Concentrated Loads(Ib) Vert:21=-383 12) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=18,2-4=25,5-10=13,11-18=6 Horz:1-2=-27,2-4=-34,4-5=-41,5-6=-21 Concentrated Loads(Ib) Vert:21=134 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=6,2-4=13,5-10=25,11-18=-6 Horz:1-2=-14,2-4=21,4-5=-28,5-6=-34 Concentrated Loads(Ib) Vert:21=-134 14) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 3 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 buildup 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 ANSVTPI7 Quality Crtera,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.W 53719. Job Truss Truss Type Qty Ply 110796496 725584 TF203 HALF HIP 4 2 JOb Reference(optional •Builders FirstSource, Ja�vlaon ldc le,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fn Oct 30 10:22:17 2015 Page 4 I D:zeN SFI UYR m W k16OTLOH DS7zYICt-5K?SfeV7dejyYkOsi Uf2Zh3aVmLcymLX119rf?yOFb K LOAD CASE(S) Concentrated Loads(Ib) Vert:21=-617 28)4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-20,5-10=80,11-18=-10 Concentrated Loads(Ib) Vert:21=-617 4 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 resporuAillity 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 Waring.consult ANSVTPI1 Quality Criteria,DSB29 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.IAA 53719. Job Truss Truss Type Qty Ply 110796497 725584 TG101 Flat Girder 1 • • • 2 Job Reference(optional) Builders FirstSource, Jacksorh.ville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:18 2015 Page 2 ID:zeNSFIUYRmWk16OTLOHDS7zYlCt-ZWYgs WWOyrpAub2GBAH5ucmfAiMhEMghPvOCRyOFbJ NOTES- (11-13) 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1153 lb down at 2-1-4,1153 lb down at 4-1-4,1153 lb down at 6-1-4, 1153 Ib down at 8-1-4,1153 Ib down at 10-1-4,and 1153 Ib down at 12-1-4,and 1153 lb down at 14-1-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 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) Standard Except: 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=100,9-16=10 Concentrated Loads(Ib) Vert:15=-307(F)14=307(F)17=307(F)18=307(F)19=307(F)20=-307(F)21=307(F) 2)Dead+0.75 Roof Live(balanced)+0.75 Attic Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=80,9-16=-10 Concentrated Loads(Ib) Vert:15=941(F)14=941(F)17=-941(F)18=-941(F)19=941(F)20=-941(F)21=941(F) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-8=-20,9-16=10 Concentrated Loads(Ib) Vert:15=1153(F)14=1153(F)17=1153(F)18=1153(F)19=1153(F)20=1153(F)21=1153(F) r - r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIl-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 ANSI/7P11 Quality Criteria,DS8-89 and BCSII Building Component Boynton Beath,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply 110796498 725584 TG201 Flat Girder 1 2 Job Refemoce(optional) •Builders FirstSource, Jadrsoriville,Fl 32244 7640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:19 2015 Page 2 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-1 i6C4JXN9Fzgo2AEgvhWe69wta 7TOjlgw3exkuyOFbl LOAD CASE(S) 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 1-3=-453,4-6=-10 Concentrated Loads(Ib) Vert 7=-1411(B)8=-1411(B)9=1411(B) 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 1-3=-389,4-6=10 Concentrated Loads(Ib) Vert:7=1166(B)8=1166(B)9=-1166(B) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-240,4-6=-30 Concentrated Loads(lb) Vert:7=-656(B)8=-656(B)9=-656(B) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-42,4-6=-6 Concentrated Loads(Ib) Vert:7=181(B)8=181(B)9=181(B) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-42,4-6=-6 Concentrated Loads(Ib) Vert 7=181(B)8=181(B)9=181(B) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=192,4-6=-10 Concentrated Loads(Ib) Vert:7=185(B)8=185(B)9=185(B) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-192,4-6=-10 Concentrated Loads(Ib) Vert:7=185(B)8=185(B)9=185(B) 8)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-42,4-6=-6 Concentrated Loads(Ib) Vert:7=181(B)8=181(B)9=181(B) 9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-42,4-6=-6 Concentrated Loads(Ib) Vert:7=181(B)8=181(B)9=181(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-42,4-6=6 Concentrated Loads(Ib) Vert:7=181(B)8=181(B)9=181(B) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-42,4-6=-6 Concentrated Loads(Ib) Vert:7=181(B)8=181(B)9=181(B) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-192,4-6=-10 Concentrated Loads(Ib) Vert:7=185(B)8=185(B)9=185(B) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=192,4-6=-10 Concentrated Loads(Ib) Vert:7=185(B)8=185(B)9=185(B) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Veil:1-3=196,4-6=-10 Concentrated Loads(Ib) Vert:7=-431(B)8=-431(B)9=-431(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(pit) Vert:1-3=-386,4-6=-10 Concentrated Loads(Ib) Vert:7=79(B)8=79(B)9=79(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 Continued on pane 3 t h A WARNING-Verily 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.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 ANSITIPI7 Quality Criteria,DSB 89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 DOnofrio Dnve.Madison.Wl 53719. Job Truss Truss Type Qty Ply 110796498 725584 TG201 Flat Girder 1 • 2 Job Reference(optional) Builders FiMSource, Jacksoi4ville.Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:19 2015 Page 4 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-1 i6C4JXN9Fzgo2AEgvhWe69wta?TQjlgw3exkuyOFbl LOAD CASE(S) 31) 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:1-3=386,4-6=10 Concentrated Loads(Ib) Vert:7=-1003(6)8=1003(B)9=1003(8) 32) 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:1-3=-386,4-6=10 Concentrated Loads(Ib) Vert:7=-1003(8)8=1003(6)9=-1003(B) • 1 t 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 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 ANSVTPII Quality Criteria.DSB-89 and BCSl1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WA 53719. Job Truss `Truss Type Qty Ply 725584 TG202 Flat Girder 1 110796499 • 2 Job Reference(optional) Builders First Source, Jadcsohville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:20 2015 Pape 2 ID:zeNSFIUYRmWk16OTLOHDS7zYICt-VvgbHfX?WZ5XPBIRNcCIBJhFE Xv9H8z9jOVGKyOFbH LOAD CASE(S) Uniform Loads(plt) Vert:1-3=100,4-6=10 Concentrated Loads(Ib) Vert:7=-328(F)8=-177(F) 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 1-3=-80,4-6=10 Concentrated Loads(Ib) Vert:7=-275(F)8=-148(F) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-20,4-6=30 Concentrated Loads(Ib) Vert:7=-209(F)8=100(F) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=25,4-6=-6 Concentrated Loads(Ib) Vert:7=261(F)8=97(F) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=25,4-6=-6 Concentrated Loads(Ib) Vert 7=261(F)8=97(F) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-3=-0,4-6=10 Concentrated Loads(Ib) Vert:7=265(F)8=101(F) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-0,4-6=-10 Concentrated Loads(Ib) Vert 7=265(F)8=101(F) 8)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=25,4-6=-6 Concentrated Loads(Ib) Vert:7=261(F)8=97(F) 9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=25,4-6=-6 Concentrated Loads(Ib) Vert 7=261(F)8=97(F) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=25,4-6=-6 Concentrated Loads(Ib) Vert:7=261(F)8=97(F) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=25,4-6=-6 Concentrated Loads(Ib) Vert:7=261(F)8=97(F) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-0,4-6=10 Concentrated Loads(Ib) Vert:7=265(F)8=101(F) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-0,4-6=-10 Concentrated Loads(Ib) Vert:7=265(F)8=101(F) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-20,4-6=-10 Concentrated Loads(Ib) Vert:7=-115(F)8=-61(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:1-3=-65,4-6=-10 Concentrated Loads(Ib) Vert:7=108(F)8=68(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:1-3=-65,4-6=10 Continued on•r.•e 3 . 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 Mi rek 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 ANSVTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beath,FL 33435 Safety Information available from Truss Plate Institute,583 CYOnofrio Drive,Madison.W 53719. Job Truss Truss Type Qty Ply 110796499 725584 1G202 Flat Girder 1 • 2 Job Reference(optional) •Builders FirstSource, Jadcsor?ville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,In Fri Oct 30 10:22:20 2015 Page 4 ID:zeNSFIUYRmW kIBOTLOHDS7zY1Ct-VvgbHf X?WZ5XPBIRNcCIBJhFE_Xv9H8z9jOVGKyOFbH LOAD CASE(S) Concentrated Loads(Ib) Veil:7=-316(F)8=-173(F) 32) 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:1-3=-65,4-6=-10 Concentrated Loads(Ib) Vert:7=-316(F)8=-173(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 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 dunng construction is the responsrbillny 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/7P11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Tens Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 110796500 725584 TG203 Half Hip Girder 1 . • Job Reference(optional) Builders FirstSource, Jaadtsor rille,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:22 2015 Page 2 ID:zeNSFIUYRm Wk16OTLOHDS7zYICt-RHOLiLZGSALFfVvpV 1 EDGkmUIn2Bd3vGc1 tcLCyOFbF 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 c 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 LOAD CASE(S) 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 1-4=100,5-10=100,2-11=10 Concentrated Loads(Ib) Vert 20=-705 21=-777(B) 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 1-4=-80,5-10=80,2-11=10 Concentrated Loads(Ib) Vert:20=617 21=-642(B) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-20,5-10=20,2-11=30 Concentrated Loads(lb) Vert:20=-440 21=-387(B) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=-10,5-10=13,2-11=-6 Horz:1-2=-15,2-4=1,4-5=8,5-6=21 Concentrated Loads(Ib) Vert 20=189 21=344(B) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=8,2-4=15,5-10=25,2-11=-6 Horz:1-2=-17,2-4=-24,4-5=-28,5-6=-34 Concentrated Loads(Ib) Vert:20=-134 21=344(B) 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=-35,5-10=13,2-11=10 Horz:1-2=8,2-4=15,4-5=36,5-6=-7 Concentrated Loads(lb) Vert:20=-479 21=348(B) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-3,2-4=10,5-10=-0,2-11=-10 Horz:1-2=-17,2-4=10,4-5=0,5-6=-20 • Concentrated Loads(Ib) Vert:20=-383 21=348(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=18,2-4=25,5-10=13,2-11=-6 Horz:1-2=-27,2-4=-34,4-5=41,5-6=-21 Concentrated Loads(Ib) Vert:20=-134 21=344(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=6,2-4=13,5-10=25,2-11=-6 Horz:1-2=-14,2-4=21,4-5=-28,5.6=34 Concentrated Loads(Ib) Vert:20=134 21=344(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=18,2-4=25,5-10=13,2-11=-6 Horz:1-2=-27,2-4=-34,4-5=-41,5-6=-21 Concentrated Loads(Ib) Vert:20=134 21=344(B) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=6,2-4=13,5-10=25,2-11=-6 Horz:1-2=14,2-4=-21,4-5=-28,5-6=-34 Concentrated Loads(Ib) Vert:20=-134 21=344(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=7,2-4=-0,5-10=13,2-11=10 Horz:1-2=27,2-4=-20,4-5=-13,5-6=-7 Concentrated Loads(Ib) Vert:20=-383 21=348(B) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 3 1 / A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY•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,delivery.erection and bracing,consult AN5IIWII Guality Criteria,DSB•89 and BCSI1 Building Component Boynton Beardl,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,w1 53719. Job Truss Truss Type Qty Ply 725584 TG203 Half Hip Girder 1 110796500 • • 2 Job Reference(optional) Builders FirstSource, Jacks*Milb,Ft 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:22 2015 Page 4 ID:zeNSFIUYRmWkl6OTLOHDS7zYICt-RHoLiLZGSALFNvpV1 EDGkmUln2Bd3vGcltcLCyOFDF LOAD CASE(S) Concentrated Loads(lb) Vert:20=383 21=320(B) 27) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=18,2-4=25,5-10=13,2-11=-6 Horz:1-2=-27,2-4=34,4-5=-41,5-6=-21 Concentrated Loads(Ib) Vert:20=-134 21=-324(B) 28) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=6,2-4=13,5-10=25,2-11=6 Horz:1-2=-14,2-4=21,4-5=28,5-6=34 Concentrated Loads(Ib) Vert:20=-134 21=-324(B) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=18,2-4=25,5-10=13,2-11=-6 Horz:1-2=-27,2-4=-34,4-5=-41,5-6=21 Concentrated Loads(Ib) Veil:20=-134 21=-324(B) 30) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=6,2-4=13,5-10=25,2-11=-6 Horz:1-2=14,2-4=-21,4-5=-28,5-6=-34 Concentrated Loads(Ib) Vert:20=-134 21=-324(B) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-4=0,5-10=-13,2-11=10 Horz:1-2=-27,2-4=-20,4-5=13,5.6=-7 Concentrated Loads(Ib) Vert:20=-383 21=-320(B) 32) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-6,2-4=-13,5-10=-0,2-11=10 Horz:1-2=-14,2-4=7,4-5=-0,5-6=-20 Concentrated Loads(Ib) Vert:20=-383 21=-320(B) 33) 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=86,2-4=91,5-10=-74,2-11=-10 Horz:1-2=6,2-4=11,4-5=27,5-6=-6 Concentrated Loads(lb) Vert:20=-712 21=-555(B) 34) 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=-67,2-4=-73,5-10=65,2-11=10 Horz:1-2=-13,2-4=-7,4-5=0,5-6=-15 Concentrated Loads(lb) Vert:20=-640 21=555(B) 35) 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=-60,2-4=-65,5-10=-74,2-11=10 Horz:1-2=-20,2-4=15,4-5=-10,5-6=-6 Concentrated Loads(Ib) Vert:20=-640 21=-555(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) Veil:1-2=-69,2-4=-74,5-10=-65,2-11=10 Horz:1-2=11,2-4=-6,4-5=-0,5-6=15 Concentrated Loads(Ib) Vert:20=-640 21=-555(B) • A 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 responsibillity of the Julius Lee PE. erector. Addibonal 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,Madison,WI 53719. Job Truss Truss Type Qty Ply 110796501 725584 TG204 FLAT GIRDER 1 3 Job Reference(optional) Guiders FirstSource, Jadisofiville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Fri Oct 30 10:22:23 2015 Page 2 I D:zeN SFI UYR m W kI6OTLOHDS 7zYICt-wUMjvhauC UT6 Gf UO3kISoyJd W BPhM W h Prh c9tfyOFbE LOAD CASE(S) 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 1-10=-310,11-20=10 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plt) Vert 1-10=-272,11-20=10 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-10=175,11-20=30 4)Dead+0.6 C-C Wind(Pos.internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-10=36,11-20=-6 5)Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-10=36,11-20=-6 6)Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=186,11-20=-10 7)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=186,11-20=-10 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=67,11-20=-6 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=67,11-20=-6 10) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=-144,11-20=10 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=-144,11-20=10 12) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=-67,11-20=-6 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-10=67,11-20=-6 14) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=-67,11-20=-6 15) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=-67,11-20=-6 16) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=-144,11-20=10 17) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=-144,11-20=10 18) Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-10=157,11-20=10 19) Dead+0.75 Roof Live(bal.)+0.75(0.6 C-C Wind(Neg.Int)Case 1):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=-293,11-20=10 20) Dead+0.75 Roof Live(bal.)+0.75(0.6 C-C Wind(Neg.Int)Case 2):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-10=-293,11-20=10 21) 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:1-10=262,11-20=10 22) 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:1-10=262,11-20=10 23) 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:1-10=262,11-20=-10 24) 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:1-10=262,11-20=-10 t t A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use ony vnth Mack 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 ANSIRPII 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. August 10,2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 DO MiTek Industries,Chesterfield,MO Page 1 of 1 =OD Note:T-Bracing/I-Bracing to be used when continuous lateral bracing , .==== is impractical. T-Brace/I-Brace must cover 90%of web length. ,===== U V f - u Note:This detail NOT to be used to convert T-Brace/ I-Brace webs to continuous lateral braced webs. MiTek Industries, Inc. 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 for Two-Ply Truss k J, Specified Continuous k Rows of Lateral Bracing --, SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace + 2x6 2x6 T-Brace 2x6 I-Brace WEB 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 \\� \11111111//// ♦ �3S.S•lc ''% ,� \� J�.v\CENSF..�C`�'' Nails Section Detail * ' N 34869 ' * 1`,,I re_ ►� T-Brace ;� 6/22/11 • �; STATE OF Web �� FCORIDP �j ■ Nails 1111111/ 1109 COASTAL BAY BOYNTON BC, FL 33435 Web I-Brace Nails/ • JANUAAY•1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP • Oo ® MiTek Industries,Chesterfield,MO Page 1 of 1 /�IE 1 NOTES: U1.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 =I EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. l n 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH 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 N THE THREE END D D DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S 0 .131 88.0 80.6 69.9 68.4 59.7 z O .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR O J .162 108.8 99.6 86.4 84.5 73.8 ILLUSTRATION PURPOSES ONLY in. CO z .128 74.2 67.9 58.9 57.6 50.3 9 .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 3 NAILS co ,.� NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. VA NEAR SIDE EXAMPLE: (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 ■ 1 1 ANGLE MAY ' ANGLE MAY ANGLE MAY VARY FROM VARY 30 TO 600M VARY FROM \ 30°TO 60° ° ° 30 TO 60° \ 45.00° 45.00° '' 45.00° \L 144 -7 \\\��tllIlll//77/ \\� \3S S•-. '%, * ' Ni 34869 I i ,i �_ ,3 .. 6/22/11 � STATE OF `• F , 'i% LORID ' •`0•-` \"'4 °NM-" \\` iiiiiii1W 1109 COASTAL BAY BOYNTON BC, FL 33435 L STANDARD PIGGYBACK FEB'RUAR'f 14, 2012 TRUSS CONNECTION DETAIL ST-PIGGY-7-10 • OI I ® MiTek Industries,Chesterfield,MC DEI, M AXIMUM WIND SPEED=REFER TO NOTES D AND OR E �� MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. ii= CATEGORY II BUILDING '°O EXPOSURE B or C )\, /) y Eb ASCE 7-10 �v� 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. IL 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 � ' DIRECTIONS AND: _■1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR —ilisr■im®—mmo®ll(/ '.. 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM •m ■iiiW PIGGYBACK SPAN OF 12 ft. 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 C > OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. ■(MIN.2 PAIRS OF PLATES RED.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: ��'�' II�\ REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On „ I`�I, �I`\1\ PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE `\\\I\` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE \ TRUSS MITEK DESIGN DRAWING. \`I`\\\`\ SCAB CONNECTION PER —�\�� )�� NOTE DABOVE // \�t \��� \:\ / ,4 61...■111 11■11 1,, ,,,,,...,Ntiti.,.,_-,.....r...,11,NN.:_-_-.,■,72. 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 \ \ c\EACH FACE OF TRUSSES AT 48”O.C.WI(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. • oil /////� VERTICAL WEB TO \\ EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED \\\ S S. // BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: \�� \v K• /i//•OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �� J�••"\,\CENSF•<�,,(■ MUST MATCH IN SIZE,GRADE,AND MUST LINE UP \` Ng AS SHOWN IN DETAIL. = * *% 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF _ N■ 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 =-u " I I L. I VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) I, (MINIMUM 2X4) — 3 9 12 W— 3) THIS CONNECTION IS ONLY VALID FORA MAXIMUM O 4 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW -- STATE OF min! BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS ■ F •�■=-• GREATER THAN 4000 LBS. � �ORIDP'. ' � PI 9 4) NUMBER R O PIGGYBACK PLYS OF PIGGYBACK UST B T USS TO MATCH BASE TRUSS. ///7/S/O N A` ` \`` 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH //111 1 1 1 1 1\\\\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEEtRtJAR f 44, 2012 Standard Gable End Detail SHEET 2 I II I ® MiTek Industries,Chesterfield,MO Page 2 of 2 =ED ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 0o Trusses @ 24" o.c. ,00 v HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. W (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing l TO BLOCKING WITH(5)-10d COMMONS. I IN, 1' 3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR 1 NAIL 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 ENDS I WITH TWO 16d NAILSEA O FO FASTEN PURE N TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace 1 �� PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points IL. I SUPPORTING THE BRACE AND THE TWO TRUSSES if needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO IEASG WITH(2)-A 1 Od NAILS AT EACH END. --AOd COMMON WIRE NAILS.BLOCKING WITH AI End Wall ��� �,— 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 �FOLLOWING NAILING SCHEDULE. � 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: li-FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL /�' A 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 / MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) 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 ILILIIIIII N THE INTERIOR SIDE OF THE STRUCTURE. 1 i STRUCTUR311 ABNE ADEQUATE DIAPHRAGM OR OTHER METHODQOFiBBRACIING MUST CHORD TO RESIS TALLI OUT OF PLATNE LO LQ3PTHTSdTCIfyC�O OWN GABLE TRU `q \ IN THIS DETAIL IS FOR THE VERTICA\S\WDS.Ci)I�Y.S K �/' ......1.1... : �\ , ..•• ‘,\GENs <�� �, 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. / y, O • 3/29/12 STATE OF STANDARD ''Lo tOP. (jam=� GABLE TRUSS / /i \\I // NAV- \\ ■ eau Ili .,N� 1109 /COASTAL BAY BOYNTON BC, FL 33435 • eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)111 Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Type Screw Length #Screws #Screws _ 2 4 6 8 2 4 6 8 T, FACE 131 3'/z' 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%1' 720 1.435 2,155 2.870 1.020 2.040 3,060 4.080 , FACE 3W --- -- --- --- -- 31/2"+13/ • (51/4" Beam) i TOP 141 3W 720 1,435 2.155 2,870 1,020 2,040 3,060 4,080 31/2"+13/4" FACE/ 3W 1.435 2,870 4.305 5,740 2,040 4,080 6,120 8,160 (51/4" Beam) TOP 131 FACE 12) 6"t" 1,055 2,110 3.165 4,220 1,360 2,720 4,080 5,440 4-ply 13/4" (7" Beam) TOP IZl 6"0' 705 1,405 2,110 2,810 905 1,815 2,720 3,625 • I I , t31 3W 1,915 3,825 5,740 7,655 2,720 5,440 8.160 10,880 FACE 2-ply 13/4"+ 31/2" 6" 2.110 4,220 6,325 8.435 2,720 5,440 8.160 10,880 (7" Beam) TOP(2) 3W 640 1,275 1,915 2.550 905 1,815 2,720 3.625 t 6"''5' 705 1,405 2,110 2.810 905 1,815 2.720 3,625 f_ 2-ply 3'/s" FACE/ 6"51 1.055 2,110 3,165 4.220 930 1,860 2,785 3,715 (7' Beam) • TOP(2) 2-ply 1'/4"+ 31/2" FACE/ 6"(5) 1.055 2.110 3,165 4,220 1,360 2,720 4,080 5.440 (7" Beam) TOP 131 FACE141 6"t5t 1,055 2.110 3,165 4,220 930 1,860 2,785 3,715 2-ply 13/4"+31/2" (7" Beam) TOP141 6"t51 705 1.405 2,110 2,810 905 1,815 2,720 3,625 51/4"+ 13/4" FACE/ (7" Beam) TOP lal 3%" 1,915 3.825 5.740 7.655 2.720 5.440 8,160 10,880 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 ParallamF•PSL and Microllam5'LVL. but are not recommended for TimberStrane LSL. • Page 2 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com Weyerhaeuser,'Level.Microllam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR r;2010 Weyerhaeuser NR Company.All rights reserved. • TECHNICAL BULLETIN eve April2010 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 31/2") 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 Joists 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 Conc.Load Conc.Load m m Conc.Load Conc.Load o `0 (V C� N • • • ..• 0\,, • -- •. V • / • • • 0 • ot • p •.__e:: L • A • 0 • EQ.y 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 W e bolts d=91/4'for'/z'm bolts d= 11W for W e bolts d=9W for'/,"to bolts d=14"for%"a bolts d=16"for%"o bolts Conc. Load Nailed Connection Detail • _. • *STAGGER NAILS TO • • 0 • PREVENT SPLITTING • • • • 11/2" g" 16d Sinker(typ) Typ. (+/-1") I (0.148"x 3W) 12-6(Nail Pattern I 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,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 BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Connection Design Example �4 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. I /\/ /Brg• (Typ.) r a L • .r L • a J ' L J L a L -a. L • • / mom • Additional 3-1%" x 14" Microllam'LVL Beam, Flush Connection 4 Required for r Concentrated Face Mount Hanger with 5,000 lbs Reaction Load I. r 2- 1%" x14" "\ Microllam®LVL, 14" Floor Joists @ 24" o.c., Typ. Beam, Flush I. r I 4'-Orr < >I 15'-0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,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 a III IrMIPIN Ir TCr'• LJ •11r' Al 131111 CTIA, laEnForte MEMBER REPORT Level, Floor: Flush Beam software 3 PIECE(S) 1 3/4"x 14" 1.9E Microllam® LVL PASSED Over Length'15' 4. o I Ai 1 15' I 111 El All Dimensions are Horizontal;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LOF,, System Floor Member Reaction(Ibs) 7595 0 2" 7809 Passed(97%) -- Member Type:Flush Beam Shear(Ibs) 6837 0 1'51/2" 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-lbs) 25215 0 4'11 718" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Defl.(in) 0.356 7'1 13/16" 0.489 Passed(U494) -- Design Methodology:ASD Total Load Deft.(in) 0.456 0 7'1 7/8' 0.733 Passed(L/386) -- • Deflection cnteria:LL(U360)and TL(L/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. Total Available Required Support Reactions(Ibs) Supports Bearing Bearing Bearing Dead I Floor/Roof/Snow Accessories 1-Stud wall-Spruce Pine Fir 3.50" 3.50" 3.40' 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 TIC Dead Floor Live Roof Live Snow Comments (0.90) {1.00) (non-snow:125) (1.15) 1 -Uniform(PSF) 0 to 15' 1' 100.0 400.0 0.0 0-0 10'F:oor 2-Point(lb) 4' N/A 1000 4000 0 0 Location Analysis Shear(Ibs) Moment(Ft—Ibs) Comments Actual/Allowed!LDF Actual 1 Allowed I LDF 1 -3' 6035/13965/1.0 19186 1 36387/1.0 BOLTS LEFT OF HANGER 2-5' 39/12569/0.9 25215/36387/1.0 BOLTS RIGHT OF HANGER Forte*"Software Operator Job Notes 3125/2010 9:02:21 AM iLevetJD Forte'v1.1,Design Engine:V4.8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com AWeyerhaeuser,iLevel.Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR 0 2010 Weyerhaeuser NR Company All rights reserved. j, \,\.1 (..-- ' '' t, CITY OF ATLANTIC BEACH ._ .� 800 SEMINOLE ROAD J ATLANTIC BEACH, FL 32233 — INSPECTION PHONE LINE 247-5814 \�,319r' RESIDENTIAL ADDITION MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-RADD-2814 Job Type: RESIDENTIAL ADDITION Description: addition remodel Estimated Value: $300,000.00 Issue Date: 1/20/2016 Expiration Date: 7/18/2016 PROPERTY ADDRESS: Address: 66 DEWEES AVE RE Number: 169552-0000 PROPERTY OWNER: Name: 66 DEWEES LLC Address: 1717 BEACH AVE GENERAL CONTRACTOR INFORMATION: Name: TDB CONSTRUCTION INC Address: 423 ST AUGUSTINE BLVD QA THEODORE DAVID BERKSTRESSER Phone: - - PERMIT INFORMATION: UTILITY DEPT.: PUBLIC WORKS: Ensure no structures are in utility easement at rear of property. Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. All silt must remain on-site during construction. Roll off Container Company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Republic Services, Shappel's and Waste Pro.) Full right-of-way restoration, including sod, is required. Pool not permitted by this permit. FEES: kq 1' 1 R T4°∎h[q4-PoRDANCE§,119A.Q 2L CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BI I1.DI\U CODES. i. 's, CITY OF ATLANTIC BEACH ;4;-• :.7:t;'. ' f 800 SEMINOLE ROAD ° ' ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 PLAN CHECK FEES $540.00 UTIL REV RESIDENTIAL BLDG $50.00 BUILDING PERMIT FEE $1,080.00 STATE DCA SURCHARGE $16.20 STATE DBPR SURCHARGE $16.20 Total Payments: $1,802.40 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. ,i;o.J Pr,; City of Atlantic Beach `" �t� Building Department RECEIVED APPLICATION NUMBER s; 800 Seminole Road (To be assigned by the Building Department. �� Atlantic Beach, Florida 32233-5445 DEC 0 7 2015 ., i 2 f�� Phone(904)247-5826 • Fax(90' 247-5845 v .art ry? E-mail: building-dept @coab.us Y; City web-site: http://www.coab.us Date routed: Z. �, APPLICATION REVIEW AND TRACKING FORM Property Address: No 66.5. Ads De��ment review re s uired Yes No Applicant: n r , � i. �'�(,L�'jjY� tanning &Zoning ree Administrator ■� Project: b--#74 �Lic Works ?we/ .�� tilitie Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt of Permit Verified By Date Florida Dept.of Environmental Protection Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Qypproved. Denied. (Circle one.) Comments: „leg % itc[ d /o efoi€ 6/_ BUILDING (• PLANNING &ZONING Reviewed by: ♦9( 4111111 �� TREE ADMIN. , Date: l d� Second Review: Approved as revised. ❑Denied. P BLIC INORKg Comments: fee 414e4.41 /'„Nm .o/ PUBLIC UTILITIES PUBLIC SAFETY Reviewed by _l__o4� Date: / b' / FIRE SERVICES Third Review: ❑Approved as revised. r Denied. Comments: Reviewed by: Date: used 07/27/10 I (.ij , City of Atlantic Beach Buildin gDepartment DD��, 800 Seminole Road 1�CETVED e assigned by the Building Department._ ' Atlantic Beach, Florida 32233-5445 ( ) REC072015 � � 2�/ Phone(904)247-5826 • Fax 904 47 58 r .01; g% Email: building-dept@coab.us iff City web site: http://www.coab.us 8 Date routed: 2. APPLICATION REVIEW AND TRACKING FORM Property Address: 6 itwEes f,„ Department review re pp 6�2 6n-STv'ke-i-i- required Yes No �: in A licant: QYl 'tanning &Zonin • ree Administrator �■ Project: ' > �dL – r.lic Works _ _l 'k�- it tilitie Public Safety Fire Services Review fee $ Dept Signature_ C-.--4.,.` Other Agency Review or Permit Required Review or Receipt of Permit Verified By Date Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: • APPLI 4 TION STATUS Reviewing Department First Review: /Approved. (Circle one.) Comments: ❑Denied. BUILDING PLANNING &ZONING . 1---...—Reviewed by: 2 TREE ADMIN. Date: � /7 (J.-- Second Review: ❑Approved as revised. ['Denied. Agio,C WORK'. Comments: i • BLIC UTILITIES /2-7-1 f PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: QApproved as revised. ['Denied. Comments: Reviewed by: Date: iised 07/27/10 I , NOTICE OF COMMENCEMENT State of + &Y lLC' Tax Folio No. County of ( () U(,(A To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: 15-5c)- b a—S — 0(.Q(-n Ci {ve,• U KtA.- I s fib,` PI Lo-f--1 Address.of property being improved: lo to V e11J e_S r\v e. . a/l'h L PeQtitel FL /j1-- -- 3 General description of improvements: F, N a✓, -fi Owner: N('.k cw s 'fr Y Lj Address: e • OeWe.es Ave. TI LMWSW 3?'c Owner's interest in site of the improvement: Fee Simple Titleholder(if other than owner): Name:1 ,(, Contractor: ) b C c� Vl l( Y ) l i n L� ,� Address: 4Y3 S�-. US'f i t Ufa J&& o nv,` . I;�Q t F L 3 -' 56 Telephone No.: 90+ ?)14-61 °j 3C0) Fax No: 9"'I• 'I---7),- U Surety(if any) Address: Amount of Bond$ Telephone No: Fax No: Name and address of any person making a loan for the construction of the improvements Name: Address: Phone No: Fax No: Name of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may be served: Name: Address: Telephone No: Fax No: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(6), Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement (the expiration date is one (1) year from the date of recording unless a different date is specified): THIS SPACE FOR RECORDER'S USE ONLY OWNER Signed: --it- '� • Date: f►)c,i0-*.21x-1,_\ , �i7 Doc#2016013884,OR BK 17434 Page 760, Before me this AI -' day of , - in the County of�uval,State Number Pages:1 Of Florida,ha pally appeared V. I a, , _ 1 .0-y Recorder!01'2012016 at 03:45 PM. G I Ronnie Fussell CLERK CIRCUIT COURT DUVAL Notary Public at Lar:e,State of Florida, ounty of Duval. COUNTY My commission expires: ` co,,- ?S , ,w j..I r' RECORDING$10.00 Personally Known: ,,/ Produced Identification: zw KIMBERLY A LAW o MT COMMiSS►ON 8 FF911850 1 .,'' t EXPIRES August 23.2019 (407;44.0153 none Notiy3rvicv con' 0-;ay;',r, CITY OF ATLANTIC BEACH �s , Building Department r J 800 Seminole Road 0 OFFICE COPY j Atlantic Reach. Florida 32233 (904)247-5800 PLAN REVIEW COMMENTS Permit Application # I 5-- tgaA R/400-.28./51 -.28./51 Property Address: 66 17ewe eS /Qt'., AB Applicant: -re A Con S7r€Cl/O/I Project: Aidv 1411 R40I7alAa46,1 This p, mit application has been: IM Approved m0 I2�2 pp Reviewed and the following items need attention: Q C/iecA -I-h"2- (ohs on 7'A:- Flor ad., Cade Coin,/^ante- Cheek 1) sP (acopie S ) I Sip u ela/e 4(e cf/aer5y Percor'nanc • • • C.. 2:QS ' Ae k -. . 1)- 4-`r and hSvlo7:or inSpecbdr% 6:',"1/?. • e �'- ' Cc?co f)eS 7----_—_ ______ Pec, i2/211/c /Yir fleas-e Corri-e A -/, -t gvy!G!/n j A ro 'fro4r." f stgh o-E1 on 4-I■49 a Love -Pot-tins. , eA4 P014 1Z- 1615 rOf Please re-submit your application when these items have been completed. Reviewed By: Date: /2/C 5 tfiei/ Fov-a. /le I- t;; A,'cik City of Atlantic Beach ri 'i ;i, Building Department APPLICATION NUMBER L- ° .,' ' 800 Seminole Road (To be assigned by the Building Department. Atlantic Beach, Florida 32233-5445 0 p j Phone(904)247-5826 Fax(904)247-5845 r cl / —'',ojt p E-mail: building-dept @coab.us 17 City web-site: http://www.coab.us Date routed: 2. APPLICATION REVIEW AND TRACKING FORM Property Address: 6 ?)igiA)ges - _ De.- tment review required �= Applicant: 6nSpek_ed-,-1l1�1 [alarming &Zonin. ree A •min istrator _- Project: •�L ,. A , c Works _- Public Safety _- 1=1=111111111111111 1111 Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt of Permit Verified B Date Florida Dept.of Environmental Protection Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco IIIIIIIIIIIIIIIIIIIIIIIIIIIII Other: APPLICATION STATUS Reviewing Department First Review: (:Approved. (Circle one.) Comments: nDenied. BU DING PLANNING &ZONING Reviewed by: II Date: � 7 TREE ADMIN. • � Second Review: []Approved as revised. L]Deni-i. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: DApproved as revised. ❑Denied. Comments: Reviewed by: Date: used 07/27/10 I I w a- _ 'A ( — p p 00 �1 O\ ft -A N Q\ - W N — .b Ce CJ 4 b ; > '1 d n x cn o D i� v) Cn V1 o z) O cd ^�'* O ° ' a at a Cr' H ! n o o v' o ^ — cr -, , a CD C a- 0 r. .4 CO) u4 7y A� Cy �7 n 5D C *14i C 0- cr. a O w �. ' 1r, vD 0 �_ a (1, ø0L . ate' • o N' vi ,, f N: v p e- a' `'' 0 V r'' x Cr 60 - C,�.' u.+ o c/4 v, 4 (-O i► ''Q. G- = 't= 0 cn a I ) ^. P. .t C5 b O (�'� O 5 V, 0 C7. /..41 W C)4" = a z d n a C.." = \L O C cn () o 0 1 t'll Z � o 0 �, r o �° p � �N 0 r i3 ,� `C3 41 Z -. 'ts �. iD Cs7 : o o CD o t9 °'t O Rs 1< ° 7' " 0 . Co. 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' ._ • ;-4 , ...... . 4::..- ' ■ - -...i. . , ,..•- - -,--.... .4 -Mt-•• -._ - — 7.7-^ .••■••••.- ,..." ....._.....iin• - . _.. " . - :41 '11 ' . , "lift, ,• IN, •■1.•„, Google Image capture:Dec 2014 ©2015 Google Atlantic Beach,Florida Street View-Dec 2014 c vl -4 -4 ,O 0 or I IS 14 S 0 0 ft■ fr, M 66 Dawns Ave 15th St :,ountry Club in Fri 15th St https://www.google.com/maps/@30.3416605,-81.3982861,3a,75y,98.84h,7... 12/8/2015 0.A?;;. City of Atlantic Beach APPLICATION NUMBER 6$Ij)rt Building Department r, 800 Seminole Road (To be assigned by the Building Department Atlantic Beach, Florida 32233-5445 /��� 20 Phone(904)247-5826 • Fax(904)247-5845 J;; a E-mail: building-dept @coab.us Date routed: /Z. 4///ur . City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 6 Noies AtE, D e ment review required Yes No eonstrelkarfiprl 4: • •*,. ---5 Applicant: 6 ' anning &Zonin ree Administrator Project: ,. A , ,�, . lic Works T•it tilitie • Public Safety Fire Services Review fee $ Dept Signature • Other Agency Review or Permit Required Review or Receipt of Permit Verified By _ Date Florida Dept. of Environmental Protection Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: - _ APPLICATION STATUS Reviewing Department First Review: ❑Approved. Denied. (Circle one.) Comments: Sie. ,W(.44i1 BUILDING PLANNING & ZONING ��v l/ - Reviewed by: Date: 12//elf TREE ADMIN. Second Review: (Approved as revised. ❑Denied. PUBLIC WORKS Comments: / _ PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: , , Date: 'C FIRE SERVICES Third Review: QApproved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10 ZONING REVIEW COMMENTS *' a<. � City of Atlantic Beach r� Building and Zoning Department 800 Seminole Road Atlantic Beach, Florida 32233-5445 r��F31>r Phone: (904) 270-1605 Fax: (904) 247-5845 Email: dreeves @coab.us Date: 12/16/15 Permit: 15-RADD-2814 Applicant: TDB Construction Review: 1st Address: 423 St Augustine Blvd,Jacksonville Beach, FL 32250 Site Address: 66 Dewees Ave Phone: (904)249-9393 RE#: 169552-0000 Email: N/A Correction Comments 1. Survey: Please prov' a legal sure of the property. 2. Height: The max' um overall height from grade is 35 feet. Determine the beginning measurement point for grade d provide an act measurement of height without+/-. 3. Tree Removal: Please sub • a Tree Removal Permit Application if any trees are to be removed. If no trees are to be removed, en please fill out an Affidavit of No Tree Removal. Both forms are available on the city website u er "Planning and Zoning" and at City Hall. Also please be aware that codes have recently changed. If you are unsure about how the new codes effect your project, please submit a Tree Removal Permit and staff can then determine if it is necessary. Derek W. Reeves Planner dreeves @coab.us Q 1 1 ‘is �1�:�,,r��� TREE & VEGETATION AFFIDAVIT f� . 1, City of Atlantic Beach s Department of Community Development olive Planning&Zoning Division 800 Seminole Road Atlantic Beach,FL 32233 "-J'3 r.)� (P)904 247-5800 (F)904 247-5845 PERMIT# SECTION I-APPLICANT INFORMATION E Owner(s) r Legal Authorized Agent* NAME OF APPLICANT / . „ ' ,' NAME OF COMPANY /.) 6 ,o.c/S?/L U c--110”) } ADDRESS OF COMPANY q 2 ?) J T 14,q , S.. f\ r<. B I V p/ N.3-4 )c 6c/1 3 2 2 5 0 PHONE 4(p 3 A( (o 3 Z CELL 9 i, 3_1 1,3 2 EMAIL E Cot c g- -a„ct.°L,‘S,,,, t:,1-o•Ca, CONTRACTOR CERTIFICATION NUMBER c_G C i 5-0 6, 6,s'-7 ATLBCH BUSINESS TAX RECEIPT NUMBER SECTION II-SITE INFORMATION STREET ADDRESS OF PROPERTY 6( /7 ''y O.o. c" 4 j/ If an address has not been assigned to this property,contact the AB Building Department at(904)247-5826 to request an address. LEGAL DESCRIPTION L' ‘ /Jae, 1A) ,o r,v - A v,0 LOT BLOCK SUBDIVISION REAL ESTATE NUMBER LOT OR PARCEL SIZE: SQ FT AC RESIDENTIAL , COMMERCIAL OTHER(SPECIFY) I affirm that I have reviewed the provisions of Chapter 23, "Protection of Trees and Native Vegetation"of the Municipal Code of Ordinances for the City of Atlantic Beach,FL and/or I have participated in a pre-application meeting with the Administrator of those regulations. Subsequently,I affirm that no regulated trees and no regulated vegetation will be damaged,destroyed and/or removed from the above-described or adjacent properties in conjunction with this project. 113- --- SIGNATURE OF OWNER SIGNATURE OF OWNER Signed and sworn before me on this/`q day of 24, by State of fi. _vaL_ County of ‘14.4,4 Identification verified: _ Oath sworn: r Yes w IF f4-,:/kV Notary Public State of Florida WA • Shirley L Graham ■• ary Sign. ure tKwfi EMxp Cro 0m2i/s1s4io/2n 0 F1F 8 086990 My Commissi 6 expi . • • MAP` SHOVING SURVEY OF . LOT 1z BLOCK 1, iXEAN GROVE UNIT NR 1, ACCORDING TO PLAT THEREOF RECORGEP IN PLAT BOOK 15 PA NAP„ OF 1NE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. TOTAL= T.id!l;l.EL HOUSE: 2,056 Sq.FL DRNEWAY: 436 9q.FL • ALL OTMER: 199 Sq.Ft POOL ADOPTION: 0 Sq.Ft. / TOTAL rP6 IOUS: 2J 1 Ba F{. TAPPROX%) 7 / . / ■ illi "Z / OflINIONI To 8OE , . \ OF WATER J �P ti8,4 ci SCL 2 • i�Q Q� �2ry Mw r•}4- (,+QJ q)ei � LOT 11 V en - �J9 altzo J I 41 • `' 49"N• r soma four / o`'i.0^1 Q / /I 4, •1 194? , 47 n 1/// / o / o< /■ • 9 ' « . ^$ SF T' P % •. 'Co�n�� ,:t K 1 1t]4Y �• 1� / LOT 13 AM I �� • q� �` Mr+L ma:till 16 / -1Y�a,L_B PC y\ • , / .w +60. ."� / A LOT 6 t it 7 r woo Boa,MCI . . • e0 sae / / / 1. THIS IS A B. DARY SURVEY. THIS SURVEY WAS MADE FOR THE 2. BEARING BA as ON SOUTHERLY RICH OF WAY OF BENEFI T OF N/CKLAUS A TREFRY;; DENEES AVENUE :E/NG SZ4'55'02'W STEPHANIE R. TREFRY,• COMMONWEALTH 3. BUILDING RES ',CRON•LINES PER PLA T LAND TITLE INS CO; GIBRALTAR TITLE SEi?VICES THE PROPERTY OW HEREON APPEAR TO LIE IN FLOOD ZONE X' AREA OUTSIDE THE D. X ANNUAL CHANCE FL000P IN) AS WELL AS CAN BE DETERMINat• • FROM THE FLOOD INSURANCE RATE MAP NUMBER .s;• ..ITC::::< 12031 C0417H, RE SED .DUNE 3, 2013 FOR DUVAL I. COUNTY. FLORIDA - a `• t, • o,w,uo WTHOUT TIE •• ERE NO 111E f I ti 1cd l'tf1 -'-�, p,s I OREIPM.RAPED No nPiOL- FLA. QC , �� F,At MAPPING BUSINESS No. LB CHECKED BY: r BOATVIWGHT LAND SURVEYORS. INC. DATE. FEBRUARY 1111*`2015 DRAWN BY: JAr1 ;150C1, ROBER1S DRIVE SHEET FILE * 1015-169 ';.1,1CKSON' ILlE BEACH, FLORIDA' :41-6550 1 OF t OFFICE COPY If jlrf REVIEWED FOR CODE COMPLIANCE • 1 �v.1,.• , CITY OF ATLANTIC BEACH 1 � tr,10 V,� •ii SEE PERMITS FOR ADDITIONAL 1 IOWA" .+'�T REQUIREMENTS AND CONDITIONS ", • OFFICE COPY REVIEWED BY: /' __DATE: BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH OFFICE COPY 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247-5826 Fax (904) 247-5845 Job Address: (0(0 b &ie€s Ne.. I\+Emil f`- Eeta 37Pf3 ermit Number: J,S'RADI) - 141 Legal Description l5'C'r bc1=��• ��U-+'t� e-� I S!D DTarcel# ��0��J 5�'�� F or Area of heated/cooled led 14 3 6 �� non-heated/cooled 11-11.7 Valuation of Work$ 3OOJ t)O() Proposed Work heated/coo Class of Work(circle one): New Addition Alteratio Repair Move DemoU.. ':. •••s�ppa window/door Use of existing/proposed structure(s) (circle one): Commercial esidential� E Vv I U IV/1E If an existing structure,is a fire sprinkler system installed? (Circle one): Yes No Florida Product Approval # A t1 pc,A tr For multiple products use product approva orm DEC 4 2015 Describe in detail the type of work to be performed: fl -Al e' V 17 .4-/ Property Owner Information: Name: l( Address: (0(Q bJ?f& P5V - City :II • +Writ State la Zip , , Phone ctOL .4-/ 3ci E-Mail or Fax# (Optional), Contractor Information: '�,, ' ' Company Name:Th 6 1LS di La I'lL- Qual. in Agent: heodoie. fX� kS*€S .C% Address: 12g:t + r �,'� K City _ lV #7A State Zip , ,w s Office Phone • • ' 3 Job Site/Contact Number , • -,c. i-.t• Fax# c1 ,s '• Ae 0 State Certification/Registrat'on# (. l b , . '^".5 a . Architect Name&Phone# '.1 Ii. ► wiri ' im .-74ar mIar limmo'r • 1 D Engineer's Name&Phone# (S - • en&J 1 v�LQ_Vi t' clog . map— , D l Fee Simple Title Holder Name and Addres Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a period of six(6)months at any time after work is commenced. 1 understand that separate permits must be secured for Electrical Work, Plumbing, Signs, Wells, Pools, Furnaces, Boilers, Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 1 hereby certify that 1 have read and examined thisplication and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federal,state, or local law regulating construction or the performance of construction. Signature of Owner _ Signature of Contractor giuretatt Print Name /1 1Gl.-1-11 4,r4 Print Name ► l...le.►oc.are b. Ir(�'1'Ir Sworn to and subscribed before me Sworn to and subscribed before me this + Day of Qeco,t... this Day of Q.eenm.hc r ,20 tS i -- _ (&) \Uh,.► Notary Public Notary Public Revised 01.26.10 KIMBERLY A LAW _•t ' •r MY COMMISSION#FF911850 J �.r, EXPIRES August 23.2019 KIMBERLY A LAW t �'• `e MY COMMISSION#FF911850: (4o7;;44153 I b• . '�-r. EXPIRES August 23.2019 (407) 15.0153 rbrtlrNouy5rvic•.;.orr • OFFICE COPY DO NOT WRITE BELOW- OFFICE USE ONLY Applicable Codes: 2010 FLORIDA BUILDING CODE Review_Result (circle onet Approved Disapproved Approved w/ Conditions Review Initials/Date: /71,)- /07-/z/-/ Ste' Development Size Habitabllergpa`ce�-jaq s.F No-Habiittabl 6 33 S F: Impervious area Miscellaneous Information Occupancy Group le- 3 Type of Construction V Number of Stories 3 Zoning District R G - /n Max. 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DATE BY BILL OF MATERIALS, GLAZING vv Phone No.: 813.859.9197 REVISIONS DETAILS et COMPONENTS FBPE C.A. No. 9813 • 43 2011 R.W.BUILDING CoNeucTaNru INC. Doc # 2015042292, OR BK 17075 Page 883, Number Pages: 2, Recorded 02/24/2015 at 12:08 PM, Ronnie Fussell CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $18.50 DEED DOC ST $4935.00 Prepared by OFFICE COPY Record and Return to: Cindie Hernandez Gibraltar Title Services 4190 Belfort Road,Suite 475 Jacksonville,Florida 32216 File Number: 15-9197B General Warranty Deed Made this February 18, 2015 A.D. By 66 Dewees LLC, a dissolved Florida limited liability company winding up it's business affairs whose post office address is: 1717 Beach Ave, Atlantic Beach, Fl 32233, hereinafter called the grantor, to Nicklaus A. Trefry and Stephanie R. Trefry, husband and wife, whose post office address is: 66 Dewees Ave, Atlantic Beach,Florida 32233,hereinafter called the grantee: (Whenever used herein the terms "grantor" and "grantee" shall be construed to include masculine, feminine, singular or plural as the context permits or requires and shall include the heirs, legal representatives and assigns of individuals, and the successors and assigns of corporations) Witnesseth, that the grantor, for and in consideration of the sum of Ten Dollars, ($10.00) and other valuable considerations, receipt whereof is hereby acknowledged, hereby grants, bargains, sells, aliens, remises, releases, conveys and confirms unto the grantee, all that certain land situate in Duval County, Florida,viz: Lot 12,Block 1,OCEAN GROVE UNIT NO.1,according to plat thereof recorded in Plat Book 15, Page 82,of the current public records of Duval County, Florida. Said property is not the homestead of the Grantor(s) under the laws and constitution of the State of Florida in that neither Grantor(s) or any members of the household of Grantor(s) reside thereon. Parcel ID Number: 169552-0000 Together with all the tenements, hereditaments and appurtenances thereto belonging or in anywise appertaining. To Have and to Hold, the same in fee simple forever. And the grantor hereby covenants with said grantee that the grantor is lawfully seized of said land in fee simple; that the grantor has good right and lawful authority to sell and convey said land; that the grantor hereby fully warrants the title to said land and will defend the same against the lawful claims of all persons whomsoever; and that said land is free of all encumbrances except covenants, restrictions and easement of record, if any, and taxes accruing subsequent to December 31, 2014. OR BK 17075 PAGE 884 e. OFFICE COPY File Number: 15-9197B In Witness Whereof, the said grantor has signed and sealed these presents the day and year first above written. Signed, sealed and delivered in our presence: 4_, „_ , , , A., -Pa (Seal) _ 66 Dewees L ,a dissolved Florida limited Witness Printed Nam t tti ° liability company winding up it's business affairs By: Nancy P. Falloon its: Sole Managing Member \, d Witness Pr' ame filA I 111 Malt, /1• II Z-- NON State of Florida County of Duval The foregoing instrument was acknowledged before me this 18th day of February, 2015, by Nancy P. Falloon, sole managing member of 66 Dewees LLC, a dissolved Florida limited liability company, who is/are personally known to me or who has/have produced a driver's license as identification. v 1 Notary Publi Print Name: �,,,,,� CINDIE HERNANDEZ My Commission Expires: M`. °M. . ' u d QF- s1 cn y, �7 i;!CPIY.(`-`�•"'Y�ra2� ,01 Notary Seal ++� d' F'Ikar IN.aoni.as•.� o as ,wu.}.!F>InNY DEED Individual Warranty Deed With Non-Homestead-Legal on Face V AP SHOWING SURVEY OF LOT 12, BLOCK 1, OCEAN GROVE UNIT NO. 1, ACCORDING TO PLAT THEREOF RECORDED IN PLAT BOOK 15, PAGE 82, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. 046 0 8 Q 0) 6 '''o°° 12 0'9 itjti 314 N6236'58"W 118.90' (FIELD) sf-1 '2' Np o-0? 0A- sRON..,a 35 l� 0 N f sAON N62°36 58 W 7 7 9. 0' �► zI . ' ° N° 1.(-) c c..52 THEATER' KITCHEN •M. G� O pU, ,R 4 Q U N I ROOM I ADDITION •P�51P 1-n ti r ) m Qn (I) DRIVC AY L __1___ — )'�MODCL i � F l r O 0 11�GPP I i `- • N sR'i'"ka GOV'D. ENTRY EXISTING TWO STORY Li j a_ — —D— — °— — f`RAME RESIDENCE ocs d NEW POOL NO. bb cNt N w; �I _ 562°36'58"5 120.50' Jssk li,a o P 3 S6236'58"E 120.35' (FIELD) ER sNP'o tR°N "�a �. �off G O 6' 0 K IN 'ff:A, 1. THIS IS A BOUNDARY SURVEY. THIS SURVEY WAS MADE FOR THE 2. BEARING BASED ON SOUTHERLY RIGHT OF WAY OF BENEFIT OF R. KLAUY; ACTREFRYWEALTH DEWEES AVENUE BEING S24'55'02"W LAND TITLE INS CO; GIBRALTAR TITLE 3. BUILDING RESTRICTION LINES PER PLAT. SERVICES. THE PROPERTY SHOWN HEREON APPEARS TO LIE IN I FLOOD ZONE "X" (AREA OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN) AS WELL AS CAN BE DETERMINED 1 o 0 40 FROM THE FLOOD INSURANCE RATE MAP NUMBER SCALE: 1" = 20' 12031C0417H, REVISED JUNE 3, 2013 FOR DUVAL COUNTY, FLORIDA. BITE FLAN SCALE: I" = 20' 0 6S 1 `\ '6`9 ( _-_--_-------- I I _._ G b . mot #'`` . .%� ` 5'Q2" t.C} (FIELD) RAD1t1S 231.00' y 5 'O2 r' ` 28, 00' 52871'?s"W 27.07. ;R EL ) ` , y ' ', ' i . ... N .,ve--A - .% i gib ,r6 tr%--_,.a pi c....). 1:3 ..... ..,...,.. is.. c) (:! 1` 2 v) 1, A 3 I o i 1 . 1....... . C:1 0 < 4 I rtl 0 P PI _,...... 2 z ;- : 1 1 z i .2 )0 •11.1 a...ow o t iz z --I I- -. � R 1 ili i g 1 "--i.-}, 1 , r� ‘;1°.#. .... c"-°3 2 c.N." i : 1 I a , uib ..... : ° 2 73 1 S B 1 t 14 : °J)16r Tr3 :)*C1 ITI<—< 1 ` i ttg I t tz.) ,,,, i. tz) --I --n n . ..liht 'i4' I 1\ . ist 6 --t n 0 , )6. -4.- . \ r- % OtH\ c, 4 r) r;1 . -I, sasmimmse.. 'II b o 1 144° ci.:Pt\1:- 6\ I\ CA/ ; t:1 71 i 2 i t. . pi- tZ) I. 4 ` ` i. 3 e VT f tit v . c` :i''-,-.. N24rj r, l• „ 550L) . yy7 iv25tO3'1 t "E' 55 $;` ( 7Et_O) N x cil o a C i i p A (° r- n r . 'G- \- --..a - — 1/4)) .‹ z .> Fi' cx ON --N L . Ct1 ■ ) o i • Iic iN . { ,•,,, LC LID I l 0/L ------''.1. "....1-1 +"' - ,'``h'f„`+✓�\!`_'"mil i I I WN.- C) kll LC.) L -:-.:., Sli , �, -= --.. X, ) i ......›. .............:,...y (Th CC\ O c-3 a r m 7o 1 .' O S J v Q\4 t) . d 1 t.N .. i� 4.7,-,�y .1 Y't.' cr,•.tee -1'ytV,•4(`i`1',.- ? ,?.*4 ■4 Z!..44'::.14%.4 ,,A,.!� 1. ✓+Sl,.i,.'.i' .!ib `,l r:44. F( .._•a ").4^1. ;(.( i ,- i' ..1.14.;'4 v;;A U.1 :,;'1I P o.' '.il r •-Y'a r -, P, !,,°a° '.:E F' ';&;.: •,`• t.,:gi1i. t4M II+ t, MAP SHOWING SUF FEY OF LOT 12, BLOCK 1, OCEAN GROW UNIT NO. 1. ACCORDING TO PLAT THEF'EOF RECORDED IN PLAT BOOK 15, PAGE 82, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. ' • I j TQTAL LOT: 7,356 Sq._FL, HOUSE: 2,056 Sq.Ft. DRIVEWAY: 436 Sq.Ft. 'k// ALL OTHER: 199 Sq.Ft. !' POOL ADDITION: 0 Sq.Ft. / TOTAL IM VIOUS: X41 ek :fe"): (APPROX%) 31% 4 / / e DIMENSIONS SHOWN ARE TO EDGE ) j OF WATER r/ ` li'fop, O� (O, 4,v tp ZO 40 1 v yit t ���/ ryc$. u SCALE: 1' — 20' I .{ +IY1 ,#Dfft 3/4• nit 1 (,) �h OJ% k 4Q J0 (to Qt;/ • . •,- • LOT 11 A lti -• V�LO �ry t,^0 w 4 �P� 1 1 47, sue . �I I•k■ Q@ S, p CONCRt/E N�36. ,.� I • Co �4, DA9YE IIMr - I I . `' o`ti.:j-'�q v . 149 c�J / ,• . .' : • -55b...;:, , 8, / '' WOO BOARD PENCE / . �b`1•..er la6n), / V ° , , :/a / . Q� r o / • - Q„ / ' � N. r / `j 1 4 t=.�.►<-t, P oo C � a 7E T Y / Qo LOT 13 1 •DING /I ' Q1'" 1 � i SS (M4H PAD5,1 56 ,, /J _ f {(t, ' .,� h , . ‘\ 4.1?45. �O,SO u\s �" ,J�/ y LOT 6 ' i 'o /' '4‘• It 1 - 6'WOOD DOARD FENCE -■pt CORER ..a.•: 1% / F. THIS IS A BOU DARY SURVEY. THIS SURVEY WAS MADE FOR THE • 2. BEARING BAS ON SOUTHERLY RIGHT OF WAY OF E1i:NEF7T OF NICKLAUS A TREFRY. DEWEES AVENUE EING S 2455'02"W <'IEPHANIE R. TREFRY,• COMMONWEALTH 3. BUILDING RES ICTION LINES PER PLAT. LAND TITLE INS CO; GIBRALTAR TITLE • 5'ERVICES. THE PROPERTY S OWN HEREON APPEARS TO LIE IN FLOOD ZONE X" AREA OUTSIDE THE 0.2% ANNUAL — CHANCE FLOODPL IN) AS,WELL AS CAN BE DETERMINE ' FROM THE FLOOD INSURANCE RATE MAP,NUMBER j;'•.'•; •y 12031 C0417H, RE SED JUNE 3, 2013 FOR DUVAL •; , COUNTY, FLORIDA. ' 4 II ' I _, I D ' 'Wrr�1),/, I� 'EjNRi6�'IT,. P.S. 'NOT VAUD WITHOUT THE 90NATURE AND T�{E 3295 l,�` MID MAPPER No. LS 3 OR10fNAL RAISED SEAL OF A FLORIDA UCEHS. F'�.A. .LJ4. �Z SURVEYOR AND MAPPER- FU. LIC..5U ':VE3YI►J,• dt MAPPING BUSINESS No. LB 13872 If CHECKED BY: BOATARIGHT LAND SURVEY0ftS. INC. DATE: FEBRUARY 111t(,'2015 DRAWN BY: JAH 1500 ROBERTS DRIVE SHEET OF FILE 2015-169 JACKSONyILLE BEACH, FLORIDA 2.1-8550 . . 65'3 { c • ii'. • NAP SHOWING SURVEY OF LOT 12, BLOCK 1, OCEAN GROVE UNIT NO. 1, ACCORDING TO PLAT THEREOF RECORDED IN PLAT BOOK 15, PAGE 82, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. I \0 �oPR° Lii �" 3I N6236'S8"W 118.90' (FIELD) 5`P1 g6 2 I ° - 0 JNO PIPE `RO9, 0 ° P \ROy N62°13E 58 W 779. 0 at______ 0 L-1-1, `.. - 4-(;!),.`N r R�� t___ EATCR1 KITGH4=N N.a S�p1R GN L U Co OM I ADDITION p� v`�i I DRIVEWAY RCMO eL f-' _L- - - -- Z Cr)v I , ' \ I w ` W p O 0 I P-CO) I y'li W OWN r 84„.. I i I, �R °eB '� GOV'D. ENTRY EXISTING TWO STORY a _ _a_ __a_ - 0 FRAME RESIDENCE op 06 NEW POOL NO. bb \ O __.— ---_ —_ ,i obi ow, in NER : ' " 120.50' 5a V 4c P S62 36'58"E 120.35' (FIELD) � a9° 1 0 ,OR G j Or 5t L kRO ep O 0 6 VP 0 t �y/fr Oq/ 1C\ 9y � OF 1. THIS IS A BOUNDARY SURVEY. THIS SURVEY WAS MADE FOR THE 2. BEARING BASED ON SOUTHERLY RIGHT OF WAY OF BENEFIT OF R. KLAUY; COMMONWEALTH S24'55'0214/DEWEES AVENUE BEING S24'S5'02" LAND TITLE INS CO; GIBRALTAR TITLE 3. BUILDING RESTRICTION LINES PER PLAT. SERVICES. THE PROPERTY SHOWN HEREON APPEARS TO LIE IN FLOOD ZONE "X" (AREA OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN) AS WELL AS CAN BE DETERMINED o 0 0 FROM THE FLOOD INSURANCE RATE MAP NUMBER SCALE: 1" = 20' 1 . 12031C0417H, REVISED JUNE 3, 2013 FOR DUVAL COUNTY, FLORIDA. SITE PLAN SCALE: I" = 20' 6S ytThi Af3 ' _-------_____---- I ._,