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TRUSS
Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. - MiTek7_ POWER TO PERFORM." RE: 23015 - Afshar Residence Site Information: Customer Info: Watlee Construction Project Name: Afshar Model: Lot/Block: Subdivision: Address: 511 NW Winters Creek Road City: Palm City State: FL MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of itecord, If there is one, for the,building: Name: License : Address: City: State: -- General Truss Engineering Criteria & Design Loads (individual Truss Design RraW-1gg*AQgll�Spr<, cLiaiROPOSED WORD Loading Conditions): ARE SUBJECT TO ANY CORRECTIONS Design Code: FBC2007/TPI2002 Design Program: MiTek20/20 P9QUIRED BY FIELD INSPECTORS THAT Wind Code: ASCE 7-05 Wind Speed: 140 mph Floor Load: N/A psf MAY BE NECESSARY IN ORDER TO Roof Load: 45.0 psf ��^ „„Iv This package includes 12 individual, dated Truss Design Drawings and 0 Additions g . ITH ALL APPLICABLE CODES, With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date 1 T4237050 -CA 12/12/011 2 T4237051 I �-CJ3 12/12/011 3 IT4237052 -CJ5 12/12/0111 4 IT4237053 -EJ3 12/12/011 5 IT4237054 I �-ER 12/12/011 16 I T4237055 I ~HJ3 112112/0111 7 IT4237056 -HR 12/12/0 1 8 I T4237057 I A01 1 12/12/0111 19 I T4237058 I A02 12/12/011� 10 JT4237059 IA03G 12/12/011 11 IT4237060 JBIG _ 12/12/011 112 I T4237061 I B2 112/1210111 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2013. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. O REVIEWED O RLIECTEq "REVIEWED AS NOTED Q-REVISE AND RE -SUBMIT ARCHITECT DE` gF � P—EFP4z-, -r:t> s ';• NoWOF y 4 •ST.0 0. FL Cert. 6634 December 12,2011 Albani, Thomas 1 of 1 Job Truss Truss Type Oty Ply Afshar Residence T4237050 23015 -CJ1 Jack -Open Truss 16 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:27 2011 Page I D:f103EZwsHipSyTl Zs9gEgXyAhz6-_4PZFtp7gWrBROTbsw5XwYE7sZ171C5NkHifgRy9mR 1-o-0 1-0-0 Refer to MiTek "TOE -NAIL" Detail for connection to Scale: 3/4"=r supporting carrier truss (typ all applicable jacks on this jop 12 3 a 3x4 z 1 0 N 19 IQ 6 O O 6.o0 12 7 2x4 = 1-0-0 LOADING (psf) SPACING 2-D-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2007fTP12002 (Matrix-M) Weight: 9 1b FT = 20%0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purlins, except BOT CHORD 2 X 6 SYP No.2 and verticals. SNEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=187/0-8-0 (min. 0-1-8), 3=-30/Mechanical, 6=1/Mechanical Max Horz 7=120(LC 4) Max Uplift7=-105(LC 3), 3=-80(LC,4), 6-128(LC 4) Max Grav 7=1 B7(LC 1). 3=26(LC 3), 6=37(LC 8) FORCES (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `,��1 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 7 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of ,%% CJ .. bearing surface.` 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 7, 80 lb uplift at joint 3 and ��.'• �,� G E N SF ••.9�� �! 12B lb uplift at joint 6. 7 "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. m N"O 3 938 0 LOAD CASE(S) Standard �1ATE Ur 'p '• ` �v 0RtO,. 01�e 1. A` FL Cert. 6634 December 12,2011 t , WARIfsNG - Verify de ign pa matt and READ N07M ON THIS AW INCLUDED MTF'PJCREF&QWCE FADE 1•IIh 7473 — 10-'08 BEFORE USE. *�R Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. ■F.i■L�■■■ Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stabilityduring construction is the responsibillity of the IYI iTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding — ro P ryw fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/7911 Quality Werla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Jab Truss Truss Type Qty Ply Afshar Residence T4237051 23015 —CJ3 Jack -Open Truss 8 1 Job Reference o tional ' East' Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:28 2011 Page ID:f103EZwsHipSyTlZs9gEgXyAhz6-SHzxTDplRgz73Y2hQedmTlnAozLOUfLXzxRCCuy9mR 1-o-a 3-N 3-0•0 • Scale = 1:20.9 3 4 6.00 f12 4x4 N 2 O A 1 N 6.00 12 7 3xe II 3-0-0 3-0-0 Plate Offsets X Y : 2:0-2-0 0-1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.01 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Ve.rt(TL) 0.01 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.09 3 n/a n/a 'BCDL 10.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 17 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins, except ,*OT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ciuide. REACTIONS (lb/size) 7=226/0-8-0 (min. 0-1-8), 3=80/Mechanical, 6=31/Mechanical Max Horz 7=293(LC 5) Max Uplift7=-51(LC 5), 3=-168(LC 5), 6=-102(LC 5) Max Grav7=226(LC 1), 3=80(LC 1), 6=60(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Dpsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; 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-&0 tall by 2-0-0 wide will fit ``1111111➢1 / /// between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. `%% S A /// %% P 5 Bearingat'oint s 7 considers arallel to rain value using ANSI/TPI 1 angle to rain () ,'9�e formula. Building designer should verify capacity of �� 9 Y P Y E Ns •• 1 P 9 9 9 9 bearing surface. 9 y �� �,� F•••,�i `�.' _., W .". 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 7, 168 lb uplift at joint 3 and. •• ; 102 lb uplift at joint 6. "Semi :• �,v0 39380..-- •• � 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •' r�4. "--,* LOADCASE(S) Standard e ,�. r'" STATE (7-Vr .O• R. FL Cert. 6634 December 12,2011 +. &WARr'UNG-Purify dmiyrr,p.,ametmv and READ PJ0773S oNTHis ANDmrcLUDED WIFTWPEFERENCE PAGE 6II1.747'J r .Z0-'OB9BFORE USE. *�• Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. i_.�i_i• E■7 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ra fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Weria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. - TarrDa. FL 33610-4115 Job Truss Truss Type Qty Ply Afshar Residence T4237052 23015 -CJ5 Jack -Open Truss 8 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:53:12 2011 Page 1 ID:f103EZwsHipSyTlZs9gEgXyAhz6-15DOauVhQK5F15WfEOw7pl3pvPYAuSzxngKgY8y9lub -1-0-0 5-0-0 _ 1-0-0 5-0-0 Scale = 1:27.4 3 4 6.00 12 i o N 3x4 I I 2 d h 1 0 N N 6.00 FIT 7 4x8 I I 5-0-0 5-0-0 Plate Offsets X Y : 7:0-2-2 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.04 6-7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.38 Vert(TL) 0.04 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.21 3 n/a n/a BCDL 10.0 Code FBC20D7rrP]2002 (Matrix-M) Weight: 26 lb. FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2 X 6 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling, directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installationguide. REACTIONS (lb/size) 7=30810-8-0 (min. 0-1-8), 3=.146/Mechanical, 6=63/Mechanical Max Horz 7=384(LC 5) Max Uplift 7=116(LC 5), 3=-242(LC 5). 6=-96(LC 5) Max Grav 7=308(LC 1). 3=146(LC 1), 6=104(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-274/241 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); T6DL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip D6L=1.60 This truss ve load nt h any other live n ' D 11 Thistruss has been designed for a Hive load of 20. psf on the bottom chord all areas as where arectangle 3-6-0 tall by 2-0-0 3) wide will fit between the bottom chord and any other members. Af ♦♦♦���PCJ ♦ �e'// 4) Refer 0�' ° to girder(s) for truss to truss connections. 5) Bearing at joint(s) 7 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify ♦♦♦ Ci•E,N s capacity of bearing surface. A��.' � 36380 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 7, 242 lb uplift � -fd`o' e at joint 3 and 96 lb uplift at joints. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - ✓: LOAD CASE(S) Standard -f� -; -(u STATE �t� °° �/i ���•� O ♦♦0 R ��• % N A` 'E FL Cert. 6634 December 12,20 A WARN-iA'G - V° -ify d-,iya pararrratare and READ NO 7£S ON THIS AIVD rNCLUDED 1+=REFERENCE PAGE 1ffT74T3 rc.+. 10.'OS BEFORE USE, I- 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 paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral svpport of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , - fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Quality Criteria, DSO.89and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610-411 Job Truss Truss Type Qty Ply Afshar Residence T4237053 23015 —EJ3 Jack -Open Truss 4 1 Job Reference o lional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:29 2011 Page ID:fIO3EZwsHipSyTlZs9gEgXyAhz6-wTWKgZgNC75rghdzzLB??zJKDMhDD6bgCbBmkKy9mR0 ' 1.4-0 1 0-0 • Scale = 1:20.9 3 6.00 12 4x4 I I a N 2 a y' N O N 6.00 12 5 3x8 II l Plafe.Offsets MY): : 2:0-2-0 0-1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.013 3 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix-M) Weight: 18 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins, except UOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 5=264/0-8-0 (min. 0-1-8), 3=70/Mechanical, 4=25/Mechanical Max Horz 5=312(LC 5). Max Uplift5=105(LC 5). 3=-147(LC 5), 4=-101(LC 5) Max Grav 5=264(LC 1), 3=70(LC 1), 4=54(LC.2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9:Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp,C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; 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 will fit `,P' 1111 111 p7jJ* between the bottom chord and any other members. 4) Refer to for truss to truss connections. �(� girder(s) ANSI/TPI 1 to formula. Building designer should verify capacity of N% 0 G• •' 5) Bearing at joint(s) 5 considers parallel to grain value using angle grain E `SF •'.9�iw bearing surface. �� •' �. -at i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift joint 5, 147 lb uplift at joint 3 •, .Poo 39380;---, and 101 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. d LOAD CASE(S) Standarcc o Cj '? __ .{_ -✓� pro '� U �- STATE I`� e O ••o <C/ s,�S •pR�,, ON A, 1111``e FL Cert. 6634 December 12,2011 G93Rfv7NG - Verify dr '9n pa,-urTk and READ N07ES ON THIS AND 1'}'fCLUDED nffTEKREFERRNCE PAGE 17A,7473 rcu. 10-'OB SEPORE USE. *� Design valid for use only with MiTek connectors. This design Is based only, ■.YC3 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 MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding now -vice fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East E Safety Information available from Truss Plate Institute. 781 N. Lee Street; Suite 312, Alexandria, VA 22314. Tampa, FL 33610- Job Truss Truss Type City Ply Afshar Residence T4237054 23015 -EJ7 Jack -Open Truss 8 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:30 2011 Page ID:flO3EZwsHipSyT1 Zs9gEgXyAhz6-Of4iuvr'1zRDilrC9X3fEYAsWHm7HyXTgQFwJHmygmR 7-0-0 3-6-0 1.0-0 .2 I 3-6-0 - Scale = 1:33.6 3 6.00 12 4 N 6x6 � N 2 1 0 N O 5 d 4x4 i 6.00 12 6 2x4 I I Plate Offsets X Y : 2:0-3-0 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.12 5 >686 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.36 Vert(TL) 0.10 5 >842 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.07 3 n/a n/a BCDL 10.0 Code FBC2007fTP12002 (Matrix-M) Weight: 39 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 80T CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8-7-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=398/0-8-0 (min..0-1-8), 3=198/Mechanical, 4=100/Mechanical . Max Horz 6=471(LC 5) Max Uplift6=175(LC 5), 3=269(LC 5), 4=139(LC 5) Max Grav 6=398(LC 1), 3=198(LC 1), 4=147(LC 2) FORCES (lb) -Max. Comp./Max. Ten. - All.forces 250 (lb) or less except when shown. TOP CHORD 2-6=-354/323 BOT CHORD 5-6=-609/145 WEBS 2-5=-150/608 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end `,10111111►/1T' � zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 0A. , 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 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 ;� �� • G E S • • e9 ��� between the bottom chord and any other members. ® ` •' �. F ••, �� 4) Refer to girder(s) for truss to truss connections. N,6 . 5) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to'grain formula. Building designer should verify capacity of ®* 3938 bearing surface. 6) Provide mechanical connection (by others).of truss to bearing plate capable of withstanding 175 lb uplift at joint 6, 269 lb uplift at joint 3 �! and 139 lb uplift at joint 4. r : n-�_ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �j� AT EJ (7 t-t— 0.(� LOAD CASE(S) Standard • P •• �� FL Cert. 6634 December 12,2011 ` AL LVAPHNG. Verify dwiw,ptm mrd RFlD NO 7ES ON THISANDINCLUDED6ITILKRfiPEP.EAVEPAGBM1 7478 rca. 10-'08BEFORB 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 q is for lateral support of individual web members only. Additional temporary bracing to insure stability. during construction is the responsibillity of the MiTek' I iTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII. Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 • Job Truss Truss Type Oty Ply Afshar Residence T4237055 23015 -HJ3 Diagonal Hip Girder 4 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:31 2011 Page ID:fiO3EZwsHipSyT1 Zs9gEgXyAhz6-sse45FsdkILZw7nM5mAT5OPggAOBh7DzfvgspDy9mR 1 1a10 4-2-15 1-1a10 4-2-15 Scale = 1:20.6 3 4 2x4 I 4.24 12 3x4 ? N 2 1 oy , N 4x4 0 4.24 12 B 2x4 II 4-2-9 _ 4.2�15 4-2-9 1&6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.02 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.19 Vert(TL) 0.02 7-8 >999 180 BCLL 0.0 ' BCDL 10.0 Rep Stress Incr NO Code FBC2007/TPI2002 WB 0.06 (Matrix-M) Horz(TL) -0.00 6 n/a n/a, Weight: 30 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=282/0-10-3 (min. 0-1-8), 6=115/Mechanical Max Horz 8=291(LC 4) Max Uplift8=560(1_C 3), 6=317(1_C 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-263/414 BOT CHORD 7-10=-285/14 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �w A PS A. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, w` •, •' C•E•NS o �.� ��•• 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 560 lb uplift at joint 8 and 317 lb uplift at joint ` •, f 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb up at 1-4-11, and 58 lb up at 1-4-11 on top chord, and 134 lb up at 1-4-11, and 134 lb up at 1-4-11 on bottom chord. The design/selection of such connection device(s) is the others. `W responsibility of 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i .1-' • SYA' EFL .• 10.. LOAD CASE(S) Standard �ijT� •;�� 0 R 1 Q .P •• �_`�� 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 �/� sS • " • • " �Q���, Uniform Loadsplo (2=-70, Vert: 1 2-3=70, 3-4=-70, 5-8=-20 11111111110,��� Concentrated Loads (lb) Vert: 9=80(F=40, B=40) 10=38(F=19, B=19) FL Cert. 6634 December 12,2011 WARMNG - Verify design p—ef— and READ NOTES ON THIS AND INCLUDGD NTEK REFERWiCE PAGE 741.7470 re-o, W`08 BEFORE USE, Design valid for use only with Mirek connectors. This design h based only upon parameters shown, and is for an individual building component. ■. �■7 ..��R Applicability of design parameniers 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 responsibiility of the MiTek~ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI7. quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 I Job Truss Truss Type Qty Ply Afshar Residence T4237056 23015 -HJ7 Diagonal Hip Girder 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MTek Industries, Inc. Mon Dec 12 09:55:06 2011 Page 1 ID:flO3EZwsHipSyT1 Zs9gEgXyAhz6-P 16V WtuCaMS4icDNvyzsQ4nlSMTObu0j7ZxsYXy9lsp -1-5-0 4-11-6 9-10-13 - 1-5-0 4-11-6 4-11-6 44 11 Scale = 1:32.9 4.24 12 5 6 14 3x4 N 3x4 4 13 3 4x6 12 5x5 2 17 o v N 10 16 3x4 4.24 12 15 11 3x10 = 4-11-6 9-10-7 9-19-13 4-11-6 4-11-0 0-0-6 Plate Offsets X Y : 9:0-2-0 0-2-12 LOADING'(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0.. Plates Increase 1.25 TC 0.79 Vert(LL) 0.07 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.30 Vert(TL) 0.06 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code FBC20071TP120D2 (Matrix-M) Weight: 63 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-6: 2 X 4 SYP No.2 except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-7 4 oc bracing. WEBS 2 X 4 SYP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 11=547/0-10-6 (min. 0-1-8), 8=609/Mechanical Max Horz 11=408(LC 4) Max Uplift 11=1066(LC 3). 8=-1002(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-526/972, 2-12=-896/1658, 3-12=-865/1665, 3-13=-828/1670, 4-13=-815/1615, 4-14=-220/264, 5-9=-203/269 BOT CHORD 11-15=394/0, 15-16=-481/0, 10-16=-547/42, 10-17=-1784/844, 9-17=-1848/886, 8-9=-335/202 WEBS 2-1 0=-1 374/818, 4-9=-689/1567 NOTES `1j,1111111it,, �♦,♦ 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) a%% S A cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 �� a� P' gable end zone; ; .... •'q�e eo 0\V , ♦i 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. e Ci E %J S' ' ' 3-6-0 tall by 2-0-0 F�'.•?� i 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle : A�.'� wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ANSI/TPI 1 to formula. Building designer should verify ;l 5) Bearing at joint(s) 11, considers parallel to grain value using angle grain , capacity of bearing surface. — truss to bearing 1066 lb uplift at joint 11 and 1002 6) Provide mechanical connection (by others) of plate capable of withstanding Ib uplift at 8. +-<'-.-._. r' _' (U p / +.� rTATE CTF 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 O '. 441 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 )b up at 1-4-11, 58 lb r� . 0 1 Q •Q ♦ R up at 1-4-11, 10 lb down and 147 Ib up at 4-2-10, 10 lb down and 147 lb up at 4-2-10, and 76 lb down and 220 lb up at 7-0-9 ♦_\ down ♦♦j StS' • • • • °' ���, , and 76 lb down and 220 lb up at 7-0-9 on top chord, and 134 lb up at 1-4-11, 134 lb up at 1-4-11, 20 lb • • \ and 108 lb upat s.,o 4-2-10, 20 lb own and 108 lat 4 02 lb up at liand 102 lb up at 7-0-9 1O N A' 11 -2-10, and 64 lb down and 1is of tthersdown on bottom chord• The design selection of such connection device(s)up the responsibility 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard FL Cert. 6634 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 December 12,20 • A WAJUt Mh - ON MIS AM 174CLUDED WMICREFBRMWE PAGE N11.7478 — 10-'09BEFORE 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 p p is for lateral support of individual web members only. Additional temporary. bracing to insure stability during construction is the responsibillity, of the I V r iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East el.. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-411 do Job Truss ]7Dia.g.n.IPH ss Tye Qly Ply Afshar Residence T4237056 23015 -HJ7 ipGirder 4 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Man Dec 12 09:55:06 2011 Page 2 ID:f103EZwsHipSyTl Zs9gEgXyAhz6-P16V WWCaMS4icDNvyzsd4nISMTObu0j7ZxsYXy9lsp s LOAD CASE(S) Standard Uniform Loads (ptf) Vert: 1-2=70, 2-5=70, 5-6=-70, 7-11=20 Concentrated Loads (Ib) Vert: 12=80(F=40, B=40) 13=21(F=10, B=10) 14=-153(F=76, B=76) 15=38(F=19, B=19) 16=-23(F=111, B=-11) 17=-86(F=-43, B=-43) ,1111u ei1111,1 %% O ENS • e9 �i� • �N 39380 -- ? r E�r SS 10 N A; '-�.``. FL Cert. 6634 December 12,20 1 WARMMkl-- Ver'fij d—tgn pa:rvnetars and READ M07ES ON MIS AND INCLUDED MTTRICREFERENCE PAGE f� 4478 -,w. 10-'08 BEFORE USE. �*R� Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. ■.Yp9E■9 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 k the resporuibillity of the MiTek` erector. Additional permanent bracing of the overall structure Is the. responsibility of the building designer. or general guidance regarding awca *o nrarvaa fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria,. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 7731 N. Lee Street, Suite 312, Alexandra, VA 22314. Temee. FL 33810.4118 r Job Truss Type Qty Ply Afshar ResidenceT4237057 23015 TA'1 ScissorTruss r 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:34 2011 Page ID:flO3EZwsHipSyT1 Zs9gEgXyAhz6-HQKDjGu W1 gj8nTVxmujAi01 GnNLfuDuPLtuWPXy9mQ 1 00 5112 10-0-0 14-10-4 20-D-0 2r_1-0-Or '1-0-0 5-1-12 4-10-45-1-12 • 4x4 = Scale = 1:46.5 4 6.00 12 3x8 53x8, 3 9 9 7x8 2x4 11 2x4 I I Z 8 °49 7 v 1 O 4 N - 6.00 12 e 10 4x6 46 10-0.0 20-0-0 10-0.0 10-0-0 Plate Offsets X Y : 3:0-1-B 0-1-B 5:0-1-8 0-1-8 8:0-2-15 0-2-0 10:0-2-15 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.20 9 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.38 9-10 >616 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.41 8 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 131 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or3-7-13 oc purlins, except POT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. WEBS 1 Row at midpt 5-8, 3-10 recommends that Stabilizers and required cross bracing be rMiTek installed 'during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 10=972/0-8-0 (min. 0-1-8), B=972/0-8-0 (min. 0-1-8) Max Horz 10=290(LC 4) Max Uplift 1 0=-688(LC 5). 8=-688(LC 6) FORCES (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-310/435, 2-3=187/310, 34=2658/1208, 4-5=-2658/1239, 5-6=-187/303, 6-8=-310/430 BOT CHORD 9-10=1232/1884, 8-9=860/1884 WEBS 4-9=-812/1983, 5-9=169/699, 5-8=2085/1035, 3-9=0/699, 3-10=2085/1239 NOTES 1.1111111fit A' l have been for this design. 1) Unbalanced roof live loads considered �� A f • 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end �%% PS ��e zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 `�� 0 '' • '�CEN,9. -9 ;0-'. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��.'� �, F '•• �i. i 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit •' `�: o 39380 - between the bottom chord and any other members. J?d 5) Bearing at joint(s) 10. 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity1�� of bearing surface. {/ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 688 Ito uplift at joint 10 and 688 lb uplift at joir$ 8. a ATE 0 r--- 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 00. • LOAD CASE(S) Standard i'� 0 f3 �01.1 '2 I� N FL Cert. 6634 December 12,2011 A- SVARPIIXG - Verify dr iyn pm•ametrns cm d READ N07ES ON THIS AND fNCLVDED MITRIT REFERENICE PAQB IU1.7a73 ,-. 20-'08 BEFORE USE. ' Design valid for use only with M1ek 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 M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building, designer. For general guidance regarding I.- - -_- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610.4115 Job Truss Truss Type Qty Ply Afshar Residence T4237058 23015 A02 Hip Truss . 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:35 2011 Page I D:flO3EZwsHipSyTlZs9gEgXyAhz6-IdubxcvBozs?Oc47KcFPFEZTsnixdiAZaXe4xy9mQ 1�i- 4 T 12 0 11-0.0 15-4-4 i 20.0-0 21i .0-0 1-0-0 4-7-12 4-4-4 2.0-0 4.4-4 11 1.0-0 - Scale = 1:43.5 4xB = 4x4 = 4 5 6.00 12 q 3x4 i 3x4 N 3 6 12 11 6x6 = 6x8 = 4x4 i 4x4 7 N 2 8 N 1 13 10 v 3x4 i 3x4 T N 6.00 F12 9 2x4 II 74 2x4 l 4-7-12 9-1-8 10-10-8 15-4-4 20-0-0 ' 4-1-12 4-5-12 1-9-0 4-5-12 4-7-12 Plate Offsets MY): : 4:0-5-4 0-2-0 11:0-5-4 0-3-12 12:0-3-0 0-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ydefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.33 Vert(LL) 0.16 12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.28 11-1.2 >833 180 BCLL 0.0 ' Rep Stress,lncr YES WB 0.51 Horz(TL) 0.31 9 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix-M) Weight: 132 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural' wood sheathing directly applied or 3-9-2 oc'purlins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-7-9 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 14=972/0-8-0 (min. 0-1-8), 9=972/0-8-0 (min. 0-1-8) Max Horz 14=276(LC 4) Max Uplift14=678(LC 5), 9=-678(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-933/748, 2-3=1882/1173, 3-4=-2581/1261, 4-5=-2241/1102, 5-6=-2587/1183, 6-7=-1880/958, 7-9=-933/665 BOT CHORD 13-14=-285/282, 12-13=-1063/1831, 11-12=839/2236, 10-11=-720/1831 WEBS 2-13=-789/1578, 3-13=605/398, 3-12=-57/617, 4-12=458/919, 5-11=-407/924, 6-11=309/623, 6-10=-608/329, 7-10=649/1576 NOTES t,1111111101y1, 1) Unbalanced roof live loads have been considered for this design. `�� S A 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ; •. • \ C E°/� �j •`•, 3) Provide adequate drainage to prevent water ponding. �� •° :C !i. ! `+ 4) This truss has been designed for a 10.0 psf bottom chord live load noncohcurrent with any other live loads. : �v O 39380 — —` 5 • This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit Z between the bottom chord and any other members. formula. Building designer " l�� "� Z 6) Bearing at joint(s) 14, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain should verify capacitg ; of bearing surface. 7 Provide mechanical connection (by others oftruss to bearing late capable ofwfthstanding 678 lb uplift at joint 14 and 678 Ib uplift at'oirC 9. 0 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ,�'•• <`� OR1 Q � ....... �® LOAD CASE(S) Standard N\- FL Cert. 6634 December 12,2011 ® WARN71JC - ire,% d-1g,, pm nrwte and RF.AD NOTES ON THIS AND INCLUDED bf7TEKREFERENCE PAGE BYTJ-7473 rev. IWOB BEFORE USE. R t Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on Individual building component. L■ Applicability of design paromenters and proper incorporation of component is responsibility, of building designer - not truss designer. Bracing shown I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding •ow w ro o R K fabrication. quality control, storage. delivery. erection and bracing, consul) ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.411 Job ' A Truss Truss Type Qty Ply Afshar Residence T4237059 23015 A03G Hip Truss 2 2 Job Reference o tional EastCoasl Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:37 2011 Page I D:flO3EZwsHipSyTl Zs9gEgXyAhz6-h??LMIwOKb6jewEWR l HlKffiYbKG5V Fsl g7 B?sy9mQ 0.0 7-0-0 13-0.0 i .20-0-0 i2 r 1-0-0 7.0-0 6-0•0 7-0-0 1-a0 Scale = 1:40.8 _ 5x10 MT18H = US = 3 11 12 4 6.00 12 m N N 6.10 MT18H % 6x10 MT18H 9 7x6 = 13 14 7x88= 5 2 1 6 coy A 0 d N 6.00 12 7 10 Wo = 3x10 = 7-3-0 12-9-0 20.0-0 7-3-0 'S-6.0 - 7-3.0 Plate Offsets X Y : 2:0-2-12 0-2-4 3:0-7-8 0-2-4 4:0-3-8 0-2-4 5:0-2-12 0-2-4 8:0-5-4 0.3-12 9:0-3-0 0-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.60 8-9 >396 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.50 8-9 >469 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) -0.57 7 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 25.1 lb FT = 20% LUMBER BRACING - TOP CHORD 2 X 4 SYP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, except 3-4: 2 X 4 SYP No.1 end verticals. POT CHORD' 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-11,9 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-9,,5-8 REACTIONS (lb/size) 10=1977/0-8-0 (min. 0-1-8), 7=1977/0-8-0 (min. 0-1-8) Max Horz 10=248(LC 4) Max Uplift 10=2400(LC 5), 7=2400(LC 6) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-1970/2533, 2-3=6589/8265, 3-11=-5772/7306, 11-12=5772/7306, 4-12=-5772/7306, 4-5=-6578/8092, 5-7=-1968/2459 BOT CHORD 9-10=-401/237, 9-13==7322/5783, 13-14=7322/5783, 8-14=7322/5783 WEBS 2-9=-713315722, 3-9=-2993/2224, 4-8=-2943/2217, 5-8=-7150/5709 NOTES 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2.rows at 0-9-0 oc. S I,J,, `%%% Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. sy� ....' if front back face in the LOAD CASE(S) Ply to `, • ........♦♦♦� 2) All loads are considered equally applied to all plies, except noted as (F) or (B) section. ply ,moo` t�\V • ,<e • 9i! connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. w .Z` ' \ S' ••�•, 3) Unbalanced roof live loads have been considered for this design. o • i 4) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end • i O 3 9380 ... — - — 6 •ri zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 * : ! �� j 5) Provide adequate drainage to prevent water ponding. e A� Z 6) All plates are MT20 plates unless otherwise indicated. — s // =='fir Z 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurcent with any other live loads. �.:•.�_ F--' 0 o T ....t,.-e - � "This 6) 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 ®.,•-, STATE C7"t= •; • ' between the bottom chord and any other members. i Q:•• 9) Bearing at joint(s) 10, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity♦���':cC 0 R 1 p ����� •'°•.,,,,.•'•• of bearing surface. ♦ S �? '♦.*, �� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2400 lb uplift at joint 10 and 2400 lb uplift at S/p N A1- �`'' joint 7. JJ J J 1 ! 1111 \ 1 \ \\ 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 lb down and 247 lb up at 7-0-0, 128 lb down and 247 to up at 9-0-12, and 128 lb down and 247 lb up at 10-11-4, and 128 lb down and 247 lb up at 13-0-0 on top chor , FL Cert. 6634 down 1153 lb lb down and 669'lb and up at 7-0-0, 107 and 145 lb up at 9-0-12, and 107 Ito down and 145 lb up at 10-11-4, and 669 Ib down and 1153 Ito up at 13-0-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. December 12,2011 i 476RMIN0 - [� fy dasigrz paramctms and RLdD N07ES ON MIS SAND INCLUDED 1dr1ZKRRFERENCB PADS L91.7473 rcn. 10.'09 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for anindividual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ppp is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IVI iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building, designer. For general guidance regarding o roe fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality. Were, DSB.87 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610.4115 Job Truss Truss Type Qty Ply Afshar Residence T4237059 23015 A03G Hip Truss 2 n L Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc., Mon Dec 12 09:16:37 2011 Page ID:f103EZwsHipSyT1 Z69gEgXyAhz6-h??LM IwOKb6jewEWR 1 HtKffiYbKG5VFsl q7B?sy9mQ LOAD CASE(S) Standard 1) Regular: Lumber Ificrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=70, 3-4=70, 4-5=70, 5-6=70, 9-10=20, 8-9=20, 7-8=20 Concentrated Loads (lb) Vert: 3=128(81) 4=128(B) 9=-669(B) 8=-669(B) 1 1=-128(B) 12=-128(B) 13=-80(B) 14=80(B) e0 PS A. �� off`: • G'ENs y lil�-- Z--S'14T E UP— i a 1 �0'n�s'c( O R 1 Q �FL Cert. 6634 December 12,2011 G76RPIIP4t? Oerefy de::iya parvameEers and RP.dD NOTES ON THIS AND INCLUDED 6Iff9'EX REFERBNCE PADS 10T747'J -- 10-'08 BEFORE USE, ruff 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 paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown p is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IV I iTek` erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding „ fabrication, quality control, storage, delivery, erection and bracing,. consult ANSI/rP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610.4115 ob ° Truss Truss Type Qty Ply Afshar Residence T4237060 23015 BIG Hip Truss 2 1 Job Reference (optional) East -Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:38 2011 Page ID:f103EZwsHipSyTlZs9gEgXyAhz6-9CZjZex04uEaF4pi?ko6lsB_G?oVg8B?GUskYJy9m 4-0 1 4 0 3 0-0 5-0-0 i e-a-o 1-4: � 3-0-o z-o-o 3 ao %a-o Scale:112• 1' 4x8 = 4x4 = 3 4 6.o0 12 4x4 ry 2 1 V--q 0 d d' 9 B N � 6x6 = 6x8 = N 6.00 12 3x8 = 7 10 3x6 II 3-1-11 4-10-B 8-0-0 3-1-8 1-9-0 3-1-8 Plate Offsets X Y : 3:0-5-0 0-2-0 8:0-5-0 0-3-12 9:0-3-0 0-3-12 LOADING (psf) SPACING 2-0.0 CSI DEFL in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.02 9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) 0.02 9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) -0.03 7 n/a n/a BCDL 10.0 Code FBC2007rrP12002 (Matrix-M) Weight: 59 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 10=556/0-8-0 (min. D-1-8), 7=556/0-8-0 (min. 0-1-8) Max Horz 10=187(1_C 3) Max Uplift 10=901(LC 5), 7=901(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=520/915, 2-3=544/1086, 3-4=436/980, 4-5=-544/1066, 5-7=520/866 BOT CHORD 8-9=-969/436 WEBS 2-9=-831/442, 3-9=340/109, 4-8=-324/110, 5-8=-899/442 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Ezp C; enclosed; MWFRS (low-rise) gable end I 1 I I f f, `►0111 zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 `�A 3) Provide adequate drainage to prevent water ponding. ♦ Oe0°�PS This truss has been designed for 1 O.O.psf bottom chord live load nonconcurrent with any other live loads. • •. 4) a e •, \ C•E•N S 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit : /Q\X.' �, F •'•• �� �� between the bottom chord and any other members. o 6) Bearing at joint(s) 10, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacit= N O 39380 Yk of bearing surface. 901 lb 10 901 lb at 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint and uplift join$7. - _,r' rr- 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , .. r E O-Fc_ r� °, 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 lb down and 125 lb up at 3-0-0, anffo •, (V 1 lb down and 125 lb up at 5-0-0 on top chord, and 101 lb down and 430 lb up at 3-0-0, and 101 lb down and 430 lb up at 5-0-0 on v� ,�� • A\ O Q °• \� `; bottom chord. The design/selection of such connection device(s) is the; responsibility of others. � OR 1 a 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ��j� SS ' ° • • • •' • _\�`dv LOAD CASE(S) Standard �dOj A`\�`,` 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=70, 2-3=-70, 34=40, 4-5=70, 5-6=70, 9-10=-20, 8-9=-20, 7-8=20 FL Cert. 6634 December 12,2011 Continued on a e 2 WARNM - Verify dr=:ign p---e.in and READ N07RS ON THIS &M INCLUDED rffTFJrREFBRENCE PAGE R9I.7473 ncr. 10-'08 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. F■e Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ls for lateral support of individual web members only. Additional temporary bracing 10 insure stabilityduring construction is the responsibillity, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer., For general guidance regarding, fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TP11 Quality Werla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 ob L 23015 Truss B 1 G Truss Type Hip Truss Qty 2 Ply 1 Afshar Residence T4237060 Job Reference (optional) East Coast Truss, Fart Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Dec 12 09:16:38 2011 Page ID:fl03EZwsHipSyTlZs9gEgXyAhz6-9CZjZex04uEaF4pi?ko6lsB G?oVgBB?GUskYJy9m LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-0(F) 4=-0(F) 9=-101(F) 8=101(17) ``11attt11111., P.S A. �•E N S " •.'9 �. '' MAI Ij FL Cert. 6634 December 12,2011 WGRMIIG • V,,Hfy deign parmneLera and RP1.D P107W ON THIS AND RICLUDED A972K REPERENCE PAGE 1471-7473 -e . 10-'08 BEFORE USE. �R � Design valid for use only with MBek connectors. This design is based any upon parameters shown, and is for on individual building component. r■� Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ry p Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction 6 the responsibillity, rV I of the iTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610.4115 Truss Truss Type Oty Ply Atshar Residence T4237061 23015 82 Scissor Truss 4 1 Job Reference (optional) East Coast Truss, Fart Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc.. Mon Dec 12 00:16:39 2011 Page ID:flO3EZwsHipSyT1 Zs9gEgXyAhz6-dO76hyfrCMRtEOuZSJLP4kBF09PZcW9VBcH41y9mO 8-0.0 9-4-0 1 4 0 4-0.0 r 1-4— o 1 4-0-0 _ I I 4-0-0 1-4-0 ' 04 = Scale = 1:27.7 3 6.00 12 3x4 i 3x4 4 2 5 1 0 7x6 I I 6.o0 6 8 2x4 11 2x4 I I 4-0-0 8-0-0 4.0-0 4-0-6 Plate Offsets X Y : 7:0-3-12 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.01 7 >999 240 MT20 244/190 TODL • 15.b Lumber Increase 1.25 BC 0.04 Vert(TL) -0.01 ' 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC20071TPI2002 (Matrix-M) Weight: 57 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or"-0 oc purlins,, except BOT CHORD 2 X 6 SYP No.2 end verticals. VVEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=45510-8-0 (min. 0-1-8), 6=455/0-8-0 (min. 0-1-8) Max Horz 8=201(LC 3) Max Uplift8=378(LC 5), 6=-378(LC 6) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD' 2-8=-420/420, 2-3=431/212, 3-4=-431/232, 4-6=420/365 WEBS 4-7=-126/310, 2-7=0/310 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second. gust); TCDL=9.Opsf;,BCDL=3.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60 plate grip DOL=1,60 0�1;I I I I I I lit 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� S A • ��� 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 2-0-0 wide will fit -- p^ {�` �j between the bottom chord and any other members. ,%% �� �` .`•' G•E NS • e �'.•?� 5) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity .: ,x.'• �, F i of bearing surface. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 378 lb uplift at joint 8 and 378 lb uplift at joint • i ^u 0 3 9 3 8 0. 6. * : 7) "Semi -rigid itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. a = LOAD CASE(S) Standard i �fJ_ •- j TAT E C7TFL— w p R , . • Q> ``� 5 0�%%% �0 N A` FL Cert. 6634 December 12,2011 41TAWQING • Vd fy of-iyn parr—etwx w,d READ N07M ON MIS AND DVCLUDED 167€KREFEREIs•CE PAGE MII-7473 — 10-'OS BEFORE USB. *R� Design varid,for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. ■. 7i�pR`i Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral suppod,of individual web members only. Additional temporary bracing to insure stability duriniconnslruction is the responsibility of the MiTek' erector. Addi tonal permanent bracing of the overall structure is the responsibility of the building designer. or guidance uidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 ParkeEasl Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610-4115 PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 1/16 r For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 Width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 0 CY O U o- O Numbering System :AL General Safety Notes 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 04 BOTTOM CHORDS 8 7 3 O O 2 U O 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. EE Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing 8, Bracing of Metal Plate Connected Wood Trusses. © 2006 MiTek® All Rights Reserved �� O M1 MiTek` POWER T13 PERFORM." MiTek Engineering Reference Sheet: MII-7473 rev. 10-'08 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 1.0 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.