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14-0353 (SFD) Truss Calcs Set 2FOXWORTH GALBRAITH LUMBER 10527 S. FRONTAGE, YUMA, AZ 85365 P: 928-345-2178 Today's Date: 5/14/2015 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APP VE® TRUSS CALCULATIONS FOR CONS UCTION SET 2OF2SETS PROJECT: Valarde Residence Lot 312 via Bellagio < The Hideaway, La Quinta, CA 92253. �,+F �•r'.�"�" .� 1�.. _ ,.mow .. .. .�:�ie+�.�. Mph 1.4 215 4 f i Via of 31POS r " 2 ARMOUR ENG NERING ' Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:29 2015 Page 1 ID:P1nwSwTZugU97FfitGG18GzEY12-ja_duchu3pe3aBncsczlF MKcPTgD45_E4EaAlzGuS4 -1-0A - 4-2-12 5-11-11 1-0-0 4-2-12 1 8-15 • - • Scale = 1:14.3 • r 2x4 II ,.d x3.50 12 3 ' . 2. •• _ 1 Li ' - 3x10 11 7 . ,, . 8 - 4x4 = 6 5 . 2x4 II 4-2-12 5-11.11 ' 4-2.12 1-8-15 - ' Plate Offsets (X,Y):' F2:0-3-9,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC, 0.17 Vert(LL) --0.01 2-6 >999 240 MT20 220/195 ' TCDL 22.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.03 2-6 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 22 Ib FT = 20% LUMBER, BRACING TOP CHORD 2x4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. ' BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, iri accordance with Stabilizer Left: 2x4 DF Stud/Std Installation guide. ' REACTIONS All bearings Mechanical except Qt=length) 2=0-5-8, 6=0-5-8. , (lb) - Max Horz 2=126(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 4, 5 except 2=-149(LC 3), 6=-170(LC 3) ' Max Grav All reactions 250 Ib or less at joint(s) 4, 5 except 2=315(LC 1), 6=431 (LC 1) ' FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=308/210 f NOTES' F 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. '' 4) A plate rating reduction of 20% has been applied for the green lumber members. ' 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except (jt=lb) 2=149,6=170. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along ��F ES.S/Q the Bottom Chord, nonconcurrent with any other live loads. • t Q 4/ ' 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��(.Q \()I N IO �� y Y� LOAD CASE(S) Standard L 76428 z * EXR 1 3112016 r - rFOFcA��F May 13,2015 Job Truss Truss Type � Qty Ply ^ 844473955 VELARDE-TRE M Jack -Open Truss 2 1 � •Job Reference (optional) ' Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:29 2015 Page 1 ID:P1nwSwTZugU97FfitGG18GzEY12-ja_duchu3pe3aBncsczlF MKcPTgD45_E4EaAlzGuS4 -1-0A - 4-2-12 5-11-11 1-0-0 4-2-12 1 8-15 • - • Scale = 1:14.3 • r 2x4 II ,.d x3.50 12 3 ' . 2. •• _ 1 Li ' - 3x10 11 7 . ,, . 8 - 4x4 = 6 5 . 2x4 II 4-2-12 5-11.11 ' 4-2.12 1-8-15 - ' Plate Offsets (X,Y):' F2:0-3-9,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC, 0.17 Vert(LL) --0.01 2-6 >999 240 MT20 220/195 ' TCDL 22.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.03 2-6 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 22 Ib FT = 20% LUMBER, BRACING TOP CHORD 2x4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. ' BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, iri accordance with Stabilizer Left: 2x4 DF Stud/Std Installation guide. ' REACTIONS All bearings Mechanical except Qt=length) 2=0-5-8, 6=0-5-8. , (lb) - Max Horz 2=126(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 4, 5 except 2=-149(LC 3), 6=-170(LC 3) ' Max Grav All reactions 250 Ib or less at joint(s) 4, 5 except 2=315(LC 1), 6=431 (LC 1) ' FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=308/210 f NOTES' F 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. '' 4) A plate rating reduction of 20% has been applied for the green lumber members. ' 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except (jt=lb) 2=149,6=170. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along ��F ES.S/Q the Bottom Chord, nonconcurrent with any other live loads. • t Q 4/ ' 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��(.Q \()I N IO �� y Y� LOAD CASE(S) Standard L 76428 z * EXR 1 3112016 r - rFOFcA��F May 13,2015 Job Truss Truss Type � Qty Ply ^ 844473955 VELARDE-TRE M Jack -Open Truss 2 1 � •Job Reference (optional) Job Truss Truss Type City Ply 20.0 Plates Increase 1.15 TC 0.17 TCDL 22.0 R44473956 VELARDE-TRE M1 Jack -Open Truss 2 1 YES WB 0.00 BCDL 15.0 Code IBC20091TPI2007 (Matrix) Job Reference (optional) roxvmrm uaioraim, Yuma, AL a53ab 1.350 s Sep z i zut z Mi 1 ek mrlustnes, Inc, wed May 13 12:0530 2015 Page 1 ID:P 1 nwSwTZugU97FfitGG 18GzEY12-BmY?5yi Wg7mwCLMoPJUGnBvVNprayYN7Tk_7ikzGuS3 -1-0-0 3-11-11 1-0-0 3-11-11 4x4 = 3-11-11 3-11-11 Plate Offsets KY): (2:0-3-9,Edgej LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.17 TCDL 22.0 Lumber Increase 1.15 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 15.0 Code IBC20091TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF NO.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEDGE Left: 2x4 DF Stud/Std DEFL in (loc) I/deft L/d Vert(LL) -0.01 2-4 >999 240 Vert(TL) -0.04 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Scale = 1:11.6 PLATES GRIP MT20 220/195 Weight: 14 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. 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 (Ib/size) 3=136/Mechanical, 2=335/0-5-8 (min. 0-1-8), 4=55/Mechanical Max Horz 2=90(LC 3) Max Uplift 3=-94(LC 3), 2=169(LC 3) Max Grav 3=136(LC 1), 2=335(LC 1), 4=92(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=169. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ESS/0/Vq LOAD CASE(S) Standard� OQRQF T Ni10 � 76428 z m it ir o X EXP. 12/31/2016 * OF CAIS May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 07116,2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job + Truss Truss Type Qty Ply i � R44473957 VELARDE-TRE MIA Jack -Open Truss 2 1 Jab Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 f 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:30 2015 Page 1 ' • I D:P 1 nwSwTZugU97FfitGG 18GzEY12-BmY?5yi Wg7mwCLMoPJUGnBvUxprjyYN7Tk_7ikzGuS3 3-10-3 3-10-3 •I - 2 +' Scale = 1:11.4 3.50 12 N , 0 , 4 n 6 d ' I I 4 3 _3x10 , r 4x4 = - .r 3-10-3 3-10-3 Plate Offsets (X,Y): f1:0-3-9,Edgel ' LOADING (psf) SPACING Z-0-0 CSI DEFL in (loc), I/deft L/d PLATES, GRIP TCLL 20.0 1' Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 1-3 >999 240 MT20 220/195 TCDL ' 22.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.03 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 15.0 Code IBC2009ITP12007 (Matrix) Weight: 12 Ib FT = 20% LUMBER - ,t BRACING TOP CHORD 2x4 DF No.1&Btr G • TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. „ ' BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std ' be installed during truss erection, in accordance with Stabilizer Installation guide.' REACTIONS (Ib/size) 2=149/Mechanical, 3=53/Mechanical, 1=203/0-5-8 (min. 0-1-8) ' Max Horz 1=87(LC 3) Max Uplift 2=-107(LC 3), 1=-55(LC 3) t r Max Grav 2=149(LC 1), 3=89(LC 2), 1=203(LC 1) r , r FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide f: will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. z 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) „ 2=107. J » ' 7) This truss has been designed for a moving concentrated load of 25.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ESS/o,, LOADCASE(S) Standard r OQgoF � Q TNto ' Q\ ` c -CO v 76428 z m EXR 12/31/2016 * FOFCAII f May 13,2015 Ply Job Truss ., Truss Type Qty - ' - 4 1 844473958 ' VELARDE-TRE M2 Jack -Open Truss Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:30 2015 Page 1 - r. ID: P 1 nwSwTZugU97FftIGG 18GzEY12-SmY?5yi Wg7mwCLMoPJUGnBvW_pszyYN7Tk_7ikzGuS3 -1-0-0 1-11-11 • ' 1-0-0 1-11-11 r 3 4 3.50 12 Scale V8.7 . - 2 , + 3x10 II ' 4x4 = a 5 . r Plate Offsets (X,Y): 12:0-3-9,Edgel LOADING (psf) SPACING 2-0-o' CSI - DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 '2-5 >999 180 ' BCLL 0.0 Rep Stress Incr • YES WE 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IBC2009lrP12007� (Matrix) Weight: 9 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. ' BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer . Installation guide. REACTIONS (Ib/size), 2=224/0-5-8 (min. 0-1-8), 5=29/Mechanical, 3=57/Mechanical Max Horz 2=56(LC 3) Max Uplift 2=-129(LC 3), 3=-42(LC 3) Max Grav 2=224(LC .1), 5=54(LC 11), 3=57(LC 1) FORCES (lb) - Max. Comp./Max. Ten.: All forces 250 (lb) or less except when shown. ' r NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. ' 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except at=lb) 2=129. 7) This truss has been designed for a moving concentrated load of 25.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard • OQ�QFESS/ov � ` ,7 P\QIN1O �Z Z U, C) 76428 z m o * � EXP.1 31!2016 m „ i l cPj CIVIL �r'eOFCJ. ' A��F # May 13,2015 Ply - 4 1 ' Job Reference o tional ' Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:312015 Page 1 ID: P 1 nwSwTZugU97FfitGG 18GzEY12-fz5NJIj8aQungUxz 1 ?VKPRUgC7Jh?dHiOihEAzGuS2 -1-5-0. [ 4-6-12 5-11-0 9-14, 1-5-0 "- 4-6-12 1.4.4 3-2-9 a Scale = 1:19.9 " 7 3 • 2.48 12 •', L ^ 6 i 5 2 * 8 3x4 = . 4 3-1-5 5-11-0 3-1-5 - 2-9-12 - LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.04 2-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC -'0.35 Vert(TL) -0.20 2-4 >321 180 ' ' BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 32 Ib 1 FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.1 G TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. ' BOT CHORD 2x4 DF No.1 &Btr G 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 sta I 'o 'de REACTIONS (Ib/size) 3=345/Mechanical, 2=621/0-7-6 (mini. 0-1-8), 4=103/0-5-8 (min. 0-1-8) ' Max Horz 2=137(LC 3) ' Max Uplift 3=-232(LC 3), 2=-350(LC 3) Max Grav 3=345(LC 1), 2=621(LC 1), 4=176(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES ^ 1) Wind: ASCE 7-05; 110mph (3 -second gust) TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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. r 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 r will fit between the bottom chord and any other members. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it=1b) 3=232,2=350, ' - 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along , the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8 Ib down and 27 Ib up at 2-9-8, �OQ�QF ES$/04� 8 Ib down and 27 Ib up at 2-9-8, 65 Ib down and 91 Ib up at 5-5-5, and 75 Ib down and 73 Ib up at 5-7-7, and 43 Ib down and 74 Ib up at 8-5-6 on top chord, and 24 Ib down and 2 Ib up at 2-9-8, and 24 Ib down and 2 Ib up at 2-9-8, and 48 Ib down at 5-8-4 on \QT �) �� 41 bottom chord. The design/selection of such connection device(s) is the responsibility of others. A. tiC 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). c O� • r� 2 764H 9 m LOAD CASE(S) Standard � 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) EXP. 12/31/2016 m Vert: 1-3=84, 2-4=-30 Concentrated Loads (lb) Vert: 4=-23(B) 5=53(F=27, B=27) 6=-129(F=-63, B=-65) 7=74(F) 8=3(F=1, B=1) CIVIL ' 9rFOFCAI.,FQ�� May 13,2015 i Job Truss Truss Type Qty Ply y _ 844473959 VELARDE-TRE WHIP 4 � Diagonal Hip Girder 2 1 Job Reference o tional ' Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:312015 Page 1 ID: P 1 nwSwTZugU97FfitGG 18GzEY12-fz5NJIj8aQungUxz 1 ?VKPRUgC7Jh?dHiOihEAzGuS2 -1-5-0. [ 4-6-12 5-11-0 9-14, 1-5-0 "- 4-6-12 1.4.4 3-2-9 a Scale = 1:19.9 " 7 3 • 2.48 12 •', L ^ 6 i 5 2 * 8 3x4 = . 4 3-1-5 5-11-0 3-1-5 - 2-9-12 - LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.04 2-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC -'0.35 Vert(TL) -0.20 2-4 >321 180 ' ' BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 32 Ib 1 FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.1 G TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. ' BOT CHORD 2x4 DF No.1 &Btr G 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 sta I 'o 'de REACTIONS (Ib/size) 3=345/Mechanical, 2=621/0-7-6 (mini. 0-1-8), 4=103/0-5-8 (min. 0-1-8) ' Max Horz 2=137(LC 3) ' Max Uplift 3=-232(LC 3), 2=-350(LC 3) Max Grav 3=345(LC 1), 2=621(LC 1), 4=176(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES ^ 1) Wind: ASCE 7-05; 110mph (3 -second gust) TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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. r 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 r will fit between the bottom chord and any other members. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it=1b) 3=232,2=350, ' - 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along , the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8 Ib down and 27 Ib up at 2-9-8, �OQ�QF ES$/04� 8 Ib down and 27 Ib up at 2-9-8, 65 Ib down and 91 Ib up at 5-5-5, and 75 Ib down and 73 Ib up at 5-7-7, and 43 Ib down and 74 Ib up at 8-5-6 on top chord, and 24 Ib down and 2 Ib up at 2-9-8, and 24 Ib down and 2 Ib up at 2-9-8, and 48 Ib down at 5-8-4 on \QT �) �� 41 bottom chord. The design/selection of such connection device(s) is the responsibility of others. A. tiC 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). c O� • r� 2 764H 9 m LOAD CASE(S) Standard � 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) EXP. 12/31/2016 m Vert: 1-3=84, 2-4=-30 Concentrated Loads (lb) Vert: 4=-23(B) 5=53(F=27, B=27) 6=-129(F=-63, B=-65) 7=74(F) 8=3(F=1, B=1) CIVIL ' 9rFOFCAI.,FQ�� May 13,2015 i Job Truss Truss Type Qty Ply y _ 844473959 VELARDE-TRE WHIP 4 roxvlonn balorann, Yuma, F+L oasoa • /.SOU s aep z / zulz MI i eK mausmes, Inc. Wea May 13 1z=:,i;z zul0 rage 1 I D:P1 nwSwTZugU97FfitGG 18GzEY12-79f1 WejnLkOeReVBXkWktc_iocQoQStQw2TEndzGuS 1 -1-0-07-0-14 1-0-0 1 7-0-14 4x4 = • i 7-0-14 7-0-14 �. Plate Offsets KY): f2:0-3 9.Edgel r Truss Truss Type ; Qty Ply �10b LOADING (pso SPACING 2-0-0 , CSI ' R44473960 LARDE•TRE N1 Jack -Open Truss 2 1 s Vert(LL) -0.10 2-4 >825 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 Job Reference (optional) roxvlonn balorann, Yuma, F+L oasoa • /.SOU s aep z / zulz MI i eK mausmes, Inc. Wea May 13 1z=:,i;z zul0 rage 1 I D:P1 nwSwTZugU97FfitGG 18GzEY12-79f1 WejnLkOeReVBXkWktc_iocQoQStQw2TEndzGuS 1 -1-0-07-0-14 1-0-0 1 7-0-14 4x4 = • i 7-0-14 7-0-14 �. Plate Offsets KY): f2:0-3 9.Edgel r LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase .1.15 TC 0.75 Vert(LL) -0.10 2-4 >825 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.39 2-4 >206 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 '. Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 23 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer Y Installation guide. REACTIONS (Ib/size) 3=275/Mechanical, 2=503/0-5-8 (min. 0-1-8), 4=102/Mechanical ' Max Horz 2=146(LC 3) . Max Uplift 3=-187(LC 3), 2=-217(LC 3) _ Max Grav 3=275(LC 11 2=503(LC 11 4=170(LC 21 a FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. . ' NOTES- - : w 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 't . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 3=187,2=217. 7) This truss has been designed for a moving concentrated load of 25.O1b dead located at all mid panels and at all panel points along the Bottom Chord; nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ' LOAD CASE(S) Standard 1. OQgOFESS/O�� ' N10 yF�F2 7fi42$ z M * EXP.12131/2014 Cw11. 9rFOFCAll- May 13,2015 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02/16/2075 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shovm is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the WOWerector. 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`11 Quality Criteria, DSB-89 and BC51 Building Component 7777 Greenback lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Plate Offsets (X,Y): (1:0-3-9,Edgel R44473961 Litt VELARDE-TRE NIA Jack -Open Truss 4 1 (loc) Udefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.80 Reference (optional) ro NOM l aIDMIM, Tuma, A ao3oo /.3aU 5 Sep Z / LUl Z MI I eN IntluSm85, IAC. Wetl May 13 12:U5:3Z 2015 Paget ID: P t nwSwTZugU97FfitGG 18GzEY12-79fl WejnLkOeReVBXk Wktc_h5cQuQStQw2TEndzGuS 1 7-M 7-0-6 4x4 = 3 Scale = 1:15.8 REACTIONS (Ib/size) 2=283/Mechanical, 3=101/Mechanical, 1=384/0-5-8 (min. 0-1-8) Max Horz 1=145(LC 3) Max Uplift 2=-194(LC 3), 1=-112(LC 3) Max Grav 2=283(LC 1), 3=168(LC 2), 1=384(LC 1) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=194,1=112. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard C'O' SS'O" OTIO tiF�F2c 76428 SIM Ui * EXP. 12/31/2016 m r CIVIL �FOF CAL May 13,2015 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. �• Applicability of design parameters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shaven 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 fabrication. quality control, storage. delivery. erection and bracing. consult ANSI/TPI) Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 7-0-6 Plate Offsets (X,Y): (1:0-3-9,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.10 1-3 >840 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.38 1-3 >210 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a n/a BCDL 15.0 Code IBC2009/TP12007 (Matrix) Weight: 21 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 7-0-6 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=283/Mechanical, 3=101/Mechanical, 1=384/0-5-8 (min. 0-1-8) Max Horz 1=145(LC 3) Max Uplift 2=-194(LC 3), 1=-112(LC 3) Max Grav 2=283(LC 1), 3=168(LC 2), 1=384(LC 1) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=194,1=112. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard C'O' SS'O" OTIO tiF�F2c 76428 SIM Ui * EXP. 12/31/2016 m r CIVIL �FOF CAL May 13,2015 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. �• Applicability of design parameters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shaven 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 fabrication. quality control, storage. delivery. erection and bracing. consult ANSI/TPI) Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type pry Ply LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.I &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R44473962 VELARDE-TRE N1B Jack -Open Truss 2 1 Max Harz 1=147(LC 3) Max Uplift 1=-134(LC 3), 6=-103(LC 3), 3=-79(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) ru,cw,unn varnm un oww r,3au s sep zrzulz mi I eK Inausmes, Inc. wea may 13 1z:ub:33 2o1S Page 1 ID:P1nwSwTZugU97FfitGGI8GzEY12-cLD7LkP628V3o4N5S2zPgX000rK9r4a9iCoJ3zGuSO 4-4-4 -11-8 8 7 44-4 3-7-3 0-0-15 2x4 = 3x4 = 5 Scale = 1:15.7 LOADING (pso TCLL 20.0 TCDL 22.0 BCLL 0.0 BCDL 15.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC2009ITP12007 CSI TC 0.19 BC 0.18 WB 0.26 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.01 1-7 >999 240 Vert(TL) -0.06 1-7 >999 180 Horz(TL) 0.01 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 29 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.I &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e REACTIONS (Ib/size) 1=439/0-5-8 (min. 0-1-8), 6=329/Mechanical, 3=119/Mechanical Max Harz 1=147(LC 3) Max Uplift 1=-134(LC 3), 6=-103(LC 3), 3=-79(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=842/221 BOT CHORD 1-8=317/773, 7-8=-317/773, 7-9=-317/773, 6-9=317/773 WEBS 2-6=822/337 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 3 except (jt=1b) 1=134,6=103. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ?,QFESS/OM 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N10 LOAD CASE(S) Standard �Qti���Q� 'P� 2 76428 z m c v EXP. 12/31/2016 * TAT CIV1k. FOFCAL � May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IMI -7473 rev. 021/6/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. �• Applicability of design parameters 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 20.0 Plates Increase 1.15 • TCDL 22.0 R44473963 VELARDE-TRE N2 Jack -Open Truss 2 1 YES WB 0.00 BCDL 15.0 Code IBC2009ITP12007 (Matrix) Job Reference (optional) rv,m,r...... wow r.sau s aep zr zuiz mi i ex mausmes, mc. wea may is iz:ub:ss zutb rage 1 ID:P1nwSwTZugU97FfitGG18GzEY12-cLD7j_kP628V3o4N5S2zPgXynOpO9v7a9iCoJ3zGuSO 1-0-0 5b-14 -14 4x4 = 4 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.42 TCDL 22.0 Lumber Increase 1.15 BC 0.27 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 15.0 Code IBC2009ITP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.l &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEDGE Left: 2x4 DF Stud/Std DEFL in (loc) Udell Ud PLATES GRIP Vert(LL) -0.04 2-4 >999 240 MT20 220/195 Vert(TL) -0.15 2-4 >437 180 Horz(TL) -0.00 3 n/a n/a Scale = 1:13.8 Weight: 19 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-14 oc purlins. 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 (Ib/size) 3=209/Mechanical, 2=421/0-5-8 (min. 0-1-8), 4=79/Mechanical Max Horz 2=119(LC 3) Max Uplift 3=-143(LC 3), 2=-193(LC 3) Max Grav 3=209(LC 1), 2=421(LC 1), 4=132(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 3=143,2=193. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) 'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q?,OF ESS/OPV � pTNlO /rF�Fyc �2 2 U, 76428 z m EXP. 12/31/2016 %9TFOF���N_ May 13,2015 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. OL161201 S 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 parameters 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 fabrication, quality control. storage. delivery, erection and bracing, consult ANSVTPII quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Plate Offsets (X,Y): 11:0-3-9,Edgel R44473964 VELARDE-TRE 1,12A Jack -Open Truss 4 1 (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.47 Job Reference (optional) i-oxworm Galbraan, Yuma, Al e53ti5 7.350 s Sep 27 2012 MiTek Industnes, Inc. Wed May 13 12:05:33 2015 Page 1 ID:P1nwSwTZugU97FfitGG18GzEY12-cLD7j_kP628V3o4N5S2zPgXxyOp09v7a9iCoJ3zGuSO 5.6-14 5-6-14 Scale = 1:13.8 4x4 = 3 REACTIONS (Ib/size) 2=222/Mechanical, 3=79/Mechanical, 1=301/0-5-8 (min. 0-1-8) Max Horz 1=119(LC 3) Max Uplift 2=-154(LC 3), 1=-86(LC 3), Max Grav 2=222(LC 1), 3=132(LC 2), 1=301(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 11Omph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Qt=1b) 2=154. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) 'Standard QROFESS/GN r �Q.��P�pS N 10 yF�Fyc 'P� 2 LOU 76428 z m 0 X * EX12/3112016; CIV11- 1�eOF CAL. May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7479 rev. 02H872015 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 parameters 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 fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 5-6-14 Plate Offsets (X,Y): 11:0-3-9,Edgel LOADING (psi SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.04 1-3 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.15 1-3 >437 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 17 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6.14 oc purlins. BOT CHORD 2x4 DF �i No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=222/Mechanical, 3=79/Mechanical, 1=301/0-5-8 (min. 0-1-8) Max Horz 1=119(LC 3) Max Uplift 2=-154(LC 3), 1=-86(LC 3), Max Grav 2=222(LC 1), 3=132(LC 2), 1=301(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 11Omph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Qt=1b) 2=154. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) 'Standard QROFESS/GN r �Q.��P�pS N 10 yF�Fyc 'P� 2 LOU 76428 z m 0 X * EX12/3112016; CIV11- 1�eOF CAL. May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7479 rev. 02H872015 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 parameters 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 fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply PLATES GRIP MT20 220/195 Weight: 19 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD 844473965 VELARDE-TRE N2B Jack -Open Truss 2 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Job Reference (optional) r.aaa s aeP a zu iz mi i ex mausmes, mc. wea may t s tz:uo:m zufo rage i ID:P 1 nwSwTZugU97FfitGG 18GzEY124YnVxKl1 tLGMhyfZe9ZCyl33WQ7QuMMjOMyLrVzGuS? 6.6-7 6-6-7 2x4 = 3 Scale = 1:13.7 LOADING (psf) TCLL 20.0 TCDL 22.0 BCLL 0.0 BCDL 15.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC20091TP12007 CSI TC 0.68 BC 0.38 WB 0.00 (Matrix) DEFL in Vert(LL) -0.07 Vert(TL) -0.28 Horz(TL) -0.00 (loc) I/dell Ud 1-3 >999 240 1-3 >264 180 2 n/a n/a PLATES GRIP MT20 220/195 Weight: 19 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-6-7 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G 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 loslallation auicle. REACTIONS (Ib/size) 1=356/0-5-8 (min. 0-1-8), 2=262/Mechanical, 3=94/Mechanical Max Horz 1=119(LC 3) Max Uplift 1=-109(LC 3), 2=-175(LC 3) Max Grav 1=356(LC 1), 2=262(LC 1), 3=156(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=109,2=175. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASEIS) Standard Qg ESS/p6 ` �Nip 16"� C"' Fac �2 y 76428 z m v X *may EXP. 12131/2016 1/2016 AFOF May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02116/2015 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. e�• Applicability of design parameters 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 Mire k' 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 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 cit—, H,ight, CA ASSIn JAY Truss t -Truss Type � r FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES LOADING (pso SPACING 2.0.0 IIQ7p,, end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 _ R4447VELARDE-TREN3aJack-OpenTruss (loc) UdeFl Ud PLATES GRIP TCLL 20.0 Plates Increase • 1.15 1 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 Job Reference (optional) 2=164. Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 '' Rep Stress Incr YES WB • 0.00 ESS/o,�,,, Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IBC2009rrP12007 (Matrix) ♦ - w o 76428 Z m Foxworth Galbraith, Yuma, AZ 85365 Weight: 13 Ib FT = 20% 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:34 2015 Page 1 BRACING- e I D: P1 nwSwTZugU97FfitGG 18GzEYl2-4YnVxKl1 tLGMhyfZe9ZCy13BfQCxuMMjOMyLrVzGuS? CANE TOP CHORD , -1-0-0 3-6-14 BOT CHORD r Rigid ceiling directly applied or 10-0-0 oc bracing. 3.6-14 {; MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std r - n Scale = 1:11.0 JAY Truss t -Truss Type � r FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES LOADING (pso SPACING 2.0.0 IIQ7p,, end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 _ R4447VELARDE-TREN3aJack-OpenTruss (loc) UdeFl Ud PLATES GRIP TCLL 20.0 Plates Increase • 1.15 1 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 Job Reference (optional) I 1 4x4 3.6-14 3E-14 Plate Offsets (X,Y): 12:0-3-9.Ed0el ' Max Uplift 3=-81(LC 3), 2=-164(LC 3) Max Grav 3=117(LC 1), 2=314(LC 1), 4=82(LC 2) r FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES LOADING (pso SPACING 2.0.0 CSI end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 _ DEFL in (loc) UdeFl Ud PLATES GRIP TCLL 20.0 Plates Increase • 1.15 TC 0.15 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.10 2=164. Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 '' Rep Stress Incr YES WB • 0.00 ESS/o,�,,, Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IBC2009rrP12007 (Matrix) ♦ - w o 76428 Z m Weight: 13 Ib FT = 20% LUMBER BRACING- e TOP CHORD 2x4 DF No. 1&Btf G CANE TOP CHORD , Structural wood sheathing directly applied or 3-6-14 oc purlins. BOT CHORD ,2x4 DF No. 1&Btr G BOT CHORD r Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std r - be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=117/Mechanical, 2=314/0-5-8 (min. 0-1-8), 4=49/Mechanical •, Max Horz 2=83(LC 3) � ' ' Max Uplift 3=-81(LC 3), 2=-164(LC 3) Max Grav 3=117(LC 1), 2=314(LC 1), 4=82(LC 2) r FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 11Omph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. ~ 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. fi ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jl=1b) 2=164. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. + 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ESS/o,�,,, LOADCASE(S) Standard OQ1,QF � �\QINIO CO `' - ' ♦ - w o 76428 Z m EXP. 12/31/2016 • �� CIV11. TFOF • CANE May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 0L16R015 BEFORE USE. Design valid for use only vdth MiTek connectors. This design is based only upon parameters shov+n. and is for on individual building component. �• Applicability of design parameters 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 fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 - Job Truss Truss. Type Qty Ply Vert(LL) -0.01 LOADING (psf) SPACING • TCLL 20.0 Plates Increase R44473967 VELARDE-TRE N3A Jack -Open Truss 4 1 YES BCDL 15.0 Code IBC2009rTP12007 LUMBER BRACING Job Reference (optional) aep u m i e mi i ex mausmes, mc. uvea may 14 iz:ua:aa tui o rage i I D:P1 nwSwTZugU97FMGG 18GzEY12-YkLuBfmfefODl6EmCt4RUFcMBgYAdpcsd?huNyzGuS_ 3-6-14 3-6-14 4x4 = Scale = 1:11.0 CSI DEFL in (loc) Udefl Lid Plate Offsets (X,Y): 11:0-3-9,Edge1 TC 0.17 Vert(LL) -0.01 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 22.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 15.0 Code IBC2009rTP12007 LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G Structural wood sheathing directly applied or 3-6-14 oc purlins. ' BOT CHORD 2x4 DF No.1 &Btr G Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer Scale = 1:11.0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TC 0.17 Vert(LL) -0.01 1-3 >999 240 MT20 220/195 BC 0.10 Vert(TL) -0.02 1-3 >999 180 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Weight: 12 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins. 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 ouide. REACTIONS (Ib/size) 2=138/Mechanical, 3=49/Mechanical, 1=187/0-5-8 (min. 0-1-8) Max Horz 1=82(LC 3) Max Uplift 2=-99(LC 3), 1=-50(LC 3) Max Grav 2=138(LC 1), 3=82(LC 2), 1=187(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. r NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber.members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 1. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, rionconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QtzOFESS/pN iN10 '�l �.t4� _ QUO w v 76425 m * EXP. 150 * s� cjv►k- ��FOFCAI F�� May 13,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02(1812015 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Job • Truss Truss Type Ory Ply , SPACING 2-0-0 CSI DEFL in (loc) I/def] Ud PLATES GRIP ' 844473968 VELARDE-TRE N38 Jack -Open Truss 2 , 1 MT20 220/195 TCDL ' 22.0 - BC 0.17 Vert(TL) -0.06 Job Reference o tional BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a r BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 13 Ib FT = 20% LUMBER Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:35 2015 Page 1 TOP.CHORD 2x4 DF No.1 &Btf G TOP CHORD I D:P 1 nwSwTZugU97FfitGG l BGzEY12-YkLu8fmfefODl6EmCt4RUFcKFgX3dpcsd?huNyzGuS_ BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD 4-6-7 4-6-7 Job • Truss Truss Type Ory Ply , SPACING 2-0-0 CSI DEFL in (loc) I/def] Ud PLATES GRIP ' 844473968 VELARDE-TRE N38 Jack -Open Truss 2 , 1 MT20 220/195 TCDL ' 22.0 - BC 0.17 Vert(TL) -0.06 Job Reference o tional 2x4.-. • P 1t 4-6-7 Scale= 1:10.9 . I Max Grav 1=242(LC 1), 2=178(LC 1), 3=106(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ' NOTES ' 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ]I; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 2=119. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard a r Q¢Q��.SS/�N ����p3 Nllp tiF�Fyc �Z 2 J w 78428 z m � Of v rn * EXP. 12/31/2016, M. TF®FCp�, May 13,2015 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 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 parameters 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 ` fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1711 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 4-6-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.02 1-3 >999 240 MT20 220/195 TCDL ' 22.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.06 1-3 >840 '180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a r BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 13 Ib FT = 20% LUMBER BRACING TOP.CHORD 2x4 DF No.1 &Btf G TOP CHORD Structural wood sheathing directly applied or 4-6-7 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'p MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s fo 'de T REACTIONS (Ib/size) 1=242/0-5-8 (min. 0-1-8), 2=178/Mechanical, 3=64/Mechanical Max Harz 1=82(LC 3) 1 ' Max Uplift 1=-73(LC 31 2=119(LC 31 Max Grav 1=242(LC 1), 2=178(LC 1), 3=106(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ' NOTES ' 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ]I; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 2=119. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard a r Q¢Q��.SS/�N ����p3 Nllp tiF�Fyc �Z 2 J w 78428 z m � Of v rn * EXP. 12/31/2016, M. TF®FCp�, May 13,2015 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 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 parameters 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 ` fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1711 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type City Pl7J.b 20.0 Plates Increase 1.15 TC 0.06 TCDL 22.0 R44473969 VELARDE-TRE N4 Jack -Open Truss 2 Rep Stress Incr YES WB 0.00 BCDL 15.0 Code IBC2009/TPI2007 (Matrix) (optional) f.sou s bep zf zulz MI i ex Inausines, Inc. wea May 13 lz:ob:36 zolb Pagel I D:P1 nwSwTZugU97FfitGG 18GzEY12-OwvGM?mHPz W4wGpymabh 1 S9ZaDvYMGsOrfRSvOzGuRz -1-0-0 1.6-14 1-0-0 r 1-6-14 LOADING (pso SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.06 TCDL 22.0 Lumber Increase 1.15 BC 0.02 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 15.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEDGE Left: 2x4 DF Stud/Std 4x4 = 5 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 220/195 Vert(TL) -0.00 2-5 >999 180 Horz(TL) -0.00 3 n/a n/a Scale = 1:8.1 Weight: 7 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-14 oc purlins. 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 (Ib/size) 2=209/0-5-8 (min. 0-1-8), 5=23/Mechanical, 3=33/Mechanical Max Horz 2=48(LC 3) Max Uplift 2=-128(LC 3), 3=-26(LC 6) Max Grav 2=209(LC 1), 5=48(LC 11), 3=33(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except 0=1b) 2=128. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q?,pFESS/0N �T N10 y����G' 153 LU 76428 z m QJ �_i FO May 13,2015 A WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02116/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Ory Ply 844473970 VELARDE•TRE N4A Jack -Open Truss 4 - Job Reference o tional ' Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:36 2015 Page 1 I D:P1 nwSwTZugU97FfitGG 18GzEY12-OwvGM?mHPzW4wGpymabh i S9Z7 DvYMGsOrfRSvOzGu Rz ' 1-6-14 ' `-' 3.50 12 2 3 Scale= 1:8.1 ' t� 1 • r - 1 5 • 3x10 - 4x4 = 4 n , 1-6-14,I " - 1-6-14Plate Offsets (X,Y): (1:0-3-9,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udefl Ud PLATES, GRIP TCLL 20.0 Plates Increase 1.15 TC 0.03 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 15.0 Code IBC2009/TP12007 (Matrix) Weight: 6 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-6-14 oc purlins. BOT CHORD 2x_4 DF No.1 &Btr G . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -. -. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std be installed-during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=23/Mechanical, 1=83/0-5-8 (min. 0-1-8), 2=68/Mechanical rz Max Ho1=48(LC 3) Max Uplift 1=-15(LC 3), 2=56(LC 3) Max Grav 4=48(LC 11), 1=83(LC 1), 2=68(LC 1) , FORCES (Ib) - Max. Comp./Max. Ten. ,All forces 250 (lb) or less except when shown. y ' NOTES M 1) Wind: ASCE 7-05; 110mph (3-second gust), TCDL=6.Opsf, BCDL=4.8psf, h=25ft, 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along ' the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q�nOEESS/p/V LOADCASE(S) Standard T N 10 ql • co LU z m Cl,-78428 v ' � EXP. 12131/2016 * T�rFOFCAt May 13,2015 Job Truss Truss Type Ory Ply 844473970 VELARDE•TRE N4A Jack -Open Truss 4 - Job Reference o tional ' i �1 Truss Type City Ply r, Foxv,orth Galbraith, Yuma, AZ 85365 Y • . I Job Truss Truss Type City Ply R44473971' VELARDE-TRE N48 Jack -Open Truss 2 1 Job Reference (optional) r ° s oeP a cu is mi i ex mausmes, mc. uvea may 1s 1cuo:ar [oil rage 1 ID:P i nwSwTZugU97FfttGG 18GzEY12-U7TeZLnvAGexYP08Kl6waghj9dFS5j694JA?RgzGuRy 2-6-7 2-6-7 , Scale: 1.5'=1' 2x4 = b- 27 ' - 7 • 11 - r 1! al LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 1-3 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 iBC 0.04 Vert(TL) -0.01 1-3 >999 ' 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 7 Ib FT = 20% LUMBER BRACING I TOP CHORD 2x4 DF No.1 &Btr G ' I TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. ' 3 BOT CHORD 2x4 DF No.1 &Btr G t BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, �— REACTIONS (Ib/size) 1=128/0-5-8 (min. 0-1-8), 2=94/Mechanical,'3=34/Mechanical ' Max Horz 1=46(LC 3) ' Max Uplift 1=-38(LC 3), 2=64(LC 3) 4 Max Grav 1=128(LC 1), 2=94(LC 1), 3=59(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. IS NOTES I 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. , ii 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along ' the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard pFESS/ y, ��P�pS N IO yF�F2 } co � �2 y LU r° 7642$ z m 4c, QI * EX R 12/31/2016 V ' , � �TFOFCALI May 13 2n1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/10/201 S BEFORE USE. Design valid for use only v ith MTek connectors. This design is based only upon parameters shovm, and is for an individual building component. �• Applicability of design parameters 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 or the building designer. For general guidance regarding ' fabrication, quality control, storage, delivery, erection and bracing, consult.ANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component - 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suit312. Alexandria, VA 22314. ,;. Suite 109 CA QrAIn ��- ,Ay. ;.e 'YI:.'i ".a4is b .S„ ,Y .I,. ,♦�'f J� -�' �! t'i ��' , .`+�' '/ '�GY 4�L",v�:�I.a:rahvt L 'J y,IL Z - .. <.u.:ai _ a.-,:. �.tu„a.Y_ :.._..._�'t',•J�.� _ _ --•' .. - .4. �k�n5.y�rJ .3�iie`.-�.,.:,� ..9. � ' • dt Job. Truss - Truss Type pry Ply 1.15 ' Lumber Increase 1.15 ' BCLL 0.0 Rep Stress Incr 844473972 VELARDE-TRE NA -HIP Diagonal Hip Girder 2 1 ' BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 DF Stud/Std G WEDGE Job Reference (optional) roKwonn oumrann, rums, r.c aa000 r.sou s oep zi euiz mi i eK mausmes, mc, wea may 1 I_,:uo:so zuro rage r ID:P1nwSwTZugU97FfitGGl8GzEY12-yJ00nhoXxamo9ZzLt?d96tEk81Rdq?4JJzwYzGzGuRx 3-11-9 7-7.10 11-7-3 3-11-9 3-8-0 3-11-9 ' + - Scale = 1:18.6 , i 3x5 I I 4 5 4x6 = 6 6x6 = n 0 3-11-9 7-7-10 � � 11-7-3 01y, - 3-11-3 3-8-0 3-11-9 Plate Offsets 1X.Y1: f1:Edae.0-0-11. 11:0-1-13.Edoel LOADING (pso SPACING 12-0-0 Vert(LL) TCLL 20.0 .. Plates Increase 1.15 TCDL 22.0 Lumber Increase 1.15 ' BCLL 0.0 Rep Stress Incr NO BCDL 15.0 Code IBC20091TPI2007 LUMBER TOP CHORD 2x4 OF No.1 &Btr G ' BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 DF Stud/Std G WEDGE CSI TC 0.70 ' BC 0.69 WB 0.72 (Matrix) DEFIL in (loc) I/deft Vert(LL) 0.08 9 >999 Vert(TL) -0.21 8-9 >636 Horz(TL) 0.06 7 n/a Ud PLATES GRIP 240 MT20 ' 220/195 180 n/a Weight: 51 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, except end verticals. - BOT CHORD Rigid ceiling directly applied or 6-4-2 oc bracing. Left: 2x4 DF Stud/Std 1 • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=959/0-7-0 (min. 0-1-81, 7=1580/Mechanical Max Horz 1=171(LC 4) 4 •' , Max Uplift 1=-386(LC 3), 7=-661(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-2776/1111, 2-10=-2735/1113, 2-11=-2115/865, 3-11=-2067/848, 4-7=-288/195 BOT CHORD 1-13=-1119/2641, 9-13=-1119/2641, 9-14=-1119/2641, 14-15=-1119/2641, I 8-15=-1119/2641, 8-16=-853/2026, 16-17=-853/2026, 7-17=-853/2026 WEBS 2-8=644/309, 3.8=-50/729, 3-7=2167/927 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=386,7=661. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down and 49 Ib up at 2-2-15, 41 Ib up at 2-2-15, 94 Ib down and 104 Ib up at 5.0-14, 54 Ib down and 84 Ib up at 5.0-14, 178 Ib down and 160 Ib up at 7-10-13, 138 Ib down and 139 Ib up at 7-10-13, and 35 Ib down and 64 Ib up at 10-0-5, and 199 Ib down and 179 Ib up at 10-0-5 on top chord, and 29 Ib down at 2-2-15, 18 Ib down and 12 Ib up at 2-2-15, 59 Ib down at 5-0-14, 44 Ib down at 5-0-14, 106 Ib down at 7-10-13, 82 Ib down at 7-10-13, and 299 Ib down and 112 Ib up at 10-0-5, and 118 Ib down at 10-0-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard + QRpF ESS/0N ����Q�pS N l0 yF�F2c �2 2 76428 Of" IX 0 M EXP. ;31/2016 m \F May 13,2015 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7479 rev. 02/16/2015 BEFORE USE. - Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' �• Applicability of design parameters 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 ce (optional) Job Truss Truss Type Qry Ply 844473972 VELARDE-TRE NA -HIP - Diagonal Hip Girder 2 1 Job Referen Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:38 2015 Page 2 ' ID:P1 nwSwTZugU97FfitGG18GzEY12-yJ00nhoXxamo9ZzLt?d96tEk81 Rdq?4JJzwYzGzGuRx Job Truss Truss Type Qry Ply 844473972 VELARDE-TRE NA -HIP - Diagonal Hip Girder 2 1 Job Referen LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) Vert: 1-4=-84, 4-5=-44, 1-6=-30 Concentrated Loads (lb) Vert: 8=-113(F=-49, B=-64) 3=-316(F=-138, B=178) 10=6(F=16, 8=-10) 11=-148(F=-54, B=-94) 12=-235(F=-199, 8=35)113=4(F=7, B=4) 14=53(F=19, B=-34) 17=370(F=-71, B=299) , • r 1 r ' ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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 fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute- 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:39 2015 Page 1 . Job Truss Truss Type Qty Ply } _ Scale = 1:29.8 N. - 4x6 4 - R44473973 • ,. 3.50 12. 3x4 - 3x4 Z* 3 5 VELARDE-TRE N -GT ! SPECIAL TRUSS - 2 n 10 11 12 L Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:39 2015 Page 1 . I D:P 1 nwSwTZugU97FfitGG 18GzEY12-QVaO_l pAiuufnjYXRi80f5nxxRk4ZS2SXdf6VIzGuRw -1-0-0-0 4-5-1 8-2.15 12-0-14 17-5-8 1-0 4-5-1 3-9-14 3.9-15 5-4-10 } _ Scale = 1:29.8 N. - 4x6 4 • ,. 3.50 12. 3x4 - 3x4 Z* 3 5 ! . ' - 2 • 17-1 6 10 11 12 13 9 8 7 4x6 = - 2x4 II 7x8 = 2x4 II 3x10 = 4-5-1 4 8-2-15 12-0-14 17-5-8y 4-5-1 - 3-9-14 3.9-15 54-10 Plate Offsets (X,Y): f8:0-4-0,0-4-121 - LOADING (pso SPACING 2-0-0 CSI DEFL in floc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.57 Vert(LL) - 0.12 7-8 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.35 7-8 >584 180 1 , ' BCLL - 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.08 6 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 163 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc purlins. ' BOT CHORD 2x6 DF No.1 G BOT -CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. ,y WEBS 2x4 DF Stud/Std G REACTIONS (Ib/size) 6=2347/0-5-8 (min. 0-1-8), 2=2628/0-5-8 (min. 0-1-8) Max Horz 2=62(LC 3) • Max Uplift 6=-903(LC 6), 2=-1065(LC 5) , FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD 2-3=6552/2504, 3-4=-6611/2636, 4-5=-6623/2629, 5-6=-7167/2776 BOT CHORD 2-10=-2349/6105, 9-10=-2349/6105,9-11=-234916105, 8-11=-2349/6105, 8-12=-2610/6821, 7-12=-2610/6821, 7-13=-2610/6821, 6-13=-2610/6821 ' WEBS 4-8=1324/3353, 5-8=-570/242, 3-8=247/425 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. ' Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ' 4) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ESS10N 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide R0F Q l q ' will fit between the bottom chord and any other members. 7) A rating reduction of 20% has been applied for the lumber members. �<4� \pj N10 F ` y plate green 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 6=903.2=1065. -C-:) ( 9) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid and V, 7642$ 9 m U panels at all panel points along the Bottom Chord, nonconcurrent with any other live loads. W Z p ' 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :C EXP. 12/31/2016 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2931 Ib down and 1268 Ib up at 8-2-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I9 V 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 rFOFCAU Uniform Loads (plf) + Vert: 14=84, 4-6=-84, 2-6=-30 d May 13,2015 1 ' Foxworth Galbraith, Yuma, AZ 85365 LOAD CASE(S) Standard Concentrated Loads (lb) ' Vert: 8=-2931(F) Job Truss Truss Type Qty Ply R44473973 VELARDE-TRE - N -GT SPECIAL TRUSS 2 A L Job Reference (optional) I.aau s oep c f zu rz mi i eK mausmes, mc. vvea may a iz:uo:sa zuiu rage z ID:P 1 mNSwTZugIJ97FfitGG 18GzEYl2-OVaO_l pAiuufnjYXRi8Of5nxxRk4ZS2SXdf6VjzGuRw ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 0211&2015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only,upon parameters shown, and is for on individual building component. � Applicability of design parameters 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 fobricatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply TC 0.78 TCDL 22.0 Lumber Increase 1.15 BC 0.48 ' BCLL 0.0 Rep Stress Incr NO R44473974 VELARDE-TRE N -HIP Diagonal Hip Girder 2 1 TOP CHORD 2x4 DF No.1&Btr G Structural wood sheathing directly applied or 4-3-3 oc purlins, BOT CHORD 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud/Std G Rigid ceiling directly applied or 6-11-12 oc bracing. Job Reference (optional) oxworth Galbraith, Yuma, AZ 85355 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:40 2015 Page 1 ID:P l nwSwTZugU97FfitGG 18GzEY12-ui8nBNpoTBOWPt7j?QgdBIJ2Nr9NlwrcmHPf29zGuRv -1-5-0 3-11-9 7-7-10 11-7-3 1.5-0 3-11.9 3-8-0 3-11-9 Scale = 1:21.3 3x12 II 5 6 6x8 = 2x4 11 3x4 = 6%6 = 7 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.78 TCDL 22.0 Lumber Increase 1.15 BC 0.48 ' BCLL 0.0 Rep Stress Incr NO WB 0.64 BCDL 15.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G Structural wood sheathing directly applied or 4-3-3 oc purlins, BOT CHORD 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud/Std G Rigid ceiling directly applied or 6-11-12 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib/size) 8=1411/Mechanical, 2=960/0-7-6 (min. 0-1-8) Max Horz 2=171(LC 4) Max Uplift 8=-587(LC 5), 2=-442(LC 3) DEFL in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.07 9-10 >999 240 MT20 220/195 Vert(TL) -0.19 9-10 >726 180 Horz(TL) 0.05 8 n/a n/a Weight: 53 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-11-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ' FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-2346/887, 3-11=-2305/898, 3-12=-1866/752, 4-12=1799/743, 5-8=377/256 BOT CHORD 2 -14=-92712219,10-14=-927/2219.10-15=-927/2219.15-16=-927/2219, 9-16=927/2219, 9-17=-762/1802,17-18=-762/1802,8-18=762/1802 WEBS 3-9=-441/186, 4-9=0/606, 4-8=-1925/817 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=587,2=442. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 41 Ib up at 2-2-11, 24 Ib down and 51 Ib up at 2-2-11, 54 Ib down and 84 Ib up at 5-0-10, 33 Ib down and 65 Ib up at 5-0-10, 138 Ib down and 139 lb up at 7-10-9, 125 Ib down and 127 Ib up at 7-10-9, and 199 Ib down and 179 Ib up at 9-11-5, and 191 Ib down and 171 Ib up at 10-0-1 on top chord, and 18 Ib down and 12 Ib up at 2-2-11, 18 Ib down and 12 Ib up at 2-2-11, 44 Ib down at 5-0-10, 44 Ib down at 5-0-10, 82 Ib down at 7-10-9, 82 Ib down at 7-10-9, and 118 Ib down at 9-11-5, and 120 Ib down at 10-0-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard QRpF ESS/OM N10CO y��Fyc LU 78428 z m OF CAL WARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. OV1812015 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 parameters 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 * I May 13,2015 ' Foxy�orth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:40 2015 Page 2 I D:P1 nwSwTZugU97FfitGG 18GzEY12-ui8nBNpoTBOWPt7j?QgdBIJ2Nr9NlwrcmHPf29zGuRv LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=84, 5-6=-44, 2-7=-30 Concentrated Loads (lb) Vert: 9=-98(F=-49, B=-49) 4=-263(F=-125, 8=-138) 11=67(F=51, B=16) 12=87(F=-33, B=-54) 13=390(F=-191, B=-199) 14=15(F=7, B=7) 15=38(F=19, 8=19) 18=143(F=72, B=71) Job Truss Truss Type Qty Ply 844473974 VELARDE-TRE WHIP Diagonal Hip Girder 2 1 Job Reference (optional) r Job Truss Truss Type Qty Ply Plates Increase 1.15 TCDL 22.0 Lumber Increase 1.15 R44473975 VELARDE-TRE O Common Truss 6 1 Code IBC2009/TPI2007 >685 180 WB 0.44 Horz(TL) Job Reference (optional) Foxworth Galbraith, Yuma, A4 B535b t.3bu s sep Z/ ZU1Z MI I ek Inaustnes, Inc. Wea May 1J 1Z:Ub:41 ZU10 rage 1 ID:P1nwSwTZugU97FfitGG18GzEY12-Nui9PjgQEV9M01hvZ7BskWsLNEVn1RBl?x8DabzGuRu I 4-10-5 9_1"'115-11-3 19-11-8 .20-11-8 4-10-5 5-1-7 5-1-7 4-10-5 1-0-0 , Scale = 1:33.9 4x6 = 3 4x6 = 2x4 II 3x10 = 2x4 11 - 4x6 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 22.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 15.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud/Std G CSI - DEFL in (loc) I/def] Ud PLATES GRIP TC 0.32 Vert(LL) 0.09 8-9 >999 240 MT20 220/195 BC 0.47 Vert(TL) -0.34 7-8 >685 180 WB 0.44 Horz(TL) 0.11 5 n/a n/a (Matrix) Weight: 79 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation de REACTIONS (Ib/size) 1=1108/0-5-8 (min. D-1-8),5=122210-5-8 (min. 0-1-8) Max Horz 1=-77(LC 4) Max Uplift 1=-344(LC 5), 5=-444(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=27771840,2-3=1960/567, 3-4=1959/574, 4-5=-2760/808 BOT CHORD 1-10=-798/2591, 9-10=-798/2591, 9-11=-798/2591, 8-11=798/2591, 8-12=-698/2559, 7-12=-698/2559,7-13=-698/2559,5-13=-698/2559 WEBS 3-8=-120/658, 4-8=-818/352, 2-8=-851/380 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=344,5=444. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OQgpF ESS/0Mj Q�pT N 10 yF�Fyc LLI 7642$ v EXP. ];31/2016 �F F May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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 iTe k' 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss . Truss Type Qty Ply (loc) I/deft L/d f TCLL 20.0 Plates Increase 1.15 TC 0.27 844473976 VELARDE-TRE O7 � MONOPITCH TRUSS 5 1 BC 0.18 - Vert(TL) -0.07 24 >758 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) ' WB 0.00 Horz(TL) , 0.00 • 4 n/a n/a BCDL 15.0 - Code IBC2009/TP12007 (Matrix) Weight: 17 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF, No.1&Btr G Foxworth Galbraith, Yuma, AZ 85365 TOP CHORD 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:42 2015 Page 1 BOT CHORD 2x4 DF No. 1&Btr G ID:P1nwSwTZugU97FfitGG18GzEY12-r4GXc3r2?pHDeBG6665HjPWvewVm LuEbum62zGuRt WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-0-0 4-9-0 Scale: t"=T . 3 Job Truss . Truss Type Qty Ply (loc) I/deft L/d f TCLL 20.0 Plates Increase 1.15 TC 0.27 844473976 VELARDE-TRE O7 � MONOPITCH TRUSS 5 1 BC 0.18 - Vert(TL) -0.07 24 >758 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) ' i . 1 f 2x4 = .F 4-9-4 4-s-4 2x4 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.02 2-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.18 - Vert(TL) -0.07 24 >758 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) , 0.00 • 4 n/a n/a BCDL 15.0 - Code IBC2009/TP12007 (Matrix) Weight: 17 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF, No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, BOT CHORD 2x4 DF No. 1&Btr G except end verticals. ,, WEBS 2x4 DF Stud/Std G 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 (Ib/size) 4=235/Mechanical, 2=373/0-5-8 (min. 0-1-8) ' Max Harz 2=105(LC 4) M U lift 4- 83 C ax p -- (L 5), 2-191(LC I. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL='6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except at=1b) 2=191. 7) This truss has been designed for a moving concentrated load of 25.O1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r ,1 s .. r QROF ESS/0M TN1 �0 yF��tic P2 2 LU o, 7642$ Z � EXP. 12/311201-6 May 13,2015 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 07/1872015 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 parameters 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component _ 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. i Suite 109 _ .r I Job Truss Truss Type Ory Ply � 844473977 VELARDE-TRE OtA � MONOPITCH TRUSS 3 1 i ' Job Reference o tional • Foxvorth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:42 2015 Page 1 ' • ID:P1nwSwTZugU97FfitGGl8GzEY12-r4GXc3r2?pHDeBG66d5HjPW7ewVm_LuEbum62zGuRl 4-9-4 4-9-4 . l 1 • Scale: 1"=1' 2 2x4 i! 3.50 12 dI Tj 4 3 2x4 = 1a 2x4 II • 4-9-4 . • • 4.9.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft p. L/d , PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.02 1-3 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.18 Vert(TL) 0.07 1-3 . >758 - 180 BCLL' 0.0 Rep Stress Incr • YES WB 0.00 Horz(TL) 0.00 3 n/a ' n/a BCDL 15.0 Code IBC20091TPI2007 (Matrix) Weight: 15 Ib FT = 20% LUMBER P BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, BOT CHORD 2x4 DF, No. 1&Btr G except end verticals. WEBS 2x4 DF, Stud/Std G . 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 nide. ' REACTIONS (Ib/size) 1=25010-5-8 (min. 0-1-8), 3=250/Mechanical f Max Horz 1=100(LC 4) p + Max Uplift 1=-82(LC 3), 3=97(LC 5) . FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. t NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; 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. , 4) A plate rating reduction of 20% has been applied for the green lumber members. r 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chard, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard I` Q9,pFESS/�N AZ 'k� SOS N 10 15 �F 'P2 2 LU 76428 z m " v * � EXP. 12131/2016 SN CIV11. �P �TFOFCAL. May 13,2015 r Job Truss Truss Type Qty Ply 15-1-3 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 19-11-8 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of then erector. Additional bracing the is the the building 4-10-5 - R44473978 VELARDE-TRE - OA COMMON TRUSS 1 2 Job Reference(optional)I r ruawun,� oammnu, . wna, ric owoo raau s oep Zi cu i Z mi i eK mausmes, mc. uvea may I s I Z:w:44 Zu1 a rage 1 I D:P1 nwSwTZugU97FfitGG 18GzEYI2-JGgvgPsgm6P4GKrIgYDKpxxhm2C WOC2SFdJeUzGuRs 4-10-5 9-11-12 15-1-3 19-11-8 4-10-5 5-1-7 5-1-7 4-10-5 - Scale = 1:32.9 4x4 = _ 3x5 = - - 2x4 II 3x10 = ` . 2x4 11 3x5 = 4 I LUMBER BRACING, TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2x4 DF No.1 &Btf G (Switched from sheeted: Spacing > 2-8-0). WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS (Ib/size) 1=1667/0-5-8 (min. 0-1-8),5=1667/0-5-8 (min. 0-1-8) i Max Hoa 1=96(LC 3) ` Max Uplift 1=-518(LC 5), 5=-518(LC 6) •' FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4182/1265, 2-3=-2956/866, 34=-2956/866, 4-5=4182/1266 BOT CHORD 1 -9=1208/3902,8 -9= -1208/3902,8 -10=-1208/3902,7-10=-1208/3902,7-11=-1123/3902,6-11=-1123/3902, 6-12=-1123/3902,5-12=-1123/3902 WEBS 3-7=184/994, 4-7=-1277/572, 4-6=0/366,2-7=-1277/570,2-8=0/366 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: , Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0.9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.- 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ' 4) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=518,5=518. , 9) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard , / L, . QgOF ESS/ply N10 �yF�F2c , CO �2 2 76428, z m EXR 12/31/2015 9TF0FCA0 May 13,2015 A WARNING - Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MMI -7473 rev. 02110/2015 BEFORE USE. 4-10-59-11.12 Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. 15-1-3 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 19-11-8 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of then erector. Additional bracing the is the the building 4-10-5 - 5-1-7 permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 5-1-7 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 4-10-5 - LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) Vdefi - Ud PLATES GRIP, TCLL 20.0 Plates Increase 1'15 TC 0.26 Vert(LL) 0.07 7-8 -999 240 MT20 220/195 TCDL 22.0 Lumber Increase _ 1.15 BC 0.39 Vert(TL) -0.26 7-8 >908 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.085 n/a n/a BCDL 15.0 Code IBC2009/TP12007 (Matrix) . I Weight: 155 Ib y FT = 20% LUMBER BRACING, TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2x4 DF No.1 &Btf G (Switched from sheeted: Spacing > 2-8-0). WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS (Ib/size) 1=1667/0-5-8 (min. 0-1-8),5=1667/0-5-8 (min. 0-1-8) i Max Hoa 1=96(LC 3) ` Max Uplift 1=-518(LC 5), 5=-518(LC 6) •' FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4182/1265, 2-3=-2956/866, 34=-2956/866, 4-5=4182/1266 BOT CHORD 1 -9=1208/3902,8 -9= -1208/3902,8 -10=-1208/3902,7-10=-1208/3902,7-11=-1123/3902,6-11=-1123/3902, 6-12=-1123/3902,5-12=-1123/3902 WEBS 3-7=184/994, 4-7=-1277/572, 4-6=0/366,2-7=-1277/570,2-8=0/366 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: , Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0.9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.- 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ' 4) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=518,5=518. , 9) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard , / L, . QgOF ESS/ply N10 �yF�F2c , CO �2 2 76428, z m EXR 12/31/2015 9TF0FCA0 May 13,2015 A WARNING - Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MMI -7473 rev. 02110/2015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. �• i Applicability of design parameters 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 then erector. Additional bracing the is the the building M iTek' permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Y Job Truss Truss Type Qty Ply _ SPACING 2-0-0 CSI DEFL in -- r PLATES GRIP TCLL 20.0 - 844473979 VELARDE-TRE OB -DT Common Truss 1 2 Job Reference (optional) BC 0.37 Vert(TL) -0.27. 6-7 >912 180 i BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.07 5 n/a n/a ` BCDL - 15.0 Code IBC2009/TPI2007 (Matrix) 4) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable Weight: 160 Ib FT = 20% LUMBER ESS/0 Foxworth Galbraith, Yuma, AZ 85365 TOP CHORD 2x4 DF No. I&Btr G I; - TOP CHORD 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:45 2015 Page 1 BOT CHORD 2x4 DF No.1 &Bir G r BOT CHORD I D:P1 nwSwTZugU97FfttGG 18GzEY12-FfygF4twHkfoVe?hozFouMO2KsuFzJHLwZ6QjMzGuRq WEBS 2x4 DF Stud/Std G - 4-10-5 9-11-12 4' 15-1-3 21-2-13 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist 4-10-5 5-1-7 5-1-7 6-1-9 - LOAD CASE(S), Standard�rFOFCAL . Scale = 1:34.2 Job Truss Truss Type Qty Ply _ SPACING 2-0-0 CSI DEFL in -- r PLATES GRIP TCLL 20.0 - 844473979 VELARDE-TRE OB -DT Common Truss 1 2 Job Reference (optional) 4x4 = 3 3x5 = 2x4 II ' 3x10 = ' a 4-10-5 -* 9-11-12 - 15-1-3 4-10-5 5-1-7 5-1-7 5x5 = 3x10 2 Plate Offsets (X,Y): [5:0-2-14, Edge], 16:0-2-8,0.3-0) Max Uplift 1=-917(LC '15), 5=-929(LC 18) . LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.25 Vert(LL) 0.10 6-7 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase .1.15 BC 0.37 Vert(TL) -0.27. 6-7 >912 180 i BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.07 5 n/a n/a ` BCDL - 15.0 Code IBC2009/TPI2007 (Matrix) 4) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable Weight: 160 Ib FT = 20% LUMBER ESS/0 BRACING RpF Q ^/ TOP CHORD 2x4 DF No. I&Btr G I; �0 Qj N10 ` '7 TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins. BOT CHORD 2x4 DF No.1 &Bir G co �P BOT CHORD Rigid ceiling directly applied or 8-5-9 oc bracing. WEBS 2x4 DF Stud/Std G - 0 2 m 9) This truss has been designed for a moving concentrated load of 25.6Ib dead located at all mid panels and at all panel points along 4' REACTIONS (Ib/size) 1=1179/0-5-8 (min. 0-1-8),5=1179/0-7-12 (min. 0-1-8) Max Horz 1=64(LC 11) Max Uplift 1=-917(LC '15), 5=-929(LC 18) . Max Grav 1=1735(LC 10), 5=1735(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4613/2581, 2-3=-3096/1532, 3-4=-3210/1634, 4-5=-5432/3128 BOT CHORD 1-9=2467/4329, 8-9=-1717/3995, 8-10=-1634/3486, 7-10=-990/3118, 7-11=-1493/3797, i 6-11=-1966/4175,6-12=-2063/4794,5-12=-2983/5203 WEBS 3-7=198/820,4-7=-1294/538, 4-6=0/283, 2-7=-925/464 NOTES 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. i Bottom chords connected as follows_2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. " 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to , ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. - I 4) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 ESS/0 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This RpF Q ^/ 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 Qj N10 ` '7 7) A 20% has been for the plate rating reduction of applied green lumber members. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib co �P plate uplift at joint(s) except Qt=1b) 1=917,5=929. w 76428 0 2 m 9) This truss has been designed for a moving concentrated load of 25.6Ib dead located at all mid panels and at all panel points along 4' ' the Bottom Chord, nonconcurrent with any other live loads. EXP.12/31/201b 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-2-13 for 180.0 plf. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C)U )L T ` LOAD CASE(S), Standard�rFOFCAL . May 13,2015 AWARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. OYf 0/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. �� Applicability of design parameters 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 f Job Truss Truss Type Oty Ply - Code IBC2009/TPI2007 (Matrix) Weight: 160 Ib ' FT = 20% LUMBER 1 BRACING 844473980 RDE -TRE OC - Common Truss 1 2 Job Reference (optional) Max Horz 1=64(LC 3) Max Uplift 1=;361(LC 5), 5=-372(LC 6) ' FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=2993/891, 2-3=2192/646, 3-4=2195/636, 4-5=-3444/1049 e t BOT CHORD 1-9=1151/2791,8,9=1151/2796,8-10=-85112796, 7-10=-851/2796, 7-11=-965/3269, 6-11=-965/3269,6.12=-960/3282,5-12=-960/3282 �. WEBS 3-7=169/791, 4-7=-1292/536, 4-6=0/283, 2-7=-837/376 NOTES ` 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: F. - Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Foxvmrth Galbraith, Yuma, AZ 85365 4) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:46 2015 Page 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . ESS/0 " a ID:P1nwSwTZugU97FfitGGl8GzEYl2-jrV2SOuZ21nf7oatLhnIRZZDGFFGhmXU8Ds FpzGuRp will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 4-10-5 8) Provide mechanical connection truss to bearing 9-11-12 15-1-3 21-2-13 9) This truss uss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along 4-10-5 5-1-7 5-1-7 - - 6-1-9 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. EXP 1 31/2015 LOAD CASE(S) Standard Scale = 1:34.2 CIVIL FpF ' CAII ?, May 13,2015 • 1 _' 4x4 3.50F12 .3x4 2 Y 1 3 3x4 2 , 4 r „ -71 5 zr • 9 10 11 �• 8 7 6 3x4 = 2x411 3x10 = 5x5 =. 3x10 h „ 4-10-5 - 9-11-12 15-1-3 21-2-13 4105 5117 517 619 Plate Offsets (X,Y): 15:0-2-6,Edgel. 16:0-2-8,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.24 Vert(LL) 0.07 6-7 >999 ' 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.32 _ Vert(TL) . -0.25 6-7 >999 180' f r Job Truss Truss Type Oty Ply - Code IBC2009/TPI2007 (Matrix) Weight: 160 Ib ' FT = 20% LUMBER 1 BRACING 844473980 RDE -TRE OC - Common Truss 1 2 Job Reference (optional) ' BCLL 0.0 Rep Stress Incr YES WB • 0.18 Horz(TL) 0.07 5 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 160 Ib ' FT = 20% LUMBER 1 BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS (Ib/size) 1=1179/0-5-8 (min. 0-1-8), 5=1179/0-7-12 (min. 0-1-8) Max Horz 1=64(LC 3) Max Uplift 1=;361(LC 5), 5=-372(LC 6) ' FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=2993/891, 2-3=2192/646, 3-4=2195/636, 4-5=-3444/1049 e t BOT CHORD 1-9=1151/2791,8,9=1151/2796,8-10=-85112796, 7-10=-851/2796, 7-11=-965/3269, 6-11=-965/3269,6.12=-960/3282,5-12=-960/3282 �. WEBS 3-7=169/791, 4-7=-1292/536, 4-6=0/283, 2-7=-837/376 NOTES ` 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: F. - Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . ESS/0 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �QE Q will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. NI \ 8) Provide mechanical connection truss to bearing 7 (by others) of plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1h 5=372. {7Q 9) This truss uss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along 7$428 " m LLI U Z M the Bottom Chord, nonconcurrent with any other live loads. tY Of p X 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. EXP 1 31/2015 LOAD CASE(S) Standard CIVIL FpF ' CAII ?, May 13,2015 Job Truss Truss Type Qty Ply r LOADING (psf) SPACING 2-0-0 CSI 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable r 844473981 VELARDE-TRE 0.DT � Common Truss 1 1 Vert(LL) 8-9 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 Job Reference (optional) 1=981,5=1080. Vert(TL) -0.36 7-8 >642 180 �OQ�pFESS/04, N I® BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.11 5 n/a , n/a pitchbreaks model was used analysis and of this truss. BCDL 15.0 Code IBC2009/TPI2007 (Matrix) * r Weight: 79 Ib , FT = 20% LUMBER BRACING ' TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD ' Structural wood sheathing directly applied or 2-8-15 oc purlins. Foxworth Galbraith, Yuma, AZ 85365 BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. WEBS 2x4 DF Stud/Std G 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:48 2015 Page 1 MiTek recommends that Stabilizers and required cross bracing I D:P1 nwSwTZugU97FfitGG 18GzEYl2-fEdol6wpafl NM6kGT5pV W_eWv3tg9aCncXL4KhzGuRn 4-1010=5 r 9-11-12 REACTIONS (Ib/size) 1=1108/0-5-8 (min. 0-1-14),5=1222/0-5-8 (min. 0-2-0) 15-1-3 19-11-8 ,20 -it , ' r 4-10-5 5-1-7 - r 5-1-7 4-10-5 Max Grav 1=1745(LC 10), 5=1858(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:33.8 TOP CHORD 1-2=4632/2776 2-3=-3026/1616 3-4=-3025/1623 4-5=-4713/2743 1 Job Truss Truss Type Qty Ply r LOADING (psf) SPACING 2-0-0 CSI 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable r 844473981 VELARDE-TRE 0.DT � Common Truss 1 1 Vert(LL) 8-9 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 Job Reference (optional) 4x6 = 3 r 5x8 2x4 3x10 = 2x4 11 r 4-10-5 9-11.12 15.1-3 - 5.1-7 5-1-7 r - 5x8 = 19-11-8 II. 4-10-5 BOT CHORD 1-10=-2646/4346, 9-10=-1813/3976, 9-11=-1720/3411, 8-11=-900/3001, 8-12=800/2969, 7-12=-1620/3379, 7-13=-1713/3923, 5-13=-2546/4315 WEBS 3-8=120/658,4-8=-925/458, 2-8=-958/487 r LOADING (psf) SPACING 2-0-0 CSI 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable DEFL -, in X0.12 (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.42 Vert(LL) 8-9 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.57 1=981,5=1080. Vert(TL) -0.36 7-8 >642 180 �OQ�pFESS/04, N I® BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.11 5 n/a , n/a pitchbreaks model was used analysis and of this truss. BCDL 15.0 Code IBC2009/TPI2007 (Matrix) * r Weight: 79 Ib , FT = 20% LUMBER BRACING ' TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD ' Structural wood sheathing directly applied or 2-8-15 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (Ib/size) 1=1108/0-5-8 (min. 0-1-14),5=1222/0-5-8 (min. 0-2-0) Max Harz 1=-77(LC 14) ; Max Uplift 1=-981(LC 15), 5=-1080(LC 18) Max Grav 1=1745(LC 10), 5=1858(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 5 TOP CHORD 1-2=4632/2776 2-3=-3026/1616 3-4=-3025/1623 4-5=-4713/2743 1 BOT CHORD 1-10=-2646/4346, 9-10=-1813/3976, 9-11=-1720/3411, 8-11=-900/3001, 8-12=800/2969, 7-12=-1620/3379, 7-13=-1713/3923, 5-13=-2546/4315 WEBS 3-8=120/658,4-8=-925/458, 2-8=-958/487 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord' and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=981,5=1080. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. - �OQ�pFESS/04, N I® 8) This truss has been designed for a total drag load 200 Lumber DOL=(1.33) Plate `QT y of plf. grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-11-8 for 200.0 pH. 9) "Semi-rigid including heels" Member end fixity in the design Gj i pitchbreaks model was used analysis and of this truss. W C) 75428 Z. LOAD CASE(S) Standard EXP. 12131/2016 I* * r 1 v T9rF�FCP+i-1 1 May 13,2015 A WARNING- Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based onlyupon parametersshown. and is for an individual building component. � Applicability of design parameters 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 fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 I Job Truss Truss Type pry Ply in (loc) I/defl Ud TCLL 20.0 Plates Increase 844473982 VELARDE-TRE P SPECIAL TRUSS 3 1 240 TCDL 22.0 Lumber Increase 1.15 BC 0.43 Vert(TL) Job Reference (optional) rvxwvvr �awrd...... s Zzi cu iz mi i eK mausmes, mc. wea may 1a 1z:=4a zulo rage 1 ID:P1nwSwTZugU97FfllGGI8GzEY12-8QBA4SwRLy9E FJS1pKk3CBgrTFCu?8wrl34es8zGuRm -1-0-0 5-1-2 11-2-12 17-4-6 22-5-8 ,23-5-8 1-0-0 5-1-2 6-1.10 6-1-10 5-1-2 1-0-0 Scale = 1:39.5 4x6 = 4 4x6 2X43X103x10 = 5x8 = 4x6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.15 TC 0.48 Vert(LL) 0.12 9-10 >999 240 TCDL 22.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.38 9-10 >687 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.12 6 n/a n/a BCDL 8.0 Code IBC2009ITP12007 (Matrix) 11 LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G REACTIONS (Ib/size) 2=1207/0-5-8 (min. 0-1-8),6=120710-5-8 (min. 0-1-8) Max Horz 2=80(LC 3) Max Uplift 2=-487(LC 5), 6=487(LC 6) PLATES GRIP MT20 220/195 Weight: 91 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2818/951, 3-4=1964/643, 4-5=1964/644, 5-6=-2818/952 BOT CHORD 2-11=-906/2617, 10-11=-906/2617, 10-12=-906/2617, 9-12=-906/2617, 9-13=-834/2617, 8-13=-834/2617, 8-14=-834/2617, 6-14=-834/2617 WEBS 4-9=113/588, 5-9=-885/432, 3-9=-885/430 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=487.6=487. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QW ESS/ON �TN 10 yF�F�c �2 2 76428 z m v X EXP. 12/31/2016 7,X__ CIVIL \FOFCAI R May 13,2015 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 iev. 021/8/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 WOW 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Mai, Haight, rA A -Ain TrussTruss Type QtyPlyR44473983 �;; E PA SPECIAL TRUSS 2 1 Job Reference (optional) Fox forth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:50 2015 Page 1 I D:P1 nwSwTZugU97FfitGG 1 BGzEY12-cdlZlox36GH5cPuea Wrzb PkrwtbGdR143rq BOazGuRI 5-1-2 11-2-12 17-4.6 22-5-8 .23-5.8 5-1-2 6-1-10 6-1-10 5-1-2 1-0-0 Scale = 1:38.0 4x6 - 3.50 12 3 1 3x4 3x4 zZ - - ` 1 5 6 P d � .•10 9 r 11' 8 12 7 13 4x6 — - 2x4 11 3x10 = 5x8 = 4x6 — r _ 5-1-2 11-2.12 17-4-6 22-5-8 5-1-2 6-1-10 6-1-10 5 1 2 ,- Plate Offsets MY): f7:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.48 Vert(LL) 0.13 8-9 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 , BC 0.44 Vert(TL) -0.39 7-8 >682 180 ' BCLL 0.0 Rep Stress lncr YES WB. 0.66 Horz(TL) 0.12 5 n/a n/a BCDL ' 8.0 Code IBC2009/TP12007 (Matrix) Weight: 90 Ib FT = 20% LUMBER (i BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-11-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=1097/0-5-8 (min. 0-1-8),5=1210/0-5-8 (min. 0-1-8) Max Horz 1=-85(LC 4) Max Uplift 1=-389(LC 5), 5=-488(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=2843/986, 2-3=1974/646, 3-4=1974/653, 4-5=-2828/954 BOT CHORD - 1-10=-943/2657, 9-10=-943/2657, 9-11=-943/2657, 8-11=943/2657, 8-12=-837/2626, 7-12=-837/2626, 7-13=-837/2626, 5-13=-837/2626 +, ' WEBS 3-8=120/592, 4-8=-885/432,2-8=-918/460 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the boftom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. „ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=1b) 1=389,5=488. I 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along . the Bottom Chord, live loads. ��QRpFESS/04� N10 nonconcurrent with any other 8) "Semi-rigid including heels" Member Q OT pitchbreaks end fixity model was used in the analysis and design of this truss. Q` 2 LOAD CASE(S) StandardLU 76428 m ' EXP.1 3112016 • - * it CIVIC OFC. May 13,2015 Job Truss Truss Type Qty Ply � 844473984 VELARDE-TRE P -DT Special Truss ' 1 1 •• , • Job Reference o tional ' Foxwonh Galbraith, Yuma, AZ 85365 •. 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:52 2015 Page 1 ' I D: Pt nwSwTZugU97FfitGG 18GzEY12-Y7tJjTzJetXpgt t ixtRggpASgEj5KHNX9JITTzGuRj 5-1-2 11.2-12 17-4- 22-5-8 23-5 8 ' 5-1-2 6-1-10 6-1-10 5-1-2 Scale = 1:37.9 1 . 4x6 = • a 3 , .3.50 12 . 3x4 - 3x4 : t � , 1 5 6 -10 9 11 8 12 7 13 5x8 — 2x4 II - 3x10 = 5X8 = i 5x8 5-1-2 11-2-12 17-4.6 22-5-8 5-1-2 6-1-10 6-1-10 5-1-2 Plate Offsets (X,Y): 17:0-4-0,0-3-01 LOADING (psf)• SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP ,TCLL 20.0 Plates Increase 1.15 TC 0.52 Vert(LL) 0.16 8-9 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.42 7-8 >630 180 ' BCLL - 0.0 Rep Stress Incr YES , WE 0.74 Horz(TL) 0.12 5 n/a n/a BCDL 8.0 Code IBC20091TPI2007 (Matrix) Weight: 90 Ib FT = 20% LUMBER` ' BRACING TOP CHORD 2x4 DF No.1 &Btf G TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins. BOT CHORD 2x4 DF No.1 &BIT G BOT CHORD Rigid ceiling directly applied or 3-10-4 oc bracing. , WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS (Ib/size) 1=1097/0-5-8 (min. 0-1-15),5=1210/0-5-8 (min. 0-2-1) Max Horz 1=-85(LC 4) Max Uplift 1=-1100(LC 15), 5=-1199(LC 18) Max Grav 1=1808(LC 10), 5=1921(LC 9) ' FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. u TOP CHORD 1-2=4939/3165, 2-3=-3252/1903, 3-4=-3251/1909, 4-5=-5025/3133 , • BOT CHORD 1-10=-3024/4641, 9-10=-2148/4218, 9-11=-2051/3643, 8-11=-1061/3152, 8-12=-956/3121, 7-12=-1945/3612, 7-13=2043/4134, 5-13=-2918/4610 WEBS 3-8=120/592, 4-8=-1008/555, 2-8=-1041/583 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; 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 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ! 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. w 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �- q�QFESS/0 histru s=1199. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid and along iNl tiF`Fti panels at all panel points the Bottom Chord, nonconcurrent with an other live loads. ��tLOP� y 'P2 8) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist � � o ti drag loads along bottom chord from 0-0-0 to 22-5.8 for 200.0 plf. C 76428 9 m 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LU Z rn LOAD CASE(S) Standard � EXP. 12J31i2016 * I t CIV1V �P ' �rFOFCAL�F��� - May 13,2015 Job Truss Truss Type Qty Ply � 844473984 VELARDE-TRE P -DT Special Truss ' 1 1 •• , • Job Reference o tional ' Job Truss Truss Type Qty Ply Plates Increase ' TC 0.61 TCDL 22.0 Lumber Increase 1.15 R44473985 VELARDE-TRE Q Common Truss 1 1 Code IBC2009/TPI2007 (Matrix) LUMBER except end verticals. BOT CHORD TOP CHORD 2x4 DF NO.1&Btf G Job Reference (optional) ruxwurm �mmai m ouow - r.sav s aep z zuiz mi i en mausmes, mc. wea may t4 iz:uo:w zuio rage i I D:P 1 nwSwTZugU97FfitGG 18GzEY12-Y?tJjTzJetXprj 11 ixtRggp9OgH35SwNX9JITTzGuRj -1-0-0 7-6-0 15-0A 16-0A 1-0-0 ' 7 6-0 7�i-0 1-0-0 A 4x6 I I 3.5o 12 3 3x4 11 3x10 = ­ LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.61 TCDL 22.0 Lumber Increase 1.15 BC 0.36 BCLL 0.0 Rep Stress Incr YES WB 0.25 BCDL 15.0 Code IBC2009/TPI2007 (Matrix) LUMBER except end verticals. BOT CHORD TOP CHORD 2x4 DF NO.1&Btf G MiTek recommends that Stabilizers and required cross bracing BOT CHORD 2x4 DF No.1 &Btr G be installed during truss erection, in accordance with Stabilizer WEBS 2x4 DF Stud/Std G *Except* 2-8,4-6: 2x4 DF No.1&Btr G Scale = 1:36.6 DEFL in (loc) IIden L/d PLATES GRIP Vert(LL) -0.05 7-8 >999 240 MT20 220/195 Vert(TL) -0.20 7-8 >888 180 Horz(TL) 0.00 6 n/a n/a Weight: 84 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins, except end verticals. 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 quide. REACTIONS (Ib/size) 8=938/0-5-8 (min. 0-1-8), 6=938/0-5-8 (min. 0-1-8) Max Horz 8=-152(LC 3) Max Uplift 8=-360(LC 3), 6=-360(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=698/267, 3-4=-698/267, 2-8=-840/385, 4-6=840/385 WEBS 3-7=-265/173, 2-7=-119/567,4-7=-1 19/567 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 8=360,6=360. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QEtOTES q�F ESS/0� LU 76428 ' v rn * � EXP. 431/2016{�? s 21V)� �FOFC2 May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02116/2015 BEFORE USE. Design valid for use only with Iv trek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 Mire k' 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 20.0 Plates Increase 1.15 TC 0.15 TCDL 22.0 R44473986 VELARDE-TRE Q1 Jack -Open Truss 1 1 YES WB 0.19 BCDL 15.0 Code IBC2009rTP12007 (Matrix) Job Reference (optional) roxvionn Ualorann, Tuma, A aa3oa I_= s Jep zt zuiz MI1 ex Inausmes. Inc. weo May 13 1z:uto:b3 zuib rage 1 ID:P1nwSwTZugU97FfitGG18GzEY12-OCQhwpyPBfTrtcDGfPgD2MR 4hDgw5Wmp2r?vzGuRi -1-0-04-M 7-3-13 7 -3 1-0-0 4-0-0 3-3-13 0 -6 0 3.50 Scale = 1:34.3 8 65 2x4 II 3x4 = 3x4 = LOADING (psf) SPACING2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.15 TCDL 22.0 Lumber Increase 1.15 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB 0.19 BCDL 15.0 Code IBC2009rTP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.01 7-8 >999 240 MT20 220/195 Vert(TL) -0.03 7-8 >999 180 Horz(TL) -0.00 4 n/a n/a Weight: 48 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gue REACTIONS (Ib/size) 4=103/Mechanical, 8=511/0-5-8 (min. 0-1-8), 6=302/Mechanical Max Horz 8=160(LC 3) . Max Uplift 4=-69(LC 3), 8=139(LC 3), 6=-171(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=314/219, 2-8=-464/153 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except 0=11b) 8=139.6=171. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QRpF ESS/0N ��T N 10 hF�F2c �2 2 LOU 7642$-7 51 cr_o M EXP. 12/31/2015 CIVIC. \OFCAi May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/1&2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. �• Applicability of design parameters 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Ory Ply NOTES LOADING (psf) SPACING 2-0-0 end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 R44473987 VELARDE•TRE - Q1A Jack -Open Trvss - 1 1 ' 4) A plate rating reduction of 20% has been applied for the green lumber members' TC. 0.23 5) Refer to girder(s) for truss to truss connections. Vert(LL) -0.01 6-7 >999 240 Job Reference o tional Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:54 2015 Page 1 I D:P 1 nwSwTZugU97FfitGG 18GzEY12-UO_389_aAVn W41 BPpMwvmFuaTU 1 RZMAf_ToPXLzGuRh 4.0-0 3-3-13 0 -6 3.50 12 3 •- Scale = 1:34.3 3x4 r1 2 3x4 r . r • •8 6 9 ' r 2x4 7 54 II 3x4 = 3x4 = . 4-0-0 7-3-13 __17-3 . 4-0-0 3-3-13 -0 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. i• � } �t WEBS 2-5=330/252, 1-6=-28/253 NOTES LOADING (psf) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. } �t WEBS 2-5=330/252, 1-6=-28/253 NOTES LOADING (psf) SPACING 2-0-0 end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 CSI 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 4) A plate rating reduction of 20% has been applied for the green lumber members' TC. 0.23 5) Refer to girder(s) for truss to truss connections. Vert(LL) -0.01 6-7 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15- 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along BC 0.11 the Bottom Chord, nonconcurrent with any other live loads. Vert(TL) -0.03 % 6-7 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) -0.0.0 3 n/a n/a Q 14C EXP. 12131/2015 � BCDL 15.0 Code IBC2009ITP12007 • (Matrix) ` Weight: 46 Ib FT = 20% LUMBER,, May 13,201: BRACING , TOP CHORD 2x4 DF No.1 &Btf G " TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No. 1&Btf G except end verticals. 'I WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing:.I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=98/Mechanical, 7=403/0-5-8 (min. 0-1-8), 5=315/Mechanical , ' Max Horz 7=246(LC 5) Max Uplift 3=-64(LC 3), 7=81(LC 3), 5=199(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=356/95 r �t WEBS 2-5=330/252, 1-6=-28/253 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable y 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. 4) A plate rating reduction of 20% has been applied for the green lumber members' 5) Refer to girder(s) for truss to truss connections. �I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 7 except (jt=1b) 5=199. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. oOES%4 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. + \O `N'O L LOAD CASE(S) Standard ; . F iiC �2 -CP 2 LU 76428 z m Q 14C EXP. 12131/2015 � * OFCAU May 13,201: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev. 02/18/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters 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 pennanent bracing of the overall structure is the responsibilty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consutt ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Foxworth Galbraith, Yuma, AZ 85365 •- 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:54 2015 Page 1 ' F ID:P 1 nwSwTZugU97FfitGG 18GzEY12-UO_389_aAVn W41 BPpMwvmFuVu UzyZOBf_ToPXLzGuRh -1-0-0 5-11-11 • 3.50 12 3 Scale = 1:32.4 r ' 3x4 'I`•r . .. a 1 y 2 a 6 . r 5 4, 2x4 I I 3x4 = 1 5-11-11 Truss 4 Truss Type Qty PlyARDE-TRE r • a, SPACING 2-0-0 • DEFL in R44473988 PLATES GRIP Q2 Jack -Open Truss 6 1 TC 0.52 Vert(LL) -0.05 4-5 >999 240 MT20 220/195 TCDL 22.0 Job Reference o tionaI Foxworth Galbraith, Yuma, AZ 85365 •- 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:54 2015 Page 1 ' F ID:P 1 nwSwTZugU97FfitGG 18GzEY12-UO_389_aAVn W41 BPpMwvmFuVu UzyZOBf_ToPXLzGuRh -1-0-0 5-11-11 • 3.50 12 3 Scale = 1:32.4 r ' 3x4 'I`•r . .. a 1 y 2 a 6 . r 5 4, 2x4 I I 3x4 = 1 5-11-11 i 1) Wind: ASCE 7-05; 11Omph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable �i 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. 4) A plate rating reduction of 20%. has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb) 3=150,5=145. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. s, LOAD CASE(S) Standard �I. Q?,pFESS/pN ` ��P,01N10yF� Fyc 'P� 2 p0 76428 z m EXP. 12/31/2016 �TFOFCAUF�`� May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02110YL015 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 parameters 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 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Plate Offsets (X,Y): 14:Edge.0-1-81 LOADING (psf) • a, SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP ,. TCLL 20.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.05 4-5 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.21 4-5 >325 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 3 n/a n/a BCDL . 15.0 Code IBC2009/TP12007 (Matrix) Weight: 32 Ib FT = 20%• r LUMBER BRACING s TOP CHORD 2x4 DF No. 1&Btr G , • - TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, BOT CHORD 2x4 OF No. 1&Btr G except end verticals. WEBS „ 2x4 DF Stud/Std G 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 (Ib/size) 3=232/Mechanical, 5=440/0-5-8 (min. 0-1-8), 4=87/Mechanical 4 Max Horz 5=251(LC 5) Max Uplift 3=-150(LC 3), 5=-145(LC 3), 4=-94(LC 5) Max Grav 3=232(LC 1), 5=440(LC 1), 4=146(LC 2) Iti • • FORCES k (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=3521173 , NOTES i 1) Wind: ASCE 7-05; 11Omph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable �i 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. 4) A plate rating reduction of 20%. has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb) 3=150,5=145. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. s, LOAD CASE(S) Standard �I. Q?,pFESS/pN ` ��P,01N10yF� Fyc 'P� 2 p0 76428 z m EXP. 12/31/2016 �TFOFCAUF�`� May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02110YL015 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 parameters 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 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty • Ply LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP 844473989 VELARDE-TRE Q2A Jack -Open Truss 2 1 MT20 220/195 2=160. TCDL 22.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.21 Job Reference (optional) -��. •.. ��.�. t-005 Sup er 2012 MiTek md—tries, in, VVea May w i2:05:55 20i Page t 10:131 nwSwTZugU97FfitGG 18GzEY12-yaYSLV?CxovNiAmcN4R81TRgvuJBlscpD7Xy4nzGuRg 5-11-11 5-11-11 3.50 12 Scale = 1:32.4 3 4 3 2x4 II 3x4 = NOTES Plate Offsets (X,Y): f3:Edge,0-1-81 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.05 3-4 >999 240 MT20 220/195 2=160. TCDL 22.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.21 3-4 >325 180 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O� N'O tM.9�� BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 2 n/a n/a 7$428z m BCDL 15.0 Code IBC2009/TPI2007 (Matrix) sT civil Weight: 31 Ib FT = 20% 9TFOF CAL Fpm LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, ' BOT CHORD 2x4 OF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud/Std G 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 (Ib/size) 2=242/Mechanical, 4=329/0-5-8 (min. 0-1-8), 3=87/Mechanical Max Horz 4=221(LC 5) Max Uplift 2=-160(LC 3), 4=-65(LC 3), 3=-75(LC 5) Max Grav 2=242(LC 1), 4=329(LC 1), 3=146(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3 except (jt=1b) 2=160. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9,QFESS/0 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O� N'O tM.9�� LOAD CASE(S) Standard Q�OP IL Y\ fYF �iC 'P2 -CO Z 7$428z m EXP. 12/31/2016 m * sT civil 9TFOF CAL Fpm May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/15/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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 B 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Glinis H�IgbN CA 9.56111 ly I� s Fox rlh Galbraith, Yuma, AZ 85365 d 7.350 s Sep 27 2012 Mitek Industries, Inc. Wed May 13 12:05:55 2015 Page 1 ' ID:P1nwSwTZugU97FfitGG18GzEY12-yaYSLV?CxovNiAmcN4R81TRIDuMHIrUpD7Xy4nzGuRg x; -1-0-0 3-11-11 r 1-0-0 3-11-11 3.50 12 Scale = 1:28.7 3x4 11 _ I i 5 3x4 =4 f 2x4 II 3-11-11 LOADING.(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 4-5 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.04 4-5 >999 ` 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 3 n/a n/a ' BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 24 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, ' BOT CHORD 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud/Std G 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 t' Installationguide. REACTIONS (Ib/size) 3=142/Mechanical, 5=331/0"5-8 (min. 0-1-8), 4=57/Mechanical . Max Hoa 5=215(LC 5) I)� Max Uplift 3=-89(LC 3), 5=121(1_13 3), 4=-133(LC 5) ,t. Max Grav 3=142(LC 1), 5=331(LC 1), 4=96(LC 2) i FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-5=274/140 I' -NOTES t R 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 t 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. , e 4) A plate rating reduction of 20% has been applied for the green lumber members. ; 5) Refer to girder(s) for truss to truss connections. 6 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 Ib uplift at joints 3 except t—Ib , „ (Y ) 9P P 9 P 1 O P at=lb) 5=121, 4=133. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along ' the Bottom Chord, nonconcurrent with any other live loads. QgOF ESS/0/U 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �P\0T N IQ L��� LOAD CASE(S) Standard CO w 76428 ` z m i m 0 X EXP. 12/31/2016 60,cc, May 13,2015 likJob Truss Truss Type Dry Ply ` � 844473990 VEIARDE-TRE � D3 Jack -Open Truss 6 1 " Job Reference (optional) ~ �� - ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211fV2015 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 parameters and proper incorporation of component is responsibility of building designer -not frust designer. Bracing shovm is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding' MITek., - Fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314: F, • - iSuite 709 - w "de..'.::ia_�'•*= ... "^ y"�. �..31 .. a .. . , .� ,. �,. to ,. - ..... . �,i4 alb r'G .�` �_.it�` . ".a at Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 'Y � PLATES GRIP „TCLL 20.0 � 844473991 VELARDE-TRE Q3A Jack -Open Truss 2 1 BC 0.13 Vert(TL) -0.04 3-4 >999 180 • Rep Stress Incr YES WB 0.06 Job Reference (optional) ' BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 23 Ib FT = 20% LUMBER BRACING ~ TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 DF No.18Btf G except end verticals. - ' WEBS 2x4 DF Stud/Std G 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 (Ib/size) 2=158/Mechanical, 4=215/0-5-8 (min. 0-1-8),3=57/Mechanical ' Max Horz 4=184(LC 5) Max Uplift 2=-104(LC 3), 4=-46(LC 3), 3=-104(LC 5) Max Grav 2=158(LC 1), 4=215(LC 1), 3=96(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' ' NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable f 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. Foxworth Galbraith, Yuma, AZ 85365 - - r 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:56 2015 Page 1 ' r ID:P1nwSwTZugU97FfitGG18GzEY12-Qn6gYrOgi61EKKLoxnyNrg_wyHiWlJyySnHVcEzGuRf 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ESS/ov LOAD CASE(S) Standard « ��OQRQF 3-11-11 �2 4 � Z ,y 76428 7 m • v W 3.50 12 ' Scale = 1:28.7 EXP. 12131/2016 J * TqT CIVIL • r F ' • , ., 3x4 • May 13,2015 , • 4 _ 5 - 3x4 =3 2x4 II _ 3-11-11- 3-11-11 Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 'Y � PLATES GRIP „TCLL 20.0 � 844473991 VELARDE-TRE Q3A Jack -Open Truss 2 1 BC 0.13 Vert(TL) -0.04 3-4 >999 180 • Rep Stress Incr YES WB 0.06 Job Reference (optional) ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP „TCLL 20.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 3-4 >999 240 MT20 220/195 • TCDL 22.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.04 3-4 >999 180 BCLL . 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 2 n/a n/a ' BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 23 Ib FT = 20% LUMBER BRACING ~ TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 DF No.18Btf G except end verticals. - ' WEBS 2x4 DF Stud/Std G 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 (Ib/size) 2=158/Mechanical, 4=215/0-5-8 (min. 0-1-8),3=57/Mechanical ' Max Horz 4=184(LC 5) Max Uplift 2=-104(LC 3), 4=-46(LC 3), 3=-104(LC 5) Max Grav 2=158(LC 1), 4=215(LC 1), 3=96(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' ' NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable f 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=104,3=104. ' 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ESS/ov LOAD CASE(S) Standard « ��OQRQF " �2 � Z ,y 76428 7 m v W ' EXP. 12131/2016 J * TqT CIVIL • r F ' FOFCAL � , ., • May 13,2015 e Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:56 2015 Page 1 ID:P 1 nwSwTZugU97FfitGG 18GzEY12-On6gYrOgi61 EKKLoxnyNrg_wwHk611TySnHVcEzGuRf ' -1-0-0 1-11-11 1-0-0 1-11-11 . 3.50 r12 - Scale = 1:26.0 3x4 2 1 N . Q N O 1 ` • ,�o 6 5 4X4 = 4 2x4 I I i 1-11-11 1-11.11 ' Job Truss Truss TypeQty Ply , LOADING (psf) SPACING . 2-0-0 844473992 VELARDE-TRE 04 Jack -Open Truss 8 1 Plates Increase 1.15 TC • 0.23 _— 5 >999 • 240 MT20 220/195 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:56 2015 Page 1 ID:P 1 nwSwTZugU97FfitGG 18GzEY12-On6gYrOgi61 EKKLoxnyNrg_wwHk611TySnHVcEzGuRf ' -1-0-0 1-11-11 1-0-0 1-11-11 . 3.50 r12 - Scale = 1:26.0 3x4 2 1 N . Q N O 1 ` • ,�o 6 5 4X4 = 4 2x4 I I i 1-11-11 1-11.11 ' LOADING (psf) SPACING . 2-0-0 CSI DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC • 0.23 Vert(LL) -0.00 5 >999 • 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr . YES WE 0.09 Horz(TL) -0.01 3 n/a n/a BCDL 15.0 Code IBC2009/TPl2007 (Matrix) Weight: 17 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G - TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 DF No. t&Btr G except end verticals. ' ' WEBS 2x4 DF Stud/Std G 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 r •3=43/Mechanical, Installation guide. REACTIONS (Ib/size) 5=236/0-5.8 (min. 0-1-8), 4=27/Mechanical Max Horz 5=179(LC 5) r Max Uplift 3=-22(LC 6), 5=121(1_C 3), 4=-237(LC 5) Max Grav 3=43(LC 1), 5=236(LC 1), 4=52(LC 11) FORCES . (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=0/274 NOTES 1) Wind: ASCE 7-05; 11Omph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. ' ' 5) Refer to girder(s) for truss to truss connections. ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) 5=121,4=237. 7) This truss has been designed for a moving concentrated load of 25.O1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ' LOAD CASE(S) Standard r • ` r 1 0,0FESS/ON co C-1 tiF�Fyc �2 01 W 7542$ F r" EXP. 12/31/2016 P7 r�FaFCAL�F�` May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02118/2015 BEFORE USE. „ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component., Applicability of design parameters 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781'N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Oty Ply 7-" Plate Offsets (X,Y): 18:0-3-0,0-4-81,19:0-4-0.0-5-01.110:0-3-0,0-4-81 r 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, LOADING (psf) SPACING 2-0-0 CSI R44473993 VELARDE-TRE Q -GT Common Truss 2 1 9 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.11 8-9 >999 180 Job Reference (optional) Fox rth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:57 2015 Page 1 ID:P1nwSwTZugU97FfitGG18GzEY12-vzgCmB1STOA5xUw VUTcNuW4DhOvmf86gRO38gzGuRe 4-3-9 7-" 10-8-7 15-0-0 16-M 4-3-9 3-2-7 3-2-7 4-3-9 1-0-0 19 k>, 4x4 = 3.50 12 7x8 = 6x6 = A Scale = 1:36.6 7-6-0 15-0-0 7-i-0 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable 7-" Plate Offsets (X,Y): 18:0-3-0,0-4-81,19:0-4-0.0-5-01.110:0-3-0,0-4-81 r 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.26 Vert(LL) 0.05 9 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.11 8-9 >999 180 _ 2 ' BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.03 8 n/a n/a 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). BCDL 15.0 Code IBC2009/71312007 (Matrix) EXP. 12/31/2016 LOAD CASE(S) Standard Weight: 105 Ib FT = 20% - LUMBER BRACING Uniform Loads (plf) Vert: 1-2=84, 2-4=-84, 4-6=-84, 6-7=-84, 8-10=-30 TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins, ' BOT CHORD 2x6 DF No.1 G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 8-2-5 oc bracing. WEBS 1 Row at midpt 3-10.5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ' Installation uide. REACTIONS - (Ib/size) 10=1899/0-5-8 (min. 0-2-0), 8=1899/0-5-8 (min. 0-2-0) Max Horz 10=147(LC 3) Max Uplift 10=1276(LC 3), 8=-1276(LC 4) ' FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=1897/1481, 4-5=-1897/1481, 2-10=-279/239, 6-8=-279/239 BOT CHORD 10-11=-954/1310, 9-11=-954/1310, 9-12=979/1310, 8-12=-979/1310 WEBS 4-9=702/798, 5-9=-672/887, 3-9=-672/887, 3-10=-1992/1432, 5-8=-1992/1432 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, ' 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) RpF ESS/p 10=1276.8=1276. ' 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along �OQ N I �q� ``Q �'�C the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��� Q.` C-3 9 'P 9) Hanger(s) or other connection device(s) be _ 2 shall provided sufficient to support concentrated load(s) 1922 Ib down and 1833 Ib up at 7-6-0 bottom The design/selection Ca � 7542 $ y Z T on chord. of such connection device(s) is the responsibility of others. W 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q Q X ' EXP. 12/31/2016 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=84, 2-4=-84, 4-6=-84, 6-7=-84, 8-10=-30 J civil_ TFOFCALW Concentrated Loads (lb) Vert: 9=-1922(F) May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 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 parameters 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 stabifity 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/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. _ Suite 109 Job .Truss Truss Type Ory Ply 6x6 = • 5-5-10 - 10-6-8 5-5-10 844473994 VELARDE-TRE Q -HIP Diagonal Hip Girder 4 1 (loc) I/deft ' L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 ' Job Reference (optional) 8-9 >740 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.61 Vert(TL) 0.15 8-9 >793 180 BCLL' 0.0 Rep Stress Incr NO WB 0.56 Horz(TL), -0.01 . 7 n/a n/a Foxworth Galbraith, Yuma, AZ 85365 Code IBC2009/TPI2007 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:58 2015 Page 1 Weight: 67 Ib FT = 20% ID:P1nwSwTZugU97FfitGG18GzEY12-N9EazX14EjlyZeVB2C rw53815GXV5bFv4mcg6zGuRd BRACING -1-5-0 5-5-10 TOP CHORD 10-" ' BOT CHORD 2x4 DF No.1 &Btr G r 11-5-0 5-5-10 - ' WEBS 2x4 DF Stud/Std G 5-0-15 Job .Truss Truss Type Ory Ply 6x6 = • 5-5-10 - 10-6-8 5-5-10 844473994 VELARDE-TRE Q -HIP Diagonal Hip Girder 4 1 (loc) I/deft ' L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 ' Job Reference (optional) � 1 3x6 II IA 3x5 11 Scale = 1:35.4 ; 2.48 12 4 5 11 y' 3x4 9 6 3x6 II -, 3x4 = 6x6 = • 5-5-10 - 10-6-8 5-5-10 - 5-0-15 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft ' L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.72 Vert(LL) 0.16 8-9 >740 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.61 Vert(TL) 0.15 8-9 >793 180 BCLL' 0.0 Rep Stress Incr NO WB 0.56 Horz(TL), -0.01 . 7 n/a n/a ' BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 67 Ib FT = 20% LUMBER- - BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1 &Btr G r except end verticals. ' WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 7-4-14 oc bracing. r MiTek recommends that Stabilizers and required cross bracing r be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=991/Mechanical, 9=812/0.7-6 (min. 0-1-8) ' Max Horz 9=361 (LC 4) Max Uplift 7=-907(LC 4), 9=-901(LC 3) . FORCES (Ib) -Max. Comp./Max. Ten.' All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-564/620, 3-10=-499/643, 4-7=358/236, 2-9=-752/708 ' BOT CHORD 9-12=-333/48, 8-12=333/48,8-13=-721/523,13-14=-721/523,7-14=-721/523 ; WEBS 3-8=361/161, 3-7=-694/889, 2-8=-658/633 NOTES ' ' 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. '4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=1b) 7=907,9=901. " 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ' 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 Ib down and 41 Ib up at 2-9-8, 28 Ib down and 41 Ib up at 2-9-8, 58 Ib down and 74 Ib up at 5-7-7, 58 Ib down and 74 Ib up at 5-7-7, and 148 Ib down and 134 Ib up at 8-5-6, and 148 Ib down and 134 Ib up at 8-5.6 on top chord, and 22 Ib down and 246 Ib up at 2-9-8, 22 Ib down and 246 Ib up at 2-9-8, 52 Ib down and 143 Ib up at 5.7-7, 52 Ib down and 143 Ib up at 5-7-7, and 96 Ib down and 104 Ib up at 8-5-6, t and 96 Ib down and 104 Ib up at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) Vert: 1-2=-84, 2-4=-84, 4-5=-44, 6-9=-30 1 QgpFESS/pM )T N 10 COyF�F2c �2 Z 76428 z m 1Y 0 X * May 13,201: WARNING • Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. OV18/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component.' '�®�• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown iF.;8Y�3 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component s 7777 Greenback Lane _ Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 l Job Truss Truss Type Qty Ply 84447 3994 VELARDE•TRE CI -HIP Diagonal Hip Girder 4 1 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:58 2015 Page 2 ID:P1nwSwTZugU97FfitGG18GzEY12-N9EazX14EjlyZeVB2C_rw53815GXV5bFv4mcg6zGuRd Job Truss Truss Type Qty Ply 84447 3994 VELARDE•TRE CI -HIP Diagonal Hip Girder 4 1 Job Reference (optional) LOAD CASE(S) Standard Concentrated Loads (Ib) ' Vert: 3=-116(F=-58, B=-58) 8=-55(F=-27, B=-27) 10=81(F=41, B=41) 11=-295(F=-148, B=-148) 12=5(F=3, B=3) 14=-115(F=-57, B=-57) - 1 _ 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 02/16/2015 BEFORE USE. Design vclid for use only with Mire, connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design parameters 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 Welk'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 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 JAY Truss Truss Type uy, fly - Plates Increase 1.15 TC 0.52 Vert(LL)' 0.09 + 8-9 >999 240 MT20 220/195 • 844473995 VELARDE-TRE R + Common Truss 4 1 ' BCLL 0.0 ' - Horz(TL) 0.10 6 n/a • n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Job Reference (optional) Code IBC2009ITP12007 (Matrix) will fit between the bottom chord and any other members. - Weight: 76 Ib FT = 20% LUMBER . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) BRACING TOP CHORD 2x4 DF No. 1&Btr G �OQRpFESS/04, N IO TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins. ' BOT CHORD 2x4 DF No.1 &Btr G CIO BOT CHORD Rigid ceiling directly applied or 8-0-2 oc bracing. • WEBS 2x4 DF Stud/Std G 76428 z m MiTek recommends that Stabilizers and required cross bracing 1 � EXP.12/31l2016 Foxworth Galbraith, Yuma,, AZ 85365 be installed during truss erection, in accordance with Stabilizer Civil. ��Q' 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:05:59 2015 Page 1 r Installation guide, REACTIONS (Ib/size) 6=1082/0-5-8 (min. 0-1-8), 2=1196/0-5-8 (min. 0-1-8) I D:P 1 nwSwTZugU97FfilGG 18GzEY12-rloyBt2i_i QpBo4NcvV4TJcMeVeQEbQP8kVADZZGuRc . - • -100 5-9.6 9-9-0 13-8-10 19-6-0 1-0-0 . 5-9E 3-11-10 3-11-10 �. 5 9-6 _ Scale = 1:33.8 4x4 = • , 1 4 JAY Truss Truss Type uy, fly - Plates Increase 1.15 TC 0.52 Vert(LL)' 0.09 + 8-9 >999 240 MT20 220/195 • 844473995 VELARDE-TRE R + Common Truss 4 1 ' BCLL 0.0 ' - Horz(TL) 0.10 6 n/a • n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Job Reference (optional) 3x6 ° 2x4 I 13x10 • = ` . 2x4 11 5-9-0 9-9-0 13-8-10 - - 5-9-6 3-11-10 ` 3-11-10 Plate Offsets (X,Y): (2:0-0-7,0-1-81 3x6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.52 Vert(LL)' 0.09 + 8-9 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.30 8-9 >751 180 ; ' BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.10 6 n/a • n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BCDL 15.0 Code IBC2009ITP12007 (Matrix) will fit between the bottom chord and any other members. - Weight: 76 Ib FT = 20% LUMBER . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) BRACING TOP CHORD 2x4 DF No. 1&Btr G �OQRpFESS/04, N IO TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins. ' BOT CHORD 2x4 DF No.1 &Btr G CIO BOT CHORD Rigid ceiling directly applied or 8-0-2 oc bracing. • WEBS 2x4 DF Stud/Std G 76428 z m MiTek recommends that Stabilizers and required cross bracing 1 � EXP.12/31l2016 * be installed during truss erection, in accordance with Stabilizer Civil. ��Q' �rFOFCAUF�� r Installation guide, REACTIONS (Ib/size) 6=1082/0-5-8 (min. 0-1-8), 2=1196/0-5-8 (min. 0-1-8) . - • Max Horz 2=76(LC 3) " Max Uplift 6=-336(LC 6), 2=-436(LC 5) FORCES (lb) -Max. Comp./Max. Ten:- All forces 250 (lb) or less except when shown. , TOP CHORD 2-3=2605/750, 3-4=1864/559, 4-5=1866/553, 5-6=-2613/779 ` ' BOT CHORD 2-10=-703/2407, 9-10=-703/2407, 9-11=-703/2407, 8-11=703/2407, 8-12=-677/2433, 7-12=-677/2433, 7-13=-677/2433, 6-13=-677/2433 F WEBS 4-8=187/747, 5-8=-796/345, 5-7=0/268, 3-8=-768/318, 3-9=0/264 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 f 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ry 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - ' 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=336,2=436. • • I 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along _ the Bottom Chord, nonconcurrent with any other live loads. �OQRpFESS/04, N IO ' 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \QT F,p 2C f CIO LOAD CASE(S) Standard 76428 z m �� 0 1 � EXP.12/31l2016 * ' Civil. ��Q' �rFOFCAUF�� r May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/15/2015 BEFORE USE. Design valid for use only vdth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 responsibility 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 r Job Truss Truss Type Oty Ply SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 R44473996 VELAROE-TRE R7 Jack -Open Truss 3 1 Vert(TL) -0.05 5-6 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 5 n/a n/a Job Reference (optional) r—nn baloralln, Tuma, / oajoD Vous sep Z/ Zu1Z M I I eK Inousines, Inc. Wea May 13 1Z:uo:uu Zulo rage 1 ID: P 1 nwSwTZugU97FfitGG 18GzEY12-JYMLOD3LILYgoyeZAd 1 J? W8duv3tz3SYNOFjl?zGuRb -1-0-0 4-0-0 8-" 1-0-0 4-0-0 4-0-0 2x4 = 5 3x4 = Scale = 1:17.3 Ig N 4-0-0 4A-0 Plate Offsets (X,Y): 12:0-2-0,0.0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.01 5-6 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.05 5-6 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 5 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 31 to FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. ' BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=137/Mechanical, 2=557/0.5-8 (min. 0-1-8), 5=294/Mechanical ' Max Horz 2=167(LC 3) Max Uplift 4=-89(LC 3), 2=236(LC 3), 5=-83(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=820/192 ' BOT CHORD 2-7=289/729, 6-7=-289/729, 6-8=-289/729, 5-8=289/729 WEBS 3-5=767/304 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. ' 6) Refer to girder(s) for truss to truss connections. - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except (jt -Ib) 2=236. ESS/OM B) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, live Q¢pF �Q N' q� O ' nonconcurrent with any other loads. 9) "Semi-rigid including heels" Member fixity ` fl pitchbreaks end model was used in the analysis and design of this truss. ����,\ LOAD CASE(S) Standard 15 7F>42$ z m o * � EXE 32,(31/2015 OF May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/1015 BEFORE USE. Design valid for use only with ANTek connectors. This design is based only upon parameters shown, and is for on individual building component. ®�• Applicability of design parameters 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 fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d ' PLATES GRIP R44473997 VELAROE-TRE RIA Jack -Open Truss 3 1. Lumber Increase 1.15 BC 0.17 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 ' + Rep Stress Incr YES Job Reference (optional) ro—n—uraim, Tuma, roc 0000a r.sou s aep z, zuiz mi i ex inausmes, mc, vvea may iu lz:vu:uu zui o rage 1 I D: P1 nwSwTZugU97FfitGG 18GzEY12-JYMLOD3LILYgoyeZAd 1 J?W8dwv3tz3LYNOFjl?zGURb 4-0-0 7-11-8 4-M 3-11-8 3x4 = Scale = 1:17.0 A N T ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIJ-7473 rev. 02/10/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is far an individual building component. �• Applicability of design parameters 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 Mirek• 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. OSB -89 and BCSI Building Component 7777 Greenback Lane Solely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. - Suite 109 - 4-0-0 7-11-8 4-0-0 - 3-11-8• ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d ' PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.01 5 >999 240 MT20 220/195 :' TCDL 22.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 ' + Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 4 n/a n/a BCDL 15.0 t Code IBC2009/TP12007 (Matrix) Weight: 29 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. , BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer illation e REACTIONS (Ib/size) 1=439/0-5-8 (min. 0-1-8), 3=131/Mechanical, 4=305/Mechanical ' Max Harz 1=153(LC 3) + Max Uplift 1=-132(LC 3), 3=-84(LC 3), 4=-95(LC 3) r FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=833/219 BOT CHORD 1-6=319/758, 5-6=-319/758, 5-7=-319/758, 4-7=319/758 ' ' , ^ WEBS 2-4=799/336 1 NOTES ;r 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other.members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=1b) 1=132. " 8),This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along ESS/ONS the Bottom Chord, nonconcurrent with any other live loads. "Semi-rigid end N ID ' 9) pitchbreaks including heels" Member fixity model was used in the analysis and design of this truss. �OQRQF OI L� 2 LOAD CASE(S) Standard c co - LU �, 76428 z m rr EXP. 12/31/2016 m CMI. T FOF CALF May 13,2015 - ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIJ-7473 rev. 02/10/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is far an individual building component. �• Applicability of design parameters 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 Mirek• 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. OSB -89 and BCSI Building Component 7777 Greenback Lane Solely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. - Suite 109 Job Truss Truss Type Qty Ply in (loc) Udell L/d TCLL 20.0 Plates Increase R44473998 VELAROE-TRE R2 JACK -OPEN TRUSS 4 1 240 TCDL 22.0 Lumber Increase 1.15 BC 0.31 Vert(TL) Job Reference (optional) cox nn Gamrann, Yuma, A4 WOW) t.3bu s Sep z/ 2D1z Milek mdustnes, Inc. Wed May 13 12:08:01 2015 Page 1 ID:P1nwSwTZugU97FfilGG18GzEY12-nkvjcY4zWegXQ5DIkKYYYkhjUINsia2hb2 GHRzGuRa -1-0-0 5-11-11 • 1-0-0 5-11-11 0 2x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d TCLL 20.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.05 2-4 >999 240 TCDL 22.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.19 2-4 >351 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IBC2009/TP12007 (Matrix) . 9rFOFCAUFO��\P May 13,2015 LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD ' BOT CHORD 2x4 DF No.18Btr G BOT CHORD REACTIONS (Ib/size) 3=227/Mechanical, 2=443/0-5-8 (min. 0-1-8), 4=85/Mechanical Max Horz 2=130(LC 3) Max Uplift 3=-151(LC 3), 2=-202(LC 3) Max Grav 3=227(LC 1), 2=443(LC 1), 4=142(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.6 PLATES GRIP MT20 220/195 Weight: 18 Ib FT = 20% Structural wood sheathing directly applied or 5-11-11 oc purlins 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. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 3=151,2=202. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. gOFES$/���` LOADCASE(S) Standard OQ 1N10 G) � z 76428 z m EXP. 12/31/2 6 . 9rFOFCAUFO��\P May 13,2015 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev. 02MM015 BEFORE USE. Design valid for use only with MLTek connectors. This design is based only upon parameters shovm, and is for an individual building component. �• Applicability of design parameters 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 Mire k' 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 Crfteda, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street- Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply • 71nh R44473999 VELARDE-TRE R2A Jack -Open Truss 4 Reference (optional) Foxworth Galbraith, Yuma, AZ 65365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:01 2015 Page 1 I D: P t nwSwTZugU97FfitGG 18GzEY12-nkvjcY4zWegXQ5DIkKYYYkhiel Nsia2hb2_GHRzGuRa - 5-11-11 , - - 5-11-11' - _ Scale = 1:13.6 • 1 ♦ 3.50 12 2 � P ' • 1 N N 4 .1 - 3 r - 2x4 = ' ,• - - ' • 5.11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.05 1-3 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.19 1-3 >351 _ 180 BCLL 0.0 Rep Stress Incr YES _ WB 0.00 Horz(TL) -0.00 2 n/a n/a ' BCDL 15.0 Code IBC2009/TPI2007 (Matrix), t Weight: 17 Ib FT = 20% Job Truss Truss Type Qty Ply • 71nh R44473999 VELARDE-TRE R2A Jack -Open Truss 4 Reference (optional) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. ' BOT CHORD 2x4 DF No. 1&Btr G . • 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 st o e REACTIONS (Ib/size) 1=324/0-5-8 (min._ 0-1-8), 2=239/Mechanical, 3=85/Mechanical + • Max Horz 1=117(LC 3) Max Uplift 1=-96(LC 3), 2=162(LC 3) , Max Grav 1=324(LC 1), 2=239(LC 1), 3=142(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. • " ' NOTES - Wind: nd: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable r 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. 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 between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 4 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) d; ' 2=162. 7) This truss has been designed for a moving concentrated load of 25.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard OQ�OFESS/ON�I . i NIO yF FyG' - C-3 _C31�2 Z w 76428 z • v � * EXP. 12/31/20115 CIVIL ' �rFOF CAL�F�4 May 13,2015 ' AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM11-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component... �• Applicability of design parameters and proper incorporation of component k 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication. quality control, storage, delivery• erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI 8uilding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply k - r 844474000 VELARDE-TRE . R3 Jack -Open Truss 6 1 ' Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 - �� - - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:02 2015 Page 1 ' I D:P 1 nwSwTZugU97FfilGG 18GzEY12-FwT5pu5bHyoO2FoyH23n4xEzOim3R l lrgikgptzGuRZ i •1-0-0 3-11-11 - 1-0-0 3-11-11 ' - ' • S - � r ~ , ` 3.50 12 'Scale = 1:10.8 3 ' 5 4 2x4 — ♦ y • ± r • ' 3-11-11 • - 3-11-11 � LOADING (psf) SPACING 2-0-0 CSI t DEFL in floc) I/defl L/d • PLATES GRIP TCLL 20.0 Plates Increase 1.15 ti TC 0.17 Vert(LL) -0.01 2-4 >999 240 MT20 r 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.04 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a ' BCDL 15.0 Code IBC2009fTP12007 (Matrix) Weight: 13 Ib FT = 20% LUMBER r BRACING 01 TOP CHORD 2x4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - r 1 MiTek recommends that Stabilizers and required cross bracing ' be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=136/Mechanical, 2=335/0-5-8 (min. 0-1-8), 4=55/Mechanical + , Max Horz 2=94(LC 3) Max Uplift 3=-90(LC 3), 2=-173(LC 3) 1 Max Grav 3=136(LC 1), 2=335(LC 1), 4=92(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. x ~ fNOTES q 1) Wind: ASCE 7-05; 1lOmph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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 3-6-0tallby 2-0-0 wide i will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) ' This truss 7) This truss has been designed for a moving concentrated load of 25.6Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. E S101V LOAD CASE(S) Standard , x ��PR°F ° Fac 1 AQ tiF - CO �Py ti �, 76428 z m LU N T 1 � EXP.12/3112016 * l T�TF0 CAt + May 13,2015 Job ► Truss Truss Type Qty " '• 844474001 VELARDE-TRE R3A , Jack-0pen Truss 2 ,. 1 Job Reference (optional) FoxwoAh Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:02 2015 Page 1 ' I D:P 1 nwSwTZugU97FfitGG 18GzEY12-FwT5pu5bHyoO2FoyH23n4xEyeim3R 1lrgikgptzGuRZ 3-11-11 - -_ - 3-11-11 l ' r . 1i 3.50 12 • • .� Scale = 1:70.8 2 s' r ' 4 3 t 2x4 - • ~may 4 3-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.01 1-3 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.04 1-3 >999 180 BCLL 0.0 .' Rep Stress Incr YES WB r 0.00, Horz(TL) -0.00 2 n/a n/a ' BCDL 15.0 Code IBC2009/TPI2007 (Matrix) , Weight: 11 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G t TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G 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 e REACTIONS (Ib/size). 1=210/0-5-8 (min. 0-1-8),2=155/Mechanical, 3=55/Mechanical Max Horz 1=81(LC 3) • Max Uplift 1=-61(LC 3), 2=107(LC 3) Max Grav 1=210(LC 1), 2=155(LC 1), 3=92(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. • ' aNOTES 1) Wind: ASCE 7-05; 110mph (3-second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except at=lb) 2=107. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along t the Bottom Chord, nonconcurrent with any other live loads. , 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9?OT ESS S/au LOAD CASE(S) Standard l l 1 G a, -C:) ' LU 7$428 z m EXP. 12/31/2016 , • • �� CIVIL �FOFCAUF May 13,2015 Ply " '• 844474001 VELARDE-TRE R3A , Jack-0pen Truss 2 ,. Job Truss Truss Type Qty Ply (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 R44474002 VELARDE-TRE R4 Jack -Open Truss 6 1 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.03 Vert(TL) . -0.00 Job Reference (optional) ro—unn balonum, Yuma, H oa4" 0 /_iou 5 bep L / LUl L MI I eK mausmes, Inc. Wea May 1:5 1 C:ub:u3 LUl S rage 1 ID:P1nwSwTZugU97FfitGG18GzEY12-j71TOE5D2GwFfPN8daOd9m9k67kAUY 3MTNMKzGuRY -1-0-0 1-11-11 tA-0 1-11-11 5 2X4 — Scale: 15'=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.03 Vert(TL) . -0.00 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 7 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G ' BOT CHORD 2x4 DF No.1 &Btr G REACTIONS (Ib/size) 2=222/0-5-8 (min. 0-1-8), 3=57/Mechanical, 6=33/Mechanical Max Horz 2=59(LC 3) Max Uplift 2=-134(LC 3), 3=-38(LC 3) Max Grav 2=222(LC 1), 3=57(LC 1), 6=58(LC 10) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. 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, NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=lb) 2=134. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard OQ?,OFESS/ON�I 01 N 10 `o `0 �2 2 7642$ rn LU v � * EXR 12/31/2016 sX CIVn. _1rFOFCAL Fob May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lubrication, quality control, storage, delivery. erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Wed 13 Y 2015 Page 1 Inc. May 1206:03 ID:P1nwSwTZugU97FfitGG18GzEY12-j71TOE5D2GWFfPN8riaOd9mA?67hAUY 3MTNMKzGuRY y 1-11-11 3.50 t 2 2 3 1 ' 1 • ` ' •, ` - 4 2x4 = . 1-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft; Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1-4 >999' ' 180 ' BCLL 0.0 Rep Stress Incr YES WB . 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 6 Ib FT = 20% LUMBER , BRACING - ` r TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. ' BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. r . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS :(Ib/size) 1=105/0.5-8 (min. 0-1-8), 4=29/Mechanical, 2=84/Mechanical ' Max Horz 1=46(LC 3) Max Uplift 1=-27(LC 3), 2=-62(LC 3) ; Max Grav 1=105(LC 1), 4=54(LC 11), 2=84(LC 1) FORCES (lb) - Max. Comp./Max. Ten. -*All forces 250 (lb) or less except when shown. - s ' r NOTES ! 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. • This truss has been designed for a live load of 20.Opsf on the bottom chord in all 3) areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along ' the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard Q�QFESS/O4v �2 Z ` Vo 76428 w z m O: Q X EXP. 12/31/2 6� * P r �rFOFCAt�F���\. May 13,2015 Truss Truss Type " Ply " IQ'y 844474003 VELARDE-TRE R4A Jack -Open Truss 2 1 ' e Job Reference (optional) ' a Job Truss Truss Type Oty Ply � R44474004 VELARDE-TRE � RA -GT HIP TRUSS 1 :• 1 - � Job Reference o tional Foxworth Galbraith, Yuma, AZ 85365 r 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:04 2015 Page 1 ID:P1nwSwTZugU97FfitGG18GzEY12-BJbrEa6rpZ26HZyKPSSFAMJ9xWGbvmk8HODxumzGuRX 46-5 7-11-8 11-0-8 14-11-11 19-6-0 20Fi-0 1-0-0 4$-5 3-5-3 r 3-7-0 3-5-3 4-6-5 r 1-0-0 • • t 1 Scale = 1:35.3 t i... ' ~ 10x10 , - .. 4x12 = - K a 3.50 12 4 13 5 - 3x4 3x4 , _ 3 6 c4 2 7 8 lm d 1 • _ t4 12 t - 15 11 16 10 17 9 18 , 6x12 = , 2x4 II - 7x8 = 7x8 = 2x4 II 6x12 = � � 1 4-6-5 7-11.8 11b-8 14-11-11 - 19.6-0 4�i-5 - 3-5-3 3-7-0 4.6-5 Plate Offsets (X,Y): [2:0-1-11,Edge1. 14:0.5-0,0-2-41: 15:0-6-0.0-1-131, [7:0-1-11,Edael. 110:0-4-0,0-4-121. [11:0-3-9,0-4-121 • LOADING (psf) SPACING 2-O.0 CSI DEFL in (loc) 'Udefl Ud PLATES GRIP TCLL _ 20.0. Plates Increase 1.15 TC 0.80 Vert(LL) . 0.26 10-11 >877 240 MT20 220/195 TCDL 22.0 Lumber Increase ' .1.15 BC 0.82 Vert(TL) -0.76 10-11 >299 180 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.16 .7 n/a n/a BCDL 15.0 Code IBC2009rTP12007 (Matrix) 1 Weight: 96 Ib FT = 20% LUMBER - BRACING ' r TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-4 oc purlins. ' BOT CHORD 2x6 DF SS G M BOT CHORD Rigid ceiling directly applied or 5-4-4 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=2646/0-5-8 (min. 0-2-13), 7=2654/0-5-8 (min. 0-2-13) ' Max Horz 2=-63(LC 4) ' Max Uplift 2=-1057(LC 3), 7=-1061(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. SOP CHORD 2-3=7127/2675, 3-4=-7070/2734, 413=-6880/2691, 5-13=-6880/2691, 5-6=-7094/2742, 6-7=7155/2690 BOT CHORD 2-14=-2533/6722, 12-14=-2533/6722, 12-15=-2533/6722, 11-15=-2533/6722, i 11-16=-2579/6857, 10-16=-2579/6857, 10-17=-2484/6748, 9-17=-2484/6748, ' 9-18=-2484/6748,7-18=-2484/6748 r ' WEBS 3-11=-191/251, 411=-571/1591, 5-10=-561/1605 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3-second gust);•TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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 3) Provide adequate drainage to prevent water ponding. ' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ` will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection truss to bearing 100 O4goFESS/o4,, N �o ' (by others) of plate capable of withstanding Ib uplift at joint(s) except Qt=1b)\Q� 2=1057,7=1061.2C t, F 8) This truss has been designed for a moving concentrated load of 25.OIb dead located at all mid and at all along � �� panels panel points the Bottom Chord, •9 y '76428 nonconcurrent with any other live loads. "Semi-rigid ) M 9) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LU Z m 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 47 Ib down and 69 Ib up at Q rn 7-11-8, and 47 Ib down and 69 Ib up at 10-0.0, and 47 Ib down and 69 Ib up at 11-6-8 on top chord, and 1250 Ib down and 507 Ib EXP.12I31/2016 up at 8-0-0, and 275 Ib down and 104 Ib up at 10-0-0, and 1250 Ib down and 507 Ib up at 11-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. j 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,'9 C1V1t TF®FCAL1k ' LOAD CASE(S) Standard May 13,2015 Job Truss Truss Type Oty Ply � R44474004 VELARDE-TRE � RA -GT HIP TRUSS 1 :• 1 - � Job Reference o tional 1 Foxvmrth Galbraith, Yuma, AZ 85365 - LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) Vert: 1-4=84, 4-5=-84, 5-8=-84, 2-7=-30 , Concentrated Loads (lb). Vert: 4=-47(F) 5=47(F) 11=-1250(F) 10=1250(F) 13=-47(F) 16=-275(F) 1 i 1 1 i 1 1 1 1 1 1 1 Job Truss Truss Type Qty Ply R44474004 VELARDE-TRE RA -GT HIP TRUSS 1 1 Job Reference (optional) r:sou s sep z I zulz Mi i eK mausines, mc. wea may 1.s iz:ub:uo zul o rage z I D: P1 nwSwTZugU97FfitGG 18GzEY12-gV9ERw7TatAzvjXXzAcUiasKhwcgeD_HWgyUQCzGuR W ®WARNING - Verify deli n parameters and READ NOTES ON THIS AND INCLUDED MITEK R F rY g p E FRANCE PAGE Mil -7473 rev. OL18/Y018 BEFORE USE. Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters 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 , fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss , Truss Type Qty Ply WEBS 2-8=679/321, 3-8=-19/548, 3-7=1711/732 LOADING (psf) SPACING 2-0-0 CSI 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.Spsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable 844474005 VELARDE-TRE RA -HIP Diagonal Hip Girder - 1 1 Vert(LL) 0.07 8-9 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 , Job Reference (optional) nn oamrai uma, nc °aow + r.aou s bep z r zui z mi i en inausmes, Inc. vveo may ii lz:uo:ub zulo rage 1 I D:P1 nwSwTZugU97FfitGG 18GzEYl2-8iidG86LBlp Wt6j Wt7jFnObTJ2ONiEQIKi 1 yfzGu RV r 4-1-5 7-6-6 11-3-0 4-1-5 - 3-5-1 . 3-8-10 V %y 41elf 1:18.5 4 5 �I 3x6 = ' • + 1 s 5 ' 415 10 6 5x8 = TOP CHORD 1-10--2344/933, 2-10--2298/933, 2-11--1655/669, 3 11-1601;651 BOT CHORD 1-13=-948/2236, 13-14=-948/2236, 9-14=948/2236, 9-15=-948/2236, 8-15=-948/2236, . 8-16=-645/1585,16-17=-645/1585, 7-17=645/1585 WEBS 2-8=679/321, 3-8=-19/548, 3-7=1711/732 LOADING (psf) SPACING 2-0-0 CSI 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.Spsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.42 Vert(LL) 0.07 8-9 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.44 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) Vert(TL) -0.18 8-9 >707 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 `QT y F Horz(TL) 0.05 7 n/a n/a 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 Ib down and 47 Ib up at 2-9-8, ' BCDL 15.0 Code IBC2009(fP12007 (Matrix) at 8-5-6, and 155 Ib down and 147 Ib up at 8-5-6 on top chord, and 24 Ib down and 2 Ib up at 2-9-8, 24 Ib down and 2 Ib up at Q M _ Weight: 47 Ib FT = 20% LUMBER, - ` . BRACING TOP CHORD 2x4 OF No.1 &Btr G CIVI11- TgTF TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, BOT CHORD 2x4 DF No.1&Btr G i except end verticals. WEBS , 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-10-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=802/0-7-7 (min. 0-1-8), 7=1044/Mechanical i ' Max Horz 1=1I57(LC 4) Max Uplift 1=-320(LC 3), 7=-432(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. •• 1 TOP CHORD 1-10--2344/933, 2-10--2298/933, 2-11--1655/669, 3 11-1601;651 BOT CHORD 1-13=-948/2236, 13-14=-948/2236, 9-14=948/2236, 9-15=-948/2236, 8-15=-948/2236, . 8-16=-645/1585,16-17=-645/1585, 7-17=645/1585 WEBS 2-8=679/321, 3-8=-19/548, 3-7=1711/732 ; NOTES i 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.Spsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable ` y 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. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) .1=320.7=432. 7) This truss has been designed for a moving concentrated load of 25.OIb dead located at all mid panels and at all panel points along the Bottom Chord, live loads. QROFESS/pN�l N IO ' nonconcurrent with any other 8) "Semi-rigid including heels" Member fixity in the `QT y F pitchbreaks end model was used analysis and design of this truss. 'p2 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 Ib down and 47 Ib up at 2-9-8, _CO y 4 Ib down and 47 Ib up at 2-9-8, 71 Ib down and 91 Ib up at 5-7-7, 71 Ib down and 91 Ib up at 5-7-7, and 155 Ib down and 147 Ib up L� 76428 y R1 at 8-5-6, and 155 Ib down and 147 Ib up at 8-5-6 on top chord, and 24 Ib down and 2 Ib up at 2-9-8, 24 Ib down and 2 Ib up at Q M 2-9-8, 50 Ib down at 5-7-7, 50 Ib down at 5-7-7, and 92 Ib down at -8-5-6, and 92 Ib down at 8-5-6 on bottom chord. The Q ' design/selection of such connection device(s) is the responsibility of others.EXP. 12/31/201{ 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard CIVI11- TgTF 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) OF CAL\ Vert: 1-4=84, 4-5=-44, 1-6=-30 h' May 13,2015 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/18/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. + �• Applicability of design parameters 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek*- it, brication. quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 D f Job - Truss Truss Type Qty Ply • _ 844474005' VELARDE-TRE ' RA -HIP Diagonal Hip Girder - 1 1 , ' 41 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:06 2015 Page 2 " I D:P 1 nwSwTZugU97FfitGG 18GzEY12-8ijcfG86L81p Wt6j Wt7jFnObTJ20NiEQIKi 1 yfzGuRV LOAD CASE(S) Standard Concentrated Loads (lb) ` ' Vert: 10= -1(F= -0„B=-0) 11=-141(F=-71, B=-71) 12--309(F=-155, 8=-155) 14=3(F=1, 8=1) 15=-50(F=-25, B=25) 16=-110(F=-55, B=-55) - I i r ' + a Y r 41 f 1 f• i i Y � _. r � ,� � t y 4 • 1 r Job Truss Truss Type , Qty Ply Ud Plates Increase 1.15 TCDL 22.0 9-10 Lumber Increase R44474006 VELARDE-TRE R -GT Hip Truss 1 1 180 Code IBC20091TPI2007 LUMBER 0.16 6 TOP CHORD 2x4 DF No.1&Btr G Job Reference (optional) r—th G—rann, rums, r1c Scow - 7.350 s Sep 27 2W2 MiTek ex indusmes, mc. wed May i3 12:05:07 2015 rage 1 ID:P1nwSwTZugU97FfitGGIBGzEYl2-cuH sc8k6UQg8Ohv4bfyn?xeJjIC66Ka_RbV5zGuRU 41-9 8-M116-0 14-11-7 19.6-0 201-0 41-9 '" 3.5-7 L3 6 0 3-5-7 41-9 1-0-0 r Scale = 1:33.6 7x16 MIBSHS % r - r 4x12 = 3.50 12 3 12 4 .. 6x12 = 2x4 II `) 7x8 = 7x8 = 2x4 II 6x12 = i 41-9 8-M 111-0 14-11-7 19-M LOADING (psf) DEFL SPACING 2-0-0 TCLL 20.0 Ud Plates Increase 1.15 TCDL 22.0 9-10 Lumber Increase 1.15 ' BCLL 0.0 Vert(TL) Rep Stress Incr NO BCDL 15.0 180 Code IBC20091TPI2007 LUMBER 0.16 6 TOP CHORD 2x4 DF No.1&Btr G n/a BOT CHORD 2x6 DF SS G WEBS 2x4 DF Stud/Std G CSI DEFL in (loc) I/deft Ud TC 0.92 Vert(LL) 0.26 9-10 >866 240 BC 0.83 Vert(TL) -0.77 9-10 >297 180 WB 0.72 Horz(TL) 0.16 6 n/a n/a (Matrix) BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ' REACTIONS (Ib/size) 1=2549/0-5-8 (min. 0-2-12),6=2665/0-5-8 (min. 0-2-13) Max Horz 1=-71(LC 4) Max Uplift 1=-970(LC 3), 6=-1067(LC 4) " FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • 1-2=7219/2757, 2-3=-7124/2787, 3-12=-6907/2709, 4-12=-6907/2709, 4-5=-7123/27.62, 5-6=7191/271 1 BOT CHORD 1-13=-2615/6814, 11-13=-2615/6814, 11-14=2615/6814, 10-14=-2615/6814, 10 -15=-2630/6909,9-15=-2630/6909,9-16=-2504/6783,8-16=-2504/6783, 8-17=-2504/6783,6-17=-2504/6783! WEBS 3-10=-604/1624, 4-9=-562/1606 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 7) A plate rating reduction of 20% has been applied for the green lumber members. ' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (lt=lb) 1=970.6=1067. 9) This truss has been designed for a moving concentrated load of 25.O1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ' 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 Ib down and 73 Ib up at 8-0-0, and 53 Ib down and 73 Ib up at 10-0-0, and 53 Ib down and 73 Ib up at 11-6-0 on top chord, and 1278 Ib down and 535 Ib up at 8-0-0, and 264 Ib down and 93 Ib up at 10-0-0, and 1238 Ib down and 495 to up at 11-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ' 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard r 'I • �a VgOFESS/0NF coct����OSNIO c ) LU 76428 v EXP. 12/31/2016 �FOF WARNING • Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 02116/2015 BEFORE USE. Design valid for use only with m7ek connectors. This design is based only upon parameters shown, and is for an individual building component. , �• Applicability of design parameters 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 responsibillify 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/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312: Alexandrio. VA 22314. Suite 109 May 13,2015 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 95 Ib j FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ' REACTIONS (Ib/size) 1=2549/0-5-8 (min. 0-2-12),6=2665/0-5-8 (min. 0-2-13) Max Horz 1=-71(LC 4) Max Uplift 1=-970(LC 3), 6=-1067(LC 4) " FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD • 1-2=7219/2757, 2-3=-7124/2787, 3-12=-6907/2709, 4-12=-6907/2709, 4-5=-7123/27.62, 5-6=7191/271 1 BOT CHORD 1-13=-2615/6814, 11-13=-2615/6814, 11-14=2615/6814, 10-14=-2615/6814, 10 -15=-2630/6909,9-15=-2630/6909,9-16=-2504/6783,8-16=-2504/6783, 8-17=-2504/6783,6-17=-2504/6783! WEBS 3-10=-604/1624, 4-9=-562/1606 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 7) A plate rating reduction of 20% has been applied for the green lumber members. ' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (lt=lb) 1=970.6=1067. 9) This truss has been designed for a moving concentrated load of 25.O1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ' 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 Ib down and 73 Ib up at 8-0-0, and 53 Ib down and 73 Ib up at 10-0-0, and 53 Ib down and 73 Ib up at 11-6-0 on top chord, and 1278 Ib down and 535 Ib up at 8-0-0, and 264 Ib down and 93 Ib up at 10-0-0, and 1238 Ib down and 495 to up at 11-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ' 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard r 'I • �a VgOFESS/0NF coct����OSNIO c ) LU 76428 v EXP. 12/31/2016 �FOF WARNING • Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 02116/2015 BEFORE USE. Design valid for use only with m7ek connectors. This design is based only upon parameters shown, and is for an individual building component. , �• Applicability of design parameters 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 responsibillify 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/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312: Alexandrio. VA 22314. Suite 109 May 13,2015 I Foxworth Galbraith, Yuma. AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:07 2015 Page 2 . ID:P1nwSwTZugU97FfitGG18GzEY12-cuH sc8k6UQ980hv4bfyn?xeJjIC66Ka_RbV5zGuRU LOAD CASE(S) Standard r" 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) • - ' • • , Vert: 1-3=84, 3-4=-84, 4-7=-84, 1-6=-30f ? Concentrated Loads (lb) Vert: 3=-53(F) 4=53(F)10---1278(F) 9=-1238(F) 12=-53(F) 15=-264(F) A 4 a � d i � a ii i , Job r Truss � Truss Type ' Qty Ply. ' � 844474006 VELARDE-TRE R•GT � Hip Truss 1 71j, b Reference o tional I Foxworth Galbraith, Yuma. AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:07 2015 Page 2 . ID:P1nwSwTZugU97FfitGG18GzEY12-cuH sc8k6UQ980hv4bfyn?xeJjIC66Ka_RbV5zGuRU LOAD CASE(S) Standard r" 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ' Uniform Loads (plf) • - ' • • , Vert: 1-3=84, 3-4=-84, 4-7=-84, 1-6=-30f ? Concentrated Loads (lb) Vert: 3=-53(F) 4=53(F)10---1278(F) 9=-1238(F) 12=-53(F) 15=-264(F) A 4 a � d i � a ii i , Job r Truss � Truss Type ' Qty Ply. ' � 844474006 VELARDE-TRE R•GT � Hip Truss 1 71j, Job Truss Truss Type Qty Ply SPACING 2-0-0 CSI DEFL in (loc) I/def] Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 R44474007 VELARDE-TRE R -HIP Diagonal Hip Girder 3 1 Vert(TL) -0.16 9-10 >776 180 BCLL 0.0 Rep Stress Incr NO WE 0.48 Horz(TL) 0.04 8 n/a n/a Job Reference (optional) oxwbrth Galbraith, Yuma, AZ 85365 7.350 'Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:08 2015 Page 1 ID:P 1 nwSwTZugU97FfitGG 18GzEY12-44gM4y9MtoYXmAG6elABKCTxw7k6rdGjCeB81 XzGuRT -1-5-0 4-1-13 7-6-10 11-3-0 1-5-0 4-1-13 34-13 3-8-0 Scale = 1:20.5 3x4 11 5 6 3x10 = cxv n sx4 — = 7 3x6 4-1-13 34-13 3.8-6 ' Plate Offsets (X,Y): (2:0-0-0,0-0-131 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.42 Vert(LL) 0.05 9-10 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.16 9-10 >776 180 BCLL 0.0 Rep Stress Incr NO WE 0.48 Horz(TL) 0.04 8 n/a n/a BCDL 15.0 Code IBC20091TPI2007 (Matrix) Weight: 49 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Sir G TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, BOT CHORD 2x4 DF No.1 &BIT G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 7-11-3 oc bracing. MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ' REACTIONS (Ib/size) 8=1004/Mechanical, 2=906/0-7-12 (min. 0-1-8) Max Horz 2=161(LC 4) Max Uplift 8=-393(LC 5), 2=-406(LC 3) FORCES (]b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-2078/675,3-11=-2035/678.3-12=-1551/579,4-12=1484/567 BOT CHORD 2-14=-719/1969, 14-15=-719/1969, 10-15=-719/1969,10-16=-719/1969, 9-16=719/1969, 9-17=-577/1496, 17-18=-577/1496, 8-18=577/1496 WEBS 3-9=497/149, 4-9=0/522, 4-8=-1612/640 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder($) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ]b uplift at joint(s) except Qt=1b) RQF ESS/0 ' 8histr 2=406. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along ��Q` ZNI L�l� ` Q 0 '7 2C the Bottom Chord, nonconcurrent with any other live loads. �� � 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. CO CoP Z 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 Ib down and 27 Ib up at 0_ 0 7642$ 2-10-3. 13 Ib down and 27 Ib up at 2-10-3, 52 Ib down and 75 Ib up at 5-8-2, 52 Ib down and 75 Ib up at 5-8-2, and 155 Ib down LU Z M and 147 Ib up at 8-6-2, and 155 Ib down and 147 Ib up at 8-6-2 on top chord, and 28 Ib down at 2-10 3, 28 Ib down at 2-10 3, 50 4 Q ' Ib down at 5-8-2, 50 Ib down at 5-8-2, and 92 Ib down at 8-6-2, and 92 Ib down at 8-6-2 on bottom chord. The design/selection of EXP. 12/31/2016 such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). U(L LOADCASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 �r�OF�A\ \ May 13,2015 WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 110I1.7473 rev. 0 7/1 6 2 01 5 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 parameters 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 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandra. VA 22314. Suite 109 r.Hr— H,inhf., CA AS7 Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13.12:06:08 2015 Page 2 I D:P 1 nwSwTZugU97FfitGG 18GzEYI2-44gM4y9MtoYXmAG6elABKCTxw7k6rdGjCeB81 XzGuRT LOAD CASE(S) Standard Uniform Loads (plf) ' Vert: 1-5=84, 5-6=-44, 2-7=-30 Concentrated Loads (lb) Vert: 11=53(F=27, B=27) 12=-104(F=-52, B=-52) 13=309(F=155, B=-155) 15=5(F=-3, 8=3) 16=-50(F=25, B=-25) 17=-110(F=-55, B=-55) !! t +r, - r f i r . r t Job Truss Truss Type Qty Ply - .1 Job Reference (optional) - - R44474007 VELARDE-TRE R -HIP Diagonal Hip Girder 3 ' ! Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13.12:06:08 2015 Page 2 I D:P 1 nwSwTZugU97FfitGG 18GzEYI2-44gM4y9MtoYXmAG6elABKCTxw7k6rdGjCeB81 XzGuRT LOAD CASE(S) Standard Uniform Loads (plf) ' Vert: 1-5=84, 5-6=-44, 2-7=-30 Concentrated Loads (lb) Vert: 11=53(F=27, B=27) 12=-104(F=-52, B=-52) 13=309(F=155, B=-155) 15=5(F=-3, 8=3) 16=-50(F=25, B=-25) 17=-110(F=-55, B=-55) !! t +r, - r f i r . r t Job Truss Truss Type Qty Ply - .1 Job Reference (optional) Job Truss Truss Type Qty Ply 5x5 WB = • 10-0-4 14-2-0 e 20-11-4 R44474008 VELARDE-TRE - S Special Truss 2 1 LOADING (psi) SPACING 2-0_0 CSI DEFL in Job Reference (optional) ruawvrm �mu�a� ur. o�ow r.sou s aep zi zuiz mi i eK mausmes, mc. wea may t4 izva:uy zuto rage i ID:P1nwSwTZugU97FfttGG18GzEY12-YHOkHIA_e6gONKgICOhQtQO5DX7Qa6WtRlwhZzzGuRS 5-2-3 10-0-0 14.2-0 20-11-4.21-11-0 5-2-3 - 4-10-0 4-1-12 6-9-4 1-0-0 l r - Scale = 1:35.5 4x4 = +, 4 r zsn� - - R 44 II 2x4 II - 3x10 = 98 - 3x4 = 5x5 WB = - 5-2-3 10-0-4 14-2-0 e 20-11-4 ' 5-2-3. 4-10-0! 4-1-12 6-9-4 Plate Offsets (X,Y): [1:0-2-9,0-1-41,[9:0-2-8,0-0-91 LOADING (psi) SPACING 2-0_0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.04 6-8 >999 240 MT20 220/195 TCDL 22.0 ! Lumber Increase 1.15 BC 0.20 Vert(TL) -0.13 6-8 >608 180 ' BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 8 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 86 Ib FT = 20% LUMBER BRACING ri TOP CHORD 2x4 DF No. 186tr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. ' BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Stud/Std -G 2-7-14 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=646/Mechanical 8=1223/0-5-8 (min 0-1-8) 6=309/0-5-8 (min 0-1-81 Max Horz 1=-83(LC 4) Max Uplift 1=-253(LC 5), 8=-379(LC 6), 6=-21O(LC 4) Max Grav 1=646(LC 1), 8=1223(LC 1), 6=339(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1252/469.2-3=1135/484,3-4=536/236.4-5=-539/254,5-6=-75/333 BOT CHORD 1-112=441/1111119.11-12=441/11119. 11-13=-441/1119, 10-13=-441/1119 WEBS 3-10=-721/356, 5-10=-245/770, 5-8=1089/420 NOTES r 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. r 5) A plate rating reduction of 20% has been applied for the green lumber 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 100 Ib uplift at joint(s) except (jt=1b) .' 1=253,8=379,6=210, 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along " the Bottom Chord, nonconcurrent with any other live loads. , 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard , QRpFESS/0N 01 N 10 tiF�F2c 1642$ z m EXP. 12131/2016 CIV1%_ TFOFrA1_1F May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 02/18/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based any upon parameters shown. and is for an individual building component. � Applicability of design parameters 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 responsibilfity of the p 't erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - MI IT Bk• fabrication, qualify control, storage, delivery. erection and bracing. consult . ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. • Suite 109 re i Job Truss Truss Type Qty Ply M 6-7=2681/935 • 5-2-3 4 10-0-4 14-104 19-114 - 'i R44474009 VELARDE-TRE St Special Truss 4 1 LOADING (psf) SPACING 2-0-0 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable CSI DEFL in Job Reference (optional) roxwonn VamraM, rums, /+G oJJoa .. - /.JDU s aep z zuiz ml I eK Inaustnes, Inc. uvea may 13 IZ:Ua:IU ZU10 I•age 1 ID:P1nwSwTZuq-U97FfilGG18GzEYl2-OTy7UdBcPPoF?UPUIjCfPdZCZxQ2JblOgygF5QzGuRR 5-2-3 10-0-4 14-10-4 19-114 5-2_-3 - 4-10-0 - I 4-10-1 5-1-0 • :) Scale = 1:33.1 k • 4x6 = cj 1 116 " 5x5 II 2x4II 3x10 = r 5x5 = r 4x6 II ' TOP CHORD 1-2-2717/948, 2-3=2631/959, 3-4.2229/801, 4-5=-2228/802, 5-6=-2595/946, M 6-7=2681/935 5-2-3 4 10-0-4 14-104 19-114 5-2-3 - 4-10-0 4-10-1 5-1-0 - Plate Offsets (X,Y): f1:Edge,0-0-01.17:0-4-5,0-0-61.[8:0-2-8,0-3-41 ' NOTES LOADING (psf) SPACING 2-0-0 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.67 Vert(LL) 0.10 9-10 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=429,7=429.�k. BC 0.44 Vert(TL) -0.31 8-9' >764 180 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.10 7 n/a n/a W 917 BCDL 8.0 Code IBC2009/TPI2007. LOAD CASE(S) Standard (Matrix) 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Weight: 86 Ib FT = 20% LUMBER k Concentrated Loads � BRACING Vert: 4=-375 TOP CHORD 2x4 OF N0.1 &Btf G TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. BOT CHORD 2x4 DF No.1&Btr G, BOT CHORD Rigid ceiling directly applied or 7-1-11 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 OF Stud/Std -G 2-7-14, Right 2x4 OF Stud/Std -G 2-7-5 ' Ar be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=1183/Mechanical, 7=1185/0-5-8 (min. 0-1-8) Max Horz 1=70(LC 3) Max Uplift 1=-429(LC 5), 7=-429(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-2717/948, 2-3=2631/959, 3-4.2229/801, 4-5=-2228/802, 5-6=-2595/946, M 6-7=2681/935 BOT CHORD 1-11=-888/2473, 10-11=-888/2473, 10-12=-888/2473, 9-12=-888/2473, 9-13=-810/2434, 8-13=-810/2434, 8-14=-810/2434, 7-14=-810/2434 WEBS 3-9=461/259, 4-9=-86/413, 5-9=423/245 i t ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 r 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. , 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. ES$/04� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=429,7=429.�k. OQ?,QF �pTN10 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along �� P the Bottom Chord, nonconcurrent with any other live loads. "Semi-rigid 9) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. concentrated U 7642$ y 1T U Z 10) Hanger(s) or other connection device(s) shall be provided sufficient to support load(s) 375 Ib down and 152 Ib up at W 917 10-0-4 on top chord. The design/selection of suchconnectiondevice(s) is the responsibility of others. EXP, 12/31/2016 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo 7=-84, 1-7=-16 1-4=-84, J CIV(1 9�FOF k Concentrated Loads � CALF Vert: 4=-375 ( May 13,2015 AWARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev, 0211612015 BEFORE USE. t L Design valid for use only vAth MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. p Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown tl` 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. r Suite 109 Job Truss Truss Type Qty Ply ' BOT CHORD 2x4 DF No. t&Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 2-7-14, Right 20 DF R44474010 VELARDE-TRE St -DT Special Truss 1 1 Max Grav 1=1876(LC 10), 7=1876(LC 9) Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 5-2-3 4-10.0 7.350 ;Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:12 2015 Page 1 ID:P 1 nwSwTZugU97FFltGG 18GzEY12-ys4tvJCsxl3zEoZft8E7U2eU8k3YnSQJ7G9MAIzGuRP 4X6 = 4-10-1 5-1-0 Scale = 1:32.7 LX9 II JXlu — JXa — 5-2-3 10-04 14-10-4 19-11.4 5-2-3 4-10-0 4-10-1 5-1-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 22.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Code IBC2009/TPI2007 CSI TC 0.92 BC 0.56 WB 0.41 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G ' BOT CHORD 2x4 DF No. t&Btr G WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 2-7-14, Right 20 DF Stud/Std -G 2-7-5 REACTIONS (Ib/size) 1=997/Mechanical, 7=997/0-5-8 (min. 0.2-0) Max Harz 1=70(LC 12) Max Uplift 1=-1233(LC 15), 7=-1232(LC 18) Max Grav 1=1876(LC 10), 7=1876(LC 9) DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.11 9-10 >999 240 MT20 220/195 Vert(TL) -0.28 9-10 >867 180 Horz(TL) 0.08 7 n/a n/a Weight: 86 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4519/3038, 2-3=-3778/2397, 3-4=-2735/1639, 4-5=-2717/1622, 5-6=-3704/2342, 6-7=4436/2974 BOT CHORD 1-11=-2774/4144, 10-11=-1719/3092,10-12=1595/2783, 9-12=-1015/2319, 9-13=-913/2259,8-13=-1488/2718,8-14=1610/2973,7-i4=-2691/4054 WEBS 3-9=848/588, 4-9=-119/467, 5-9=-832/593 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber 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 100 Ib uplift at joint(s) except (jt=1b) 1=1233,7=1232. 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 240 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-11-4 for 240.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q�pFESS/ON iN10 y��Fyc 76428 z m v � iXR 12/31/2016 m CIVIL OF CAI. I� May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/1015 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 parameters 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 responsiblillity, 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/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite fog r.Hn,, H�i,ihf� CA q.57 Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d R44474011 VELARDE-TRE S -OT Special Truss 1 1 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.15 10-11 >999 180 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:14 2015 Page 1 I D:P1 nwSwTZugU97FfitGG 18GzEY12-vECdK?E7SeJhU5jF_ZHbaTjvYYmbFLlcbaeSFBzGuRN 5-2-3 10-041 14-2-0 20-11 A , 21-11-0 r 5-2-3 4-10-0 4-1-12 6-9.4 1-0-0 4x4 = zsnF1_,5_ Scale = 1:35.4 98 5x8 = 3x5 2x4 II 3x12 = 5x5 B = W = c, r 5-2-3 r 4-10-0 4-1.12 6-9-0 Plate Offsets (X,Y): 11:0-0-0,0-2-01.19:0-2-8,0-0-91 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.60 Vert(LL) 0.09 10-11 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.15 10-11 >999 180 �� C ) BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 8 n/a n/a Q M BCDL 8.0 Code IBC2009/TP12007 (Matrix) Weight: 86 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins. ' BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 4-0-11 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Stud/Std -G 2-7-14 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=646/Mechanical, 8=1223/0-5-8 (min. 0-1-11), 6=309/0-5-8 (min. 0-1-8) Max Horz 1=-83(LC 14) Max Uplift 1=-1208(LC 15), 8=-715(LC 18), 6=-829(LC 14) Max Grav 1=1601(LC 10), 8=1559(LC 9), 6=957(LC 26) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3779/2970, 2-3=-3039/2329, 3-4=-1857/1554, 4-5=-1324/1025, 5-6=2065/2196 BOT CHORD 1-12=-2697/3451, 11-12=-1654/2541, 11-13=1529/2091,10-13=-949/1627. 10 -14= -907/781,9 -14=-516/390,8-9=-556/430,8-15=1341/1058,6-15=-1969/2000 WEBS 3-10=-1061/696, 5-10=-728/1253, 5-8=-1427/758 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. ESS/OMS 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=1208,8=715,6=829. O91,QF 8) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along �6TN10 h, Fy Q �� C ) the Bottom Chord, nonconcurrent with any other live loads. Gj 9) This truss has been designed for a total drag load of 240 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist LU 76428 -7 {r1 drag loads along bottom chord from 0.0-0 to 20-11-4 for 240.0 plf. "Semi-rigid Q M 10) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. EXP. 12131/2 6{� LOAD CASE(S) Standard FC May 13,2015 ® WARNING - Verity design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 10111.7473 rev. OV1612015 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 parameters 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 fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteda, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:15 2015 Page 1 ID: P i nwSwTZugU97FfitGG 18GzEY12-NQm?YLFIDyRY5FISYGog6hGORyAO IflpENOndzGuRM 5-1-14 +' 10-0-0 14-2-0 17-3-12 20-11-4 21-11-0 5-1-14 4-10-5 - 4-1-12 3-1-13 Style = 1:35.5 4x6 = 3.50 12 4 . • ' 4x6 3x4 Z 5 3 i 3x4 % 3x4 2 6 1 • 7 ri ' r LZJ 8 14 13 15 . •72 16 17 • g 18 10 . 4x6 II 2x4 II '` 4x12 = 11 r 2x4 II 5x5 = a 6x8 WB = - 5-1-14 - ' 10-0-4 14-2-0 17-3-12 20-11-4 1 5-1-14 - 4-10-5 4-1-12 3-1-13 3-7-8 Plate Offsets{X,Y): [1:0-2-9,0.1-41,[11:0-2-4.0-3-01 LOADING (psf) SPACING 2-0-0 _CSI DEFL - in (loc) Udefl L/d PLATES . GRIP TCLL 20.0 Plates Increase 1.15 TC 0.85 Vert(LL) 0.04 12-13 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.10 12-13 >999 180 BCLL ' 0.0 Rep Stress Incr • NO WB 0.70 Horz(TL) 0.03' 7 n/a n/a BCDL 8.0 Code IBC20091TPI2007 (Matrix) Weight: 91 Ib FT = 20% LUMBER " BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS • 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing SLIDER left 2x4 DF Stud/Std -G 2-7-11 be installed during truss erection, in accordance with Stabilizer Installation uide. 1 REACTIONS (Ib/size) 1=690/Mechanical, 10=3108/0-5-8 (min. 0-3-5), 7=1285/0-5-8 (min. 0-1-8) Max Horz 1=-83(LC 4) Max Uplift 1=-272(LC 5), 10=-1144(LC 6), 7=-608(LC 4) e Max Grav 1=690(LC 1), 10=3108(LC 1), 7=1318(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1364/518, 2-3=1247/534, 3-4=700/303, 4-5=-853/369, 5-6=-289/980, 6-7=962/395 , BOT CHORD 1-14=-488/1223, 13-14=-488/1223, 13-15=-488/1223, 12-15=-488/1223, 12-16=-780/310, 11-16=-780/310, 10-11=-780/310, 10-17=267/717, 9-17=267/717, 9-18=267/717, 1 7-18=-267/717 ' WEBS 3-12=-657/332, 4-12=-428/188, 5-12=-547/1576, 5-10=-2460/939, 6-10=-1511/613 NOTES h ti 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-05; 110mph (3-second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. RQF ESS/0 5) A plate rating reduction of 20% has been applied for the green lumber members. ��Q `OI N I 1 6) Refer to girder(s) for truss to truss connections. " ` 0 '7 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=272,10=1144,7=608. � 93 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along (� O 7642 $ y fn the Bottom Chord, nonconcunent with any other live loads. LU Q M ' 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). EXP 1 31/2016 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ST CIV11 1 Uniform Loads Vert: 1-4I 84,1-7=-16 9�FOFCMY r• May 13,2015 1 1 r TrussTruss Tyke !ty flyR44474012 ARDE-7RE S-GT Special Truss 1 1 , Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:15 2015 Page 1 ID: P i nwSwTZugU97FfitGG 18GzEY12-NQm?YLFIDyRY5FISYGog6hGORyAO IflpENOndzGuRM 5-1-14 +' 10-0-0 14-2-0 17-3-12 20-11-4 21-11-0 5-1-14 4-10-5 - 4-1-12 3-1-13 Style = 1:35.5 4x6 = 3.50 12 4 . • ' 4x6 3x4 Z 5 3 i 3x4 % 3x4 2 6 1 • 7 ri ' r LZJ 8 14 13 15 . •72 16 17 • g 18 10 . 4x6 II 2x4 II '` 4x12 = 11 r 2x4 II 5x5 = a 6x8 WB = - 5-1-14 - ' 10-0-4 14-2-0 17-3-12 20-11-4 1 5-1-14 - 4-10-5 4-1-12 3-1-13 3-7-8 Plate Offsets{X,Y): [1:0-2-9,0.1-41,[11:0-2-4.0-3-01 LOADING (psf) SPACING 2-0-0 _CSI DEFL - in (loc) Udefl L/d PLATES . GRIP TCLL 20.0 Plates Increase 1.15 TC 0.85 Vert(LL) 0.04 12-13 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.10 12-13 >999 180 BCLL ' 0.0 Rep Stress Incr • NO WB 0.70 Horz(TL) 0.03' 7 n/a n/a BCDL 8.0 Code IBC20091TPI2007 (Matrix) Weight: 91 Ib FT = 20% LUMBER " BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS • 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing SLIDER left 2x4 DF Stud/Std -G 2-7-11 be installed during truss erection, in accordance with Stabilizer Installation uide. 1 REACTIONS (Ib/size) 1=690/Mechanical, 10=3108/0-5-8 (min. 0-3-5), 7=1285/0-5-8 (min. 0-1-8) Max Horz 1=-83(LC 4) Max Uplift 1=-272(LC 5), 10=-1144(LC 6), 7=-608(LC 4) e Max Grav 1=690(LC 1), 10=3108(LC 1), 7=1318(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1364/518, 2-3=1247/534, 3-4=700/303, 4-5=-853/369, 5-6=-289/980, 6-7=962/395 , BOT CHORD 1-14=-488/1223, 13-14=-488/1223, 13-15=-488/1223, 12-15=-488/1223, 12-16=-780/310, 11-16=-780/310, 10-11=-780/310, 10-17=267/717, 9-17=267/717, 9-18=267/717, 1 7-18=-267/717 ' WEBS 3-12=-657/332, 4-12=-428/188, 5-12=-547/1576, 5-10=-2460/939, 6-10=-1511/613 NOTES h ti 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-05; 110mph (3-second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. RQF ESS/0 5) A plate rating reduction of 20% has been applied for the green lumber members. ��Q `OI N I 1 6) Refer to girder(s) for truss to truss connections. " ` 0 '7 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=272,10=1144,7=608. � 93 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along (� O 7642 $ y fn the Bottom Chord, nonconcunent with any other live loads. LU Q M ' 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). EXP 1 31/2016 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 ST CIV11 1 Uniform Loads Vert: 1-4I 84,1-7=-16 9�FOFCMY r• May 13,2015 1 1 r TrussTruss Tyke !ty flyR44474012 ARDE-7RE S-GT Special Truss 1 1 , Job Reference (optional) ' Foxvorth Galbraith, Yuma, AZ 85365 . LOAD CASE(S) Standard Trapezoidal Loads (plf) ' Vert: 4= -309(F= -225) -to -8=-345(F=-261) a 1 1 1 Job Truss � ]Truss r.ouu s aepu cu ie mn ex inausmes, mc. uvea may is icuo:io Lula rage I D:P1 nwSwTZugU97FfitGG 18GzEY12-NQm?YLFIDyRY5FISYGog6hGORyAO IfIpENOndzGuRM ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 0211612015 BEFORE USE. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. �" Applicability of design parameters and proper incorporation of component 4 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 Mirek" 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 ANSIITP11 Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Type Qty ' 1p'YTJob R44474012 VELARDE-TRE SGT Special Truss 1 Reference (optional) ' Foxvorth Galbraith, Yuma, AZ 85365 . LOAD CASE(S) Standard Trapezoidal Loads (plf) ' Vert: 4= -309(F= -225) -to -8=-345(F=-261) a 1 1 1 Job Truss � ]Truss r.ouu s aepu cu ie mn ex inausmes, mc. uvea may is icuo:io Lula rage I D:P1 nwSwTZugU97FfitGG 18GzEY12-NQm?YLFIDyRY5FISYGog6hGORyAO IfIpENOndzGuRM ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 0211612015 BEFORE USE. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. �" Applicability of design parameters and proper incorporation of component 4 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 Mirek" 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 ANSIITP11 Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase , 1.15 TC 0.18 Vert(LL) -0.01 2-4 >999 240 844474013 VELARDE-TRE T7 Jack -Open Truss 8 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Job Reference (optional) r—nn—Draml, Tuma, r oaaoa L.Sbu s bep Zr zu12 MI I eK Inaustnes, Inc. Wea May 13 1Y116:lb 201b Pagel I D:P1 nwSwTZugU97FfitGG 18GzEY12-rdJOIhFN_FZPjPle6_J3fupMbLYpjMmv2u7ZJ3zGuRL -1-0-0 3-11-11 1-0-0 3.11-11 2x4 = Scale = 1:10.8 3-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase , 1.15 TC 0.18 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IBC2009rrPI2007 (Matrix) Weight: 13 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G 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 ide REACTIONS (Ib/size) 3=142/Mechanical, 2=304/0-3-8 (min. 0-1-8), 4=30/Mechanical Max Horz 2=94(LC 3) Max Uplift 3=-94(LC 3), 2=166(1_C 3) Max Grav 3=142(LC 1), 2=304(LC 1), 4=68(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=166. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N LOAD CASE(S) Standard �GQP�OI o,0�,9� co 'L Z 76428 z m v � EXP. 12/31/2016 * CIVIC ��rFOF CAI - May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 02H612015 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 parameters and proper incorporation of component 6 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 Mire k' 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 r IF Job Truss, Truss Type ty Ply���844474014 JO VEIARDE-TRE�T2 Jatk-Open Truss - 1 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365, .;! 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:16 2015 Pagel ' ID:P1nwSwTZugU97FfitGG18GzEY12-rdJ01hFN FZPjPte6 J3fup0ULZujMmv2u7ZJ3zGuRL i -1-0-0 1-11-11 A t _ 3 4 • ,.. - Scale: 1.5"=1' 3.50 12 1 r 7 6 i - 2x4 = 5 .. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.15 TC *0.06- Vert(LL) -0.00 2 >999 240 r MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2-6 • >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 3 n/a' n/a ' BCDL 8.0 Code IBC2009/TPI2007, (Matrix) Weight: 7 Ib FT = 20% i LUMBER BRACING TOP CHORD 2x4 OF No.1&Btf G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G 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 Installatione + REACTIONS (Ib/size) 2=208/0-3-8 (min. 0-1-8), 3=59/Mechanical, 6=18/Mechanical Max Horz 2=59(LC 3) Max Uplift 2=-132(LC 3), 3=-39(LC 3) 1 Max Grav 2=208(LC 1), 3=59(LC 1), 6=43(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' NOTES , 1) Wind: ASCE 7-05; 110mph (3-second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. - 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except at=lb) ' 2=132. e ; ' 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels andatall panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��ESSI��,g/ LOADCASE(S) Standard A �Q N 10 ' tiF FyG' 1 co -C-:) 'P2 76428 z m ' EXR 12/31/2016 F * T� CIV11 1 60F CALF May 13,2015 Job Truss Truss Type Qty Ply ' BCLL 0.0 ' BCDL 8.0 TC 0.45 Vert(LL) R44474015 VELARDE-TRE T -GT Common Truss 1 1 BC 0.60 Vert(TL) -0.19 6 >607 180 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:17 2015 Page 1 I D:P1 nwSwTZugU97FfitGG 18GzEY12-Jptmyl G?IZhGLZSgghgl B6LTD116Sei2HYs7rWzGuRK -1-0-0 4-11-8 9-11-0 10-11-0 1-0-0 4-11-8 4.11-8 1-0-0 Scale = 1:22.1 4x6 = 3.50 LOADING (psf) TCLL 20.0 TCDL 22.0 ' BCLL 0.0 ' BCDL 8.0 .1x1U II 4-11-8 9-11-0 4-11-8 4-11.8 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP Plates Increase 1.15 TC 0.45 Vert(LL) 0.08 6 >999 240 MT20 220/195 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.19 6 >607 180 Rep Stress Incr NO WB 0.72 Horz(TL) 0.04 4 n/a n/a Code IBC2009frP12007 (Matrix) Weight: 40 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x6 DF No.1 G WEBS 2x4 DF Stud/Std G REACTIONS (Ib/size) 2=1396/0-3-8 (min. 0-1-8),4=1396/0-3-8 (min. 0-1-8) Max Harz 2=-45(LC 4) Max Uplift2=-642(LC 5), 4=-642(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3420/1432, 3-4=-3420/1431 BOT CHORD 2-7=1315/3200, 6-7=-1315/3200, 6-8=-1315/3200, 4-8=-1315/3200 WEBS 3-6=673/1641 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-0-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 11Omph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=642,4=642. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 815 Ib down and 378 Ib up at 4-10-12, and 815 Ib down and 378 Ib up at 4-10-12, on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=84, 3-5=-84, 2-4=-16 Concentrated Loads (lb) Vert: 6=-1629(F=815, B=-815) QFiOF ESS/OM T N 10 �2 2 76428 z.m * 'I-' EXP.1 31/2016 sTq C)Vi'l- rFOFCAL May 13,2015 ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211612015 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 parameters 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback lane Safety Information available from Truss Plate Institute, 781 �N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.23 R44474016 VELARDE-TRE T -HIP Diagonal Hip Girder 4 1 BC 0.17 Vert(TL) -0.04 2-8 >999 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) Foxvmrth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:18 2015 Page 1 I D:P1 nwSwTZugU97FfltGG 18GzEY12-n?R8AMHdWtp6yj 11 DPLXkJuhK9C5BEyCVCcgOyzGuRJ -1.5-03-7-8 6-10-5 ' 1-5-0 ' 3-7.8 3-2-13 2x4 II 3x4 = 3x4 = Scale = 1:15.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 8 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.04 2-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.01 7 n/a n/a BCDL 8.0 Code IBC2009rrP12007 (Matrix) Weight: 28 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud/Std G 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 (Ib/size) 7=423/Mechanical, 2=469/0-4-9 (min. 0-1-8) Max Horz 2=103(LC 4) Max Uplift 7=-179(LC 5), 2=-258(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD 2-9=641/212, 3-9=-587/214 BOT CHORD 2-11=-247/583, 11-12=-247/583,8-12=-247/583,8-13=-247/583, 13-14=-247/583, 7-14=-247/583 WEBS 3-7=610/241 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 7=179,2=258. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 Ib down and 25 Ib up at 2-9-8, 11 Ib down and 25 Ib up at 2-9-8, and 58 Ib down and 79 Ib up at 5-7-7, and 58 Ib down and 79 Ib up at 5-7-7 on top chord, and 27 Ib down at 2-9-8, 27 Ib down at 2-9-8, and 39 Ib down at 5-7-7, and 39 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 14=84, 4-5=-44, 2-6=-16 Q QfESS/0� SN10 q� 76428 z m Q ;7 EXP. / 2�31/201f * * , ;,FOF May 13,2015 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE III rev. OVI 512015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. ®�• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown `�.elYtl 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 ' Foxwonh Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:18 2015 Page 2 ID:P1 nwSwTZugU97FfttGGl8GzEY12-n?R8AMHd1/1/ip6yjl 1 DPLXkJuhK9C5BEyCVCcgOyzGuRJ LOAD CASE(S) Standard Concentrated Loads (Ib) ' Vert: 9=50(F=25, 6=25) 10=-117(F=-58, 8=-58) 12=-3(F=-2, B=-2) 14=-28(F=-14, B=-14) 1 Job Truss Truss Type Qty Ply - R44474016 VELARDE-TRE T -HIP Diagonal Hip Girder 4 1 ' Job Reference (optional) ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 07/16/3015 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 parameters 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 fabrication. quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply 20.0 Plates Increase 1.15 TC 0.43 TCDL 22.0 ' R44474017 VELARDE-TRE Ul Jack -Open Truss 5 1 YES WB 0.00 BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Job Reference (optional) roxwonn labral, Yuma, rc eosoa r.35U s Sep 2 r 2012 MI I ek Industnes, Inc. Wed May 13 12:06:15 2015 Page 1 ID:P 1 nwSwTZugU97FfitGG 18GzEY12-n?R8AMHd Wtp6yj 11 DPLXkJueE9BeBGGC VCcgOyzGuRJ -1-0-05-7-11 1-0-0 5-7-11 2x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.43 TCDL 22.0 Lumber Increase 1.15 BC 0.20 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 8.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.1&Btr G REACTIONS (Ib/size) 3=212/Mechanical, 2=387/0-5-8 (min. 0-1-8), 4=43/Mechanical ' Max Horz 2=124(LC 3) Max Uplift 3=-141(LC 3), 2=-197(LC 3) Max Grav 3=212(LC 1), 2=387(LC 1), 4=96(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL in floc) I/defl L/d PLATES GRIP Vert(LL) -0.04 2-4 >999 240 MT20 220/195 Vert(TL) -0.10 2-4 >646 180 Horz(TL) -0.00 3 n/a n/a Scale = 1:13.2 Weight: 17 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins. 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 de NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) 3=141,2=197. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 9?,0F ESS101V ��P�pT N 10 yF�Fyc �Z 2 LOU 76428 z m * :X,. 12J/311201 5 May 13,2015 ® WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02118/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane , Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply 20.0 Plates Increase 1.15 TC 0.48 TCDL 22.0 R44474018 VELARDE-TRE U1A Jack -Open Truss 2 1 YES WB 0.00 BCDL 8.0 Code IBC2009/TPI2007 -Job Reference (optional) r.aau s aep a Zu i4 mi i ex inausmes, inc. vveo may is 1z:uo:ia zu1a rage 1 I D: P1 nwSwTZugU97FfitGG 18GzEY12-n?R8AMHd Wtp6yj 11 0PLXkJudP9BeBGGCVCcgOyzGuRJ 5-7-11 5-7-11 2x4 = LOADING (pso SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.48 TCDL 22.0 Lumber Increase 1.15 BC 0.20 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 8.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.t&Btr G Scale = 1:13.2 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.04 1-3 >999 240 MT20 220/195 Vert(TL) -0.10 1-3 >646 180 Horz(TL) -0.00 2 n/a n/a Weight: 16 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins. 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 REACTIONS (Ib/size) 1=267/0-5-8 (min. 0-1-8), 2=225/Mechanical, 3=43/Mechanical Max Horz 1=111(LC 3) Max Uplift 1=-90(LC 3),2=153(1_C 3) Max Grav 1=267(LC 1), 2=225(LC 1), 3=96(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) 2=153. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q?,pF ESS/0N T N 10 �IL yF�F2c �2 2 75428 z m v � EXP. 12/31/2016 May 13,2015 A WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211677015 BEFORE USE. Design valid for use only with Mffek connectors. This design is based only upon parametersshown. and is for on individual building component. Applicability of design parameters 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 MITe k' 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Ory Ply Plate Offsets (X,Y): I1:0-0-0,0-1-71, f1:0-3-6,Edoel R44474019 VELARDE-TRE U18 Jack -Open Truss 1 1 SPACING 2-0-0 CSI DEFL in (loc) I/deft Job Reference (optional) ro,rwon� �a�ara� ern., ..c owoo "Du' sep zrzutz mi i eK maustnes, mc. wea may 1s iz:ub:19 zulb rage 1 I D:P 1 nwSwTZugU97FfitGG 18GzEY12-FC? WNil FHAxzatbDn6smHXRpOZYDw)VLksLDwOzGuRI 5-2-3 5-2-3 1 3x4 = 3x10 II 4 3 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEDGE Left: 2x4 DF Stud/Std REACTIONS (Ib/size) 2=212/Mechanical, 3=40/Mechanical, 1=253/Mechanical Max Horz 1=111(LC 3) Max Uplift 2=-147(LC 3), 1=-83(LC 3) Max Grav 2=212(LC 1), 3=91 (LC 2), 1=253(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Scale = 1:13.2 Weight: 16 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins. 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. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 2=147. 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QROF ESS/pN N lQ �yF�Fyc �2 Z 76428 z m a X Lm OF May 13,2015 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7479 rev. 02/16/2015 BEFORE USE. Design valid for use only Wth m7ek connectors. This design is based only upon parameters shown, and is for an individual building component. �, Applicability of design parameters and proper incorporation of component a 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 5-2-3 Plate Offsets (X,Y): I1:0-0-0,0-1-71, f1:0-3-6,Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL . 20.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.03 1-3 >999 240 TCDL 22.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.08 1-3 >765 180 ' BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEDGE Left: 2x4 DF Stud/Std REACTIONS (Ib/size) 2=212/Mechanical, 3=40/Mechanical, 1=253/Mechanical Max Horz 1=111(LC 3) Max Uplift 2=-147(LC 3), 1=-83(LC 3) Max Grav 2=212(LC 1), 3=91 (LC 2), 1=253(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Scale = 1:13.2 Weight: 16 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins. 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. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 2=147. 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QROF ESS/pN N lQ �yF�Fyc �2 Z 76428 z m a X Lm OF May 13,2015 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7479 rev. 02/16/2015 BEFORE USE. Design valid for use only Wth m7ek connectors. This design is based only upon parameters shown, and is for an individual building component. �, Applicability of design parameters and proper incorporation of component a 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.17 844474020 VELARDE-TRE U2 Jack -Open Truss 5 1 BC 0.09 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) rvxw„�dwdv.. vwo. r sausaepuzutz MiieKmausmes,mc. wea may r4 rz:uo:lazulo vagel ID:P 1 nwSwTZugU97FfttGG 18GzEY12-FC?WNil FHAxzalbDn6smHXRt5ZZawjVLksLDwOzGuRI -1-0-0 3-11-11 1-0-0 - 3-11-11 U 2X4 — Scale = 1:10.8 N r N LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.01 2-4 >999' 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IBC2009frP12007 (Matrix) Weight: 13 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G 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 logjallation guide, REACTIONS (Ib/size) 3=136/Mechanical, 2=309/0-5-8 (min. 0-1-8), 4=29/Mechanical Max Horz 2=94(LC 3) Max Uplift 3=-90(LC 3), 2=-173(LC 3) . Max Grav 3=136(LC 1), 2=309(LC 1), 4=66(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=173. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q,p,pF ESS/0N C-0 _03 tiF�F�c �2 y LU � 76428 z m a * EXP. 12/31/2y6 �rFOFCAt,F���,P May 13,2015 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 02/10/2015 BEFORE USE. Design valid for use only with ANTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 t Job Truss Truss Type Qty Ply . .I c e 3.50 12 r Scale = 1:10.8 2 �I - -- ' .. 2x4 = r • - - 3-711 ♦ R44474021 7JobReference ' LOADING (psf) SPACING 2-0-0 VELARDE-TRE U2A Jack_ Truss 2 1 , Vert(LL) -0.01 1-3 .>999 . 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 SC, 0.09 Vert(TL) -0.02 1-3 '>999 180 (optional) Rep Stress Incr YES Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:20 2015 Page i I D:P 1 nwSwTZugU97FfitGG 18GzEY12-jOZub2lu2U3gCOAPLgO?pkzl 5zvpfAlUzW5nSrzGuRH • •' 3-11-11 „ r 3-11-11 - - . .I c e 3.50 12 r Scale = 1:10.8 2 �I - -- ' .. 2x4 = r • � • 3-11-11 - - 3-711 1 h ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.01 1-3 .>999 . 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 SC, 0.09 Vert(TL) -0.02 1-3 '>999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 •• n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 11 Ib FT = 20% • LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. " BOT CHORD • 2x4 DF No.1 &Btr G 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 stalls 'o guide REACTIONS (Ib/size) 1=184/0-5-8 (min. 0-1-8), 2=155/Mechanical, 3=29/Mechanical Max Harz 1=81(LC 3) 1 ' Max Uplift 1=-61(LC 3), 2=107(LC 3), Max Grav 1=184(LC 1), 2=155(LC 1), 3=66(LC 2) f FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES a / 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.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. x 4) A plate rating reduction of 20% has been applied for the green lumber members. ! 5) Refer to girder(s) for truss to truss connections. A.w 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 2=107. + , 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard, . + O9RQFES$/04/q� ' pTN10tiF Fy Ir r CIO � 0 76428 0 M } EXP.12/31 /2 6 A * May 13,2015 ® WARNING - Verify design paramatem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 02/10/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters 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 MITBK• 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, OSB -89 and BCSI Building Component 7777 Greenback Lane , Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. - Suite 109 Job Truss Truss Type City Ply WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide, r REACTIONS (Ib/size) 2=142/Mechanical, 3=27/Mechanical, 1=170/Mechanical R44474022 VELARDE-TRE U28 Jack -Open Truss 1 1 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3-6-3 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable Job Reference (optional) rox rur �aloralm, Yuma, r aa000 1 /.3bu s bep z ZUR MI I eK Inaustnes, Inc. wea May 13 lz:Ub2o 2u15 Pagel 1 D:P1 nwSwTZugU97FfitGG I8GzEY12-jOZub2lu2U3gCOAPLgO?pkz2ezv2fA1UzW5nSrzGuRH 3.8-3 3-6-3 3x10 It 4 3 Scale = 1:10.8 PLATES GRIP MT20 220/195 Weight: 11 Ib FT = 20% LUMBER BRACING 3x4 = . TOP CHORD 2x4 DF No.18Btf G TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins. BOT CHORD 2x4 DF No.18Btr G _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide, r REACTIONS (Ib/size) 2=142/Mechanical, 3=27/Mechanical, 1=170/Mechanical 3.6-3 Max Horz 1=81(LC 3) Max Uplift 2=-101(LC 3), 1=-53(LC 3) Max Grav 2=142(LC 1), 3=61(LC 2), 1=170(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3-6-3 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable ' Plate Offsets (X,Y): 11:0-0-0,0.1-71.11:0-3-6,Edpel 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. LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud TCLL 20.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 1-3 >999 240 TCDL 22.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.02 1-3 >999' 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a , n/a BCDL 8.0 Code IBC2009ITP12007 (Matrix) Scale = 1:10.8 PLATES GRIP MT20 220/195 Weight: 11 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btf G TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins. BOT CHORD 2x4 DF No.18Btr G _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (Ib/size) 2=142/Mechanical, 3=27/Mechanical, 1=170/Mechanical Max Horz 1=81(LC 3) Max Uplift 2=-101(LC 3), 1=-53(LC 3) Max Grav 2=142(LC 1), 3=61(LC 2), 1=170(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 2=101. 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ESS/oM 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q�QF � 9l N IO LOAD CASE(S) Standard �QT F y L P2 Z LU p7642$ z m QI* EXP. 1/2016 * 9TF�F_1V May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 02IM2015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is for on individual building component. �• Applicability of design parameters 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.06 R44474023 VELARDE-TRE U3 Jack -Open Truss 6 1 BC 0.02 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) 1 ra 's -pa mInc. eurz miieK inauses, c. wea may 1s tz:uo:sura rage i ID:P1nwSwTZugU97FfitGGl8GzEY12-Ca7HoOJWpoBhgAlbvXvEMyWECMG30d?eCAgK HzGuRG 1-0-0 i 1-11-11 1-0-0 1-11-11 5 2x4 = 1-11-11 1-11-11 Scale: 1.5"=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IBC2009rrP12007 (Matrix) Weight: 7 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No.18Btr G 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 e REACTIONS (Ib/size) 2=210/0-5-8 (min. 0-1-8), 3=57/Mechanical, 6=17/Mechanical Max Horz 2=59(LC 3) Max Uplift 2=-134(LC 3), 3=-38(LC 3) Max Grav 2=21O(LC 1), 3=57(LC 1), 6=42(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=134. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along. the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t ' QRpF ESS/ON N10 yF�F�c �2 2 76428 z m v � EXP. 12/31/20165 OF� May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIJ-7473 rev. 03/1612015 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 parameters 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 Mire k' 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 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Ory Ply PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.03 Vert(LL) -0.00 ' - 844474024 VELARDE-TRE U3B Jack -Open Truss 2 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a Job Reference (optional) ' roxworm ualDralm, Yuma, A4 bbsbo 1 d .+r /.JJU s Sep [/ 2U72 MI I ex Inausines, Inc. wed May t3 1Z:u621 2015 Page t ID:P1nwSwTZugU97FfitGGl8GzEY12-Ca7HoOJWpoBhgAlbvXvEMyWFoMGBOd?eCAgK HzGuRG 1-6-3 1-6-3 3x4 = 6 3x10 II 5 4 1E Scale: 1.5'=1' LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.03 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 8.0 Code IBC2009/TP12007. (Matrix) Weight: 6 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1-6-3 oc purlins. BOT CHORD 2x4 DF No. 11 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=70/Mechanical, 2=67/Mechanical, Max Harz 1=46(LC 31 5=14/Mechanical Max Uplift 1=-16(LC 3), 2=55(LC 3) Max Grav 1=70(LC 1), 2=67(LC 1), 5=39(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r Q,,p,pF ESS/0, N Ifl yF�F2c - �2 Z ,L " 76428 z m EXP. ,4 12?�3112fl16 L* *, May 13,2015 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU -7473 rev. 02/1612015 BEFORE USE. n Desigvalid for use only with M7ek connectors. This design B based only upon parametersshovm, and is for an individual building component. Applicability of design parametersand 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 stabilily 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply in floc) I/deft L/d TCLL 20.0 Plates Increase R44474025 JJob VELARDE-TRE UA Common Truss 3 1 240 TCDL 22.0 Lumber Increase 1.15 BC 0.38 Vert(TL) Reference (optional) Foxworth Galbraith, Yuma, AL BS3bb - /.350 5 Sep 212012 MITek Industries, Inc. Wed May 13 12:06:22 2015 Page 1 I D:P 1 nwSwTZugU97FfitGG 18GzEY12-gnhfOkK8a5JYRKKoSEQTu93JEmX173VnQpauXjzGuRF 6-0-8 12.6.8 13&-8 6-0-8 6-6-0 1-0-0 3 Sn Fig 4x6 = Scale = 1:22.0 3x4 = 2x4 If 3x5 = 6-0-8 12-6-8 6-0-8 6l-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d TCLL 20.0 Plates Increase 1.15 TC 0.49 Vert(LL) 0.04 3-5 >999 240 TCDL 22.0 Lumber Increase 1.15 BC 0.38 Vert(TL) 10.14 3-5 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.03 3 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud/Std G WEDGE Left: 2x4 OF Stud/Std REACTIONS (Ib/size) 3=725/0-5-8 (min. 0-1-8), 1=607/Mechanical Max Horz 1=-56(LC 4) Max Uplift 3=-318(LC 6), 1=-214(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1165/346, 2-3=1165/354 BOT CHORD 1-6=277/1031, 5-6=277/1031, 5-7=277/1031, 3-7=-277/1031 WEBS 2-5=0/278 PLATES GRIP MT20 220/195 Weight: 41 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purlins. 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. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber 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 100 Ib uplift at joint(s) except (jt=1b) 3=318,1=214. 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QROF ESS/0N iN10 �y���c�c i 2 2 LO 76428 z m 0 X EXP.1/2016 \OF CAL ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7477 rev. 02/18/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction 8 the responsibilliy, 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 1� May 13,2015 Job Truss Truss Type Qty Ply 6-6-0-6-0 Plate Offsets (X,Y): 11:0-3-6,Edgel, (1:0-0-0,0-1-151, 13:0-0-0,0-1-21 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOADING (psi) SPACING 2-0-0 844474026 VELARDE-TRE UA -DT Common Truss 1 1 TC 0.61 Vert(LL) 0.05 3.5 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:23 2015 Page 1 I D:P 1 nwSwTZugU97FfttGG 18GzEY12-8zE 1 D4LmLPRP3Uv_OyxiRNbS8AjusVNxrrJR3AzGuRE 6-0-8 12-6$ 13-6-8 6-0-8 6-" 350 1122 4x6 = Scale = 1:22.0 4x4 = [xa n 3x6 = 6-0-8 12-6-8 6-0-8 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable 6-6-0-6-0 Plate Offsets (X,Y): 11:0-3-6,Edgel, (1:0-0-0,0-1-151, 13:0-0-0,0-1-21 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.61 Vert(LL) 0.05 3.5 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.15 3-5 >999 180 grip resist drag loads along bottom chord from 0-0-0 to 3-0-0 for 550.0 plf. ' BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.04 3 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 41 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. ' BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-4-12 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 DF Stud/Std Installation u'de. REACTIONS (Ib/size) 3=725/0-5-8 (min. 0-1-8), 1=607/Mechanical Max Horz 1=-60(LC 14) Max Uplift 3=-588(LC 18), 1=-484(LC 15) Max Grav 3=995(LC 9), 1=877(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD 1-2=2002/1159, 2-3=-2028/1194 BOT CHORD 1-6=1073/1498, 5-6=-1097/1851, 5-7=-1097/1851, 3-7=-1097/1851 WEBS 2-5=0/278 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection others) of truss to bearing 100 Ib �QF ESS/O �9 (by plate capable of withstanding uplift at joint(s) except (jt=1b) 3=588,1=484. OQ 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along �� the Bottom Chord, live loads. �\QTNIO nonconcurrent with any other 9) This truss has been designed for a total drag load of 1650 Ib. Lumber DOL=(1.33) Plate DOL=(1.33) Conned truss to grip resist drag loads along bottom chord from 0-0-0 to 3-0-0 for 550.0 plf. Q7642$ 9 tr U 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. W f11 LOAD CASE(S) Standard EXP.1;31/2016 * '0 10 OF CAL May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 02118/2015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component B 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Pty Plates Increase 1.15 TC 0.24 TCDL 22.0 Lumber Increase 1.15 844474027 VELARDE-TRE UA -GT Common Truss 1 1 Code IBC2009rrP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G Job Reference (optional) Foxwbrth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:24 2015 Page 1 I D:P1 nwSwTZugU97FfitGG 18GzEY12-c9oPQQMO6jZGheUAafSxzaBjfaBebpy4u73_bczGuRD 3-0-1 6-0-8 B-8-15 12-6-8 13-6 ' 3.4-1 ' 2-8-7 2-8-7 3-9-9 Scale = 1:21.9 4x6 = �p LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.24 TCDL 22.0 Lumber Increase 1.15 BC 0.42 ' BCLL 0.0 Rep Stress Incr NO WB 0.69 BCDL 8.0 Code IBC2009rrP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 1.5X5.5 LP LVL 310OFb 2.0E WEBS 2x4 DF Stud/Std G ' REACTIONS (Ib/size) 1=607/Mechanical, 5=725/0-5-8 (min. 0-1-8) Max Horz 5=-61(LC 4) Max Uplift 1=-518(LC 6), 5=-714(LC 6) Max Grav 1=1273(LC 9), 5=1291(LC 9) bxa — 3x10 = DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.10 5-7 >999 240 MT20 137/130 Vert(TL) -0.25 5-7 >600 180 Horz(TL) -0.04 1 n/a n/a Weight: 59 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-3-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ' FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=3191/1469, 4-5=-3215/1582, 1-2=-3293/1444, 2-3=-3207/1476 BOT CHORD 1-8=1323/3045, 7-8=-1323/3045, 7-9=-1494/3029, 9-10=1494/3029, 5-10=-1494/3029 WEBS 3-7=691/1566, 2-7=275/236, 4-7=-345/157 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber 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 100 Ib uplift at joint(s) except (jt=1b) 1=518,5=714. 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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) 1566 Ib down and 733 Ib up at -19-0-8, and 1534 Ib down and 753 Ib up at 6-6-0 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). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 3-6=84, 1-3=-84, 1-5=-16 �gpF ESS/ON piN10 y�<<c�c 76428 Z m * EXP. !;31 /2016 OFCAL ,& WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. OV1612015 BEFORE USE. Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters 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 dudng construction is the responsibfirity, 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/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 [d May 13,2015 Job Truss Truss Type Qty Ply 5 R44474028 VELARDE-TRE UB -HIP Diagonal Hip Girder 1 1 4-4-7 4-4-7 Plate Offsets (X,Y): 11:0-0-0,0-1-71. fl:0-3-7,Edgel Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:24 2015 Page 1 I D: P1 nwSwTZugU97FfitGG 18GzEY12-c9oPQQMO6jZGheUAafSxza8fYaCtbtt4u73_bczGuRD 4-1-5 8-5-12 4-1-5 4-4-7 2x4 II Scale= 1:15.7 300 II 11 72x4 II 12 13 14 6 ' 3x5 = 5 3x6 = 4-1-5 4-1-5 4-4-7 4-4-7 Plate Offsets (X,Y): 11:0-0-0,0-1-71. fl:0-3-7,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in •(loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.51 Vert(LL) 0.04 7 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.11 6-7 >925 180 ' BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code IBC2009rTP12007 (Matrix) Weight: 35 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-11 oc purlins, ' BOT CHORD 2x4 OF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 8-7-12 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide. ' REACTIONS (Ib/size) 6=792/Mechanical, 1=474/Mechanical Max Harz 1=129(LC 4) Max Uplift 6=-391(LC 5), 1=-220(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD 1-8=1277/578, 2-8=1212/584, 3-6=372/256 BOT CHORD 1-11=-598/1211, 7-11=-598/1211, 7-12=-598/1211, 12-13=-598/1211, 13-14=-598/1211, 6-14=-598/1211 WEBS 2-6=1257/650 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) 6=391,1=220. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib up at 2-1-12, 39 Ib up at 2-1-12, 58 Ib down and 85 Ib up at 4-11-11, 71 Ib down and 91 Ib up at 4-11-11, and 128 Ib down and 131 Ib up at 7-3-15, and 141 Ib down and 137 Ib up at 7-3-15 on top chord, and 23 Ib down and 4 Ib up at 2-1-12, 23 Ib down and 4 Ib up at 2-1-12, 36 Ib down at 4-11-11, 38 Ib down at 4-11-11, and 55 Ib down at 7-3-15, and 60 Ib down at 7-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 QW ESS/ON ��F�P�p� N 10 yF�Fyc �'L 2 LU 76428 z M WE Q X civil- I- OF CAI' May 13,2015 WARNING - VeN/y design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 110I.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with Wek connectors. This design 6 based only upon parameters shovm, and is for an individual building component. �• Applicability of design parameters 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 fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 ' Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13,12:06:25 2015 Page 2 I D:P 1 nwSwTZugU97FfitGG 18GzEY12-4MMnemMOtOh7lo3N8NZAWohpl_Y6KK7D6noY72zGuRC LOAD CASE(S) Standard Uniform Loads (plf) ' Vert: 1-3-84, 3-4=-44, 1-5=-16 Concentrated Loads (Ib) Vert: 8=35(F=17, B=17) 9=129(F=-58, 6=71) 10=-269(F=-128, B=-141) 11=4(F=2, B=2) 12=25(F= -11,'B=-13),14 =-51(F=24, 6=27) U Job Truss Truss Type Qty Ply 844474028 VELARDE-TRE UB -HIP Diagonal Hip Girder 1 1 Job Reference (optional) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsblity 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 1Te f'• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Il fabricatiMon. quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSR -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply Plates Increase 1.15 TC 0.27 TCDL 22.0 Lumber Increase 1.15 R44474029 VELARDE-TRE U -GT Common Truss 1 1 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:25 2015 Page 1 ID:P 1 nwSwTZugU97FfitGG 18GzEY12-4MMnemMOtOh7lo3N8NzAWohsy_UAKFcD6noY72zGuRC •1-0-0 3-9-9 6-6-0 9-2-7 13-0-0 14-M 1-0-0 3-9-9 2-8-7 2-8-7 3-9-9 1-0-0 Scale = 1:24.4 4x6 = 4x10 = 7x8 = 4x10 = LOADING (pso SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.27 TCDL 22.0 Lumber Increase 1.15 BC 0.59 BCLL 0.0 Rep Stress Incr NO WB 0.73 BCDL 8.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x6 OF No.1 G WEBS 2x4 OF Stud/Std G ' REACTIONS (Ib/size) 2=1492/0-5-8 (min. 0-1-9), 6=1492/0-5-8 (min. 0-1-9) Max Horz 2=54(LC 3) Max Uplift 2=-673(LC 5), 6=-673(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3671/1543, 3-4=-3489/1451, 4-5=-3489/1450, 5-6=-3671/1544 BOT CHORD 2-9=1447/3431, 8-9=-1447/3431, 8-10=-1399/3431, 6-10=-1399/3431 WEBS 4-8=-672/1652 DEFL in (loc) I/defi L/d PLATES GRIP Vert(LL) 0.10 8 >999 240 MT20 220/195 Vert(TL) -0.25 8 >600 180 Horz(TL) 0.06 6 n/a n/a Weight: 60 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide, NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=673,6=673. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1515 Ib down and 704 Ib up at 6-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=84, 4-7=-84, 2-6=-16 Concentrated Loads (lb) Vert: 8=-1515(F) Id QgpF ESS/pM rp C-01 91 �2 2 7642$ z m .41 * EXP. 12/31/2016 s� clv)�_ �4 9rF10FCAr:W May 13,2015 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 0211612015 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 parameters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown is for lateral wpport 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 ANSIAPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d R44474030 VELARDE-TRE U -HIP Diagonal Hip Girder 3 1 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.09 2-8 >999 180 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:26 2015 Page 1 ID:P t nwSwTZugU97FfitGG 18GzEY12-YYwAr6NeeKp_wxeZh4UP3?DuINvX3oXNLRY5gUzGuRB •1-5-0 4-9-2 9-1-9 1-5-0 4-9-2 4-4-7 3x12 II 3x4 = 3x6 = Scale = 1:19.5 4-9.2 4-4-7 Plate Offsets KY): f4:0-3-15,Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.84 Vert(LL) 0.03 8 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.09 2-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.02 7 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 36 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No. 1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 9-6-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ' REACTIONS (Ib/size) 7=774/Mechanical, 2=635/0-7-6 (min. 0.1-8) Max Hoa 2=133(LC 4) Max Uplift 7=-343(LC 5), 2=-331 (LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD 2-9=1196/443, 3-9=1126/448, 4-7=388/263 BOT CHORD 2-12=-485/1122, 8-12=485/1122, 8-13=-485/1122, 13-14=-485/1122, 14-15=-485/1122, 7-15=-485/1122 WEBS 3-7=1041/430 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 7=343,2=331. 7) This truss has been designed for a moving concentrated load of 25.O1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 Ib down and 27 Ib up at 2-9-8, 13 Ib down and 27 Ib up at 2-9-8, 52 Ib down and 75 Ib up at 5-7-7, 52 Ib down and 75 Ib up at 5-7-7, and 128 Ib down and 126 Ib up at 7-11-12, and 128 Ib down and 126 Ib up at 7-11-12 on top chord, and 26 Ib down at 2-9-8, 26 Ib down at 2-9-8, 38 Ib down at 5-7-7, 38 Ib down at 5-7-7, and 60 Ib down at 7-11-12, and 60 Ib down at 7-11-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 C,, p,11_1ESS/0NN10 yF�Fti�, 76428 v EXP. 12/31/2016 are: May 13,2015 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/15/2015 BEFORE USE. Design valid for use only Wth Mi7ek connectors. This design is based only upon parameters shovm, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shovm Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity, of the WOWerector. 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/TPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13.12:06:26 2015 Page 2 ID:P1 nv4SwTZugU97FfitGGl8GzEYl2-YYwAr6NeeKp_wxeZh4UP3?DuINvX3oXNLRY5gUzGuRB LOAD CASE(S) Standard Uniform Loads (plf) ' Vert: 1-4=84, 4-5=-44, 2-6=-16 Concentrated Loads (Ib) Vert: 9=53(F=27, 8=27) 10=-104(F=-52, B=-52) 11=-256(F=-128, B=-128) 12=-3(F=-1, B=-1) 13=-27(F=-13, B=-13) 15=-54(F=-27, B=-27) .P 4 1 Job Truss Truss Type Qty Ply R44474 VELARDE-TRE U•HIP Diagonal Hip Girder 3 1 Job Reference (optional) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02HO/2015 BEFORE USE. Design valid for use only with M -Tek connectors. This design is based only upon parameters shown. and is for on individual building component. ©�• Applicability of design parameters and proper incorporation of component k responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilityduring construction is the responsibillity of the S•�Ytl - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13.12:06:26 2015 Page 2 ID:P1 nv4SwTZugU97FfitGGl8GzEYl2-YYwAr6NeeKp_wxeZh4UP3?DuINvX3oXNLRY5gUzGuRB LOAD CASE(S) Standard Uniform Loads (plf) ' Vert: 1-4=84, 4-5=-44, 2-6=-16 Concentrated Loads (Ib) Vert: 9=53(F=27, 8=27) 10=-104(F=-52, B=-52) 11=-256(F=-128, B=-128) 12=-3(F=-1, B=-1) 13=-27(F=-13, B=-13) 15=-54(F=-27, B=-27) .P 4 1 Job Truss Truss Type Qty Ply R44474 VELARDE-TRE U•HIP Diagonal Hip Girder 3 1 Job Reference (optional) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02HO/2015 BEFORE USE. Design valid for use only with M -Tek connectors. This design is based only upon parameters shown. and is for on individual building component. ©�• Applicability of design parameters and proper incorporation of component k responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilityduring construction is the responsibillity of the S•�Ytl - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type tyPlyR44474031 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 7:, TC 0.50 Vert(LL) -0.05 2-4 >999 240 MT20 220/195 VELARDE-TRE V7 Jack -Open Truss 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Job Reference (optional) rox nn umorann, Tuma, A aaJoo /.sou s 50p Z/ ZU1Z MI I ex moustnes, Inc. wed May 13 IZ:ub:Z/ Zulb Page 1 I D: P1 nwSwTZugU97Ffi1GG 18GzEY12-OkUY3ROHOexrY501FoOebDm9mGHoKU Wa5HeCxzGURA 1-0-0 6-0-0 1-0-0 6-M 2x4 = Scale = 1:13.6 a 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.05 2-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.13 2-4 >532 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IBC2009ITP12007 (Matrix) Weight: 18 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G 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 gu REACTIONS (Ib/size) 3=228/Mechanical, 2=404/0-5.8 (min. 0-1-8), 4=46/Mechanical Max Horz 2=130(LC 3) Max Uplift 3=-152(LC 3), 2=-203(LC 3) Max Grav 3=228(LC 1), 2=404(LC 1), 4=103(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=11b) 3=152,2=203. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QRoF ESS/OM LOAD CASE(S) Standard ` 61 N 10 1N10 q ���P� 2 2 76428 15-7, rn 12/31/20 :XP. * OF CAS. May 13,2015 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/13/2015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. �• Applicability of design parameters 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 fabrication, quality control, storage. delivery. erection and bracing.' consult ANSI/TPI l Quality Criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane _ Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply (loc) ' Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 R44474032 VELARDE-TRE V2 Jack -Open Truss 8 1 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.02 Job Reference (optional) roxwvnn �aiorann, Yuma, nc cacao I.sbu s bep zr zuiz mi i eK maustnes, mc. wea may 1J 1z:ub:zr zulb rage 1 1 D:P 1 nwSwTZugU97FfitGG 18GzEY12-OkUY3ROHOexrY5DIFoOebDmEgnlOoKU Wa5HeCxzGURA -1-0-0 3-11-11 1-0-0 3-11-11 1 2x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 13 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Bir G BOT CHORD REACTIONS (Ib/size) 3=142/Mechanical, 2=304/0.3-8 (min. 0-1-8), 4=30/Mechanical ' Max Horz 2=94(LC 3) Max Uplift 3=-94(LC 3), 2=166(LC 3) Max Grav 3=142(LC 1), 2=304(LC 1), 4=68(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 3-11-11 oc purlins 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. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=lb) 2=166. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard OQgOFESS/0�q1 TN10 LU 2 2 76428 z m v � * EXP. 12/31/2016 gTFOF�0�' May 13,2015 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 02/1612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. ��• Applicability of design parameters 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Suite 109 Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:28 2015 Page 1 Job Truss Truss Type Qty Ply 3 3.50 12 Scale: 1.5"=1' 4 2 1 d 6 R44474033 - 1-11-11 VELARDE-TRE V3 Jack -Open Truss 8 1 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 2 >999 240 _ TCDL 22.0 Lumber Increase 1.15 Job Reference (op6onap Vert(TL) -0.00 2-5 >999 180 Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:28 2015 Page 1 ,I I D:P1 nwSwTZugU97FfitGG 18GzEY12-Ux2wGnPv9x4i9FnypVXt8QI RTBfgXnkgpI1 CkNzGuR9 -1-0-0 1-11-11 1-0-0 1-11-11 3 3.50 12 Scale: 1.5"=1' 4 2 1 d 6 2x4 = 5 1-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a ' BCDL 8.0 Code IBC2009rrP12007 (Matrix) Weight: 7 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF NO. I&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No. t&Btr G 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 gu REACTIONS (Ib/size) 2=209/0-3-8 (min. 0-1-8), 5=15/Mechanical, 3=59/Mechanical Max Horz 2=59(LC 3) Max Uplift 2=-132(LC 3), 3=-39(LC 3) Max Grav 2=209(LC 1), 5=40(LC 11), 3=59(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=lb) This truss 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �s ES�3fo11'A� LOAD CASE(S) Standard O^1OCf ct.Q�p�N10 �2c ' y� � -CO P2 2 t, 7542$ z m 1* EXP. 12/31/2016 * Civil. T�TFOFCAL - p4 May 13,2015 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/15/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. , Applicability of design parameters 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply 12:1-0-9,Edge1, 13:0.6.0,0-1-131, 15:1-0-9,Edgej LOADING (psf) SPACING 2-0-0 CSI R44474034 VELARDE-TRE V -GT Hip Truss 2 1 1.15 BC 0.58 BCLL 0.0 Rep Stress Incr NO WB 0.28 Job Reference (optional) FoxwoM Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:29 2015 Page 1 ID:P1nwSwTZugU97FfitGG18GzEY12-z7clU7PXwFCZnPM8ND26gerSgbsBGAgp1PmlGpzGuR8 -1-0-0 6-0-0 7-6-0 13-6-0 14-6-0 1-0-0 6-0-0 1-6-0 6-0-0 1-0-0 I 4x12 = 4x6 = s sn FiT Scale = 1:25.6 4x10 = 2x4 II 3x4 = 4x10 = REACTIONS (Ib/size) 2=1409/0-5-8 (min. 0-1-8),5=1393/0-3-8 (min. 0-1-8) Max Harz 2=-51 (LC 4) Max Uplift 2=-645(LC 5), 5=-635(LC 6) DEFL in (loc) 1/deft L/d PLATES GRIP Vert(LL) 0.10 8 >999 240 MT20 220/195 Vert(TL) -0.25 8 >630 180 Horz(TL) 0.06 5 n/a n/a Weight: 58 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3389/1404, 3-4=-3221/1400, 4-5=-3406/1412 BOT CHORD 2-9=1293/3156, 8-9=-1293/3156, 8-10=-1307/3200, 7-10=-1307/3200, 7-11=-1263/3176, 5-11=-1263/3176 WEBS 3-8=169/565, 4-7=-204/627 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25f1; 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=645.5=635. 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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) 144 Ib down and 137 Ib up at 6-0-0, and 144 Ib down and 137 Ib up at 7-6-0 on top chord, and 498 Ib down and 199 Ib up at 6-0-0, and 498 Ib down and 199 Ib up at 7-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: 1-3=84, 3-4=-84, 4-6=-84, 2-5=-16 QFtOF ESS/0N SN1 ��P�p0 y��Fyc 'p2 2 76428 z m Q X May 13,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 02118/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. �, Applicability of design parameters and proper incorporation of component b 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 6-0-0 Plate Offsets MY): 12:1-0-9,Edge1, 13:0.6.0,0-1-131, 15:1-0-9,Edgej LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.66 TCDL 22.0 Lumber Increase 1.15 BC 0.58 BCLL 0.0 Rep Stress Incr NO WB 0.28 BCDL 8.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x6 DF No.1 G WEBS 2x4 DF Stud/Std G REACTIONS (Ib/size) 2=1409/0-5-8 (min. 0-1-8),5=1393/0-3-8 (min. 0-1-8) Max Harz 2=-51 (LC 4) Max Uplift 2=-645(LC 5), 5=-635(LC 6) DEFL in (loc) 1/deft L/d PLATES GRIP Vert(LL) 0.10 8 >999 240 MT20 220/195 Vert(TL) -0.25 8 >630 180 Horz(TL) 0.06 5 n/a n/a Weight: 58 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3389/1404, 3-4=-3221/1400, 4-5=-3406/1412 BOT CHORD 2-9=1293/3156, 8-9=-1293/3156, 8-10=-1307/3200, 7-10=-1307/3200, 7-11=-1263/3176, 5-11=-1263/3176 WEBS 3-8=169/565, 4-7=-204/627 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25f1; 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=645.5=635. 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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) 144 Ib down and 137 Ib up at 6-0-0, and 144 Ib down and 137 Ib up at 7-6-0 on top chord, and 498 Ib down and 199 Ib up at 6-0-0, and 498 Ib down and 199 Ib up at 7-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: 1-3=84, 3-4=-84, 4-6=-84, 2-5=-16 QFtOF ESS/0N SN1 ��P�p0 y��Fyc 'p2 2 76428 z m Q X May 13,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 02118/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. �, Applicability of design parameters and proper incorporation of component b 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 rVEL Foxworth Galbraith, Yuma, AZ 85365 LOAD CASES) Standard Concentrated Loads (Ib) Vert: 3=-144(F) 4=-144(F) 8=-498(F) 7=-498(F) r.oav s aep zf zv r z mi i eK mausmes, mc. vvea may io u:uo:zs za1 o rage z I D: P i nwSwTZugU97FfitGG 18GzEY12-z7cl U7PXwFCZnPM8ND26gerSgbsBGAgp i PmlGpzGuRB ® WARNING - Verily des10n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02tM2015 BEFORE USE. Design valid for use only with M.Tek connectors. This design is based only upon parameters shown, and is for an individual building component.• Applicability of design parameters 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 responsibilrity of the Mal' 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, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. - Suite 109 Truss Truss Type pry Ply R44474034 ARDE-TRE V -GT Hip Truss - 2 1 Job Reference o tional r.oav s aep zf zv r z mi i eK mausmes, mc. vvea may io u:uo:zs za1 o rage z I D: P i nwSwTZugU97FfitGG 18GzEY12-z7cl U7PXwFCZnPM8ND26gerSgbsBGAgp i PmlGpzGuRB ® WARNING - Verily des10n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02tM2015 BEFORE USE. Design valid for use only with M.Tek connectors. This design is based only upon parameters shown, and is for an individual building component.• Applicability of design parameters 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 responsibilrity of the Mal' 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, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. - Suite 109 Job Truss Truss Type Qty Ply 0,.0 " 8.0 Code IBC2009rTP12007 8 >999 240 MT20 220/195 R44474035 VELARDE-TRE V -HIP Diagonal Hip Girder 4 1 7 n/a n/a (Matrix) Weight: 34 Ib FT = 20% Job Reference (optional) Foxwmth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:29 2015 Page 1 I D: P 1 nwSwTZugU97FfttGG 18GzEY12-z7clU7PXwFCZnPM8ND26gerXDbvOGAMp 1 PmIGpzGuR8 J-5-044-14 8-5-1 1-57 44-14 4-0-3 Scale= 1:18.3 2x4 II I LOADING (psf) TCLL 20.0 TCDL 22.0 BCLL 0,.0 ' BCDL 8.0 3x4 = SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IBC2009rTP12007 LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G 3x4 = 44-8 14-0-3 ' CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.38 Vert(LL) 0.02 8 >999 240 MT20 220/195 SC 0.44 Vert(TL) -0.08 2-8 >999 180 WB 0.30 Horz(TL) 0.02 7 n/a n/a (Matrix) Weight: 34 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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 (Ib/size) 7=484/Mechanical, 2=560/0-4-3 (min. 0-1-8) Max Horz 2=124(LC 4) Max Uplift 7=-207(LC 5), 2=-297(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=991/347, 3-9=-925/355 BOT CHORD 2-11=-384/924, 11-12=-384/924, 8-12=-384/924, 8-13=-384/924, 13-14=-384/924, 7-14=-384/924 WEBS 3-7=961/404 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 7=207,2=297. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 Ib down and 25 Ib up at 2-9-8, 11 Ib down and 25 Ib up at 2-9-8, and 58 Ib down and 79 Ib up at 5-7-7, and 58 Ib down and 79 Ib up at 5-7-7 on top chord, and 24 Ib down and 1 Ib up at 2-9-8, 24 Ib down and 1 Ib up at 2-9-8, and 39 Ib down at 5-7-7, and 39 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=84, 4-5=-44, 2-6=-16 OQgpFESS/0�� ��.�Q�p3ialp %642$ z m OFCAL May 13,2015 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/15/2015 BEFORE USE. Design valid for use only with ANTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for 16teral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblrity, 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/TPII Quality Crifeda, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:29 2015 Page 2 ID: P i mNSwTZugU97FfitGG 18GzEY12-z7cl U7PXwFCZnPM8ND26gerXDbvOGAMp1 PmlGpzGuR8 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=50(F=25, 8=25) 10=-117(F=-58, 8=-58).12=1(F=1, 8=1) 13=-28(F=-14, B=-14) 1 1 1. 1 1 - 1 1 w. 1 1 1 Job Truss Truss Type Qty Ply 844474035 VELARDE-TRE V -HIP Diagonal Hip Girder 4 1 Job Reference optional) r ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M114473 rev. 02/18/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.©�• Applicability of design parameters 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street: Suite 312, Alexandra. VA 22314. _ Suite 109 Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:29 2015 Page 2 ID: P i mNSwTZugU97FfitGG 18GzEY12-z7cl U7PXwFCZnPM8ND26gerXDbvOGAMp1 PmlGpzGuR8 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=50(F=25, 8=25) 10=-117(F=-58, 8=-58).12=1(F=1, 8=1) 13=-28(F=-14, B=-14) 1 1 1. 1 1 - 1 1 w. 1 1 1 Job Truss Truss Type Qty Ply 844474035 VELARDE-TRE V -HIP Diagonal Hip Girder 4 1 Job Reference optional) r ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M114473 rev. 02/18/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.©�• Applicability of design parameters 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street: Suite 312, Alexandra. VA 22314. _ Suite 109 Job Truss Truss Type Qty Ply SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 R44474036 VELARDE-TRE W Special Truss 7 1 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.11 1-6 >999 180 BCLL 0.0 ' Job Reference (optional) ro—n o—mun, Tuma, r DWQw /.:SJu 5 bep 17 lull mi I ex Inaustnes, Inc. Wed May 13 12:06:3o 2015 Page 1 ID:P1nwSwTZugU97FfttGG18GzEY12-RJAghTQ9hZKPPZxKwwZLDrOck?Gn?gczG3WJpGzGuR7 11-11.8 5-9-1 4x6 = 3 Scale = 1:19.2 4x6 II 3x6 II 196 ' 6-2-7 9-9-1 Plate Offsets (X,Y): [1:0-3-0,0-4-21,(5:0-4-0,0-1-71 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.03 1-6 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.11 1-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(TL) 0.02 5 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 45 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Str G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Stud/Std -G 3-1-14, Right 2x4 DF Stud/Std -G 2-11-8 be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (Ib/size) 1=727/0-5-8 (min. 0-1-8), 5=624/Mechanical ' Max Horz 1=-44(LC 4) Max Uplift 1=-266(LC 5), 5=-219(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=1179/362, 2-7=1079/338, 2-3=1053/356, 3-4=-1053/371, 4-5=-1146/355 ' BOT CHORD 1-8=288/1011, 6-8=288/1011, 6-9=288/1011, 5-9=-288/1011 WEBS 3-6=0/256 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber 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 100 Ib uplift at joint(s) except at=1b) 1=266,5=219. 8) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with an other live loads. QgpFESSIpN Q 9�� N to 9) "Semi-rigid including heels" Member fixity in the \QT L' \ '7 pitchbreaks end model was used analysis and design of this truss.tiC ) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 Ib down and 63 Ib up at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. Q� W U 7428 Z T LOAD CASE(S) Standard Q X ' 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 EXP. 12/31/2016 Uniform Loads (plf) Vert: 1-3=84, 3-5=-84, 1-5=-16 Concentrated Loads (lb) CIVIL T9rF0FCAOF 'Vert: 7=-155 May 13,2015 AWARNING • Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 0211072015 BEFORE USE. r - Design valid for use only vvifh MTek connectors. This design is based only upon parameters shown. and is for on individual building component. �3®�• Applicability of design parameters 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSIAPI1 Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.05 2-4 >999 240 R44474037 JJob VELARDE-TRE W1 Jack -Open Truss 2 1 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Reference (optional) ' t-oxKartn ualDralm, Yuma, AL B5:165 -1-1 1-0-0 /.350 S Sep 27 2012 MiTeK Inoustnes, Inc. Wed May 13 12:06:30 2015 Page 1 ID:P1nwSwTZugU97FfitGG18GzEY12-RJAghTQghZKPPZxKwwZLDrOgM?H6?hEzG3WJpGzGuR7 5-10-15 5-10-15 2X4 = Scale = 1:13.5 5-10-15 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.05 2-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.22 Veri(TL) -0.12 2-4 >557 180 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IBC2009/TP12007 (Matrix) Weight: 18 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G 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 aue REACTIONS (Ib/size) 3=224/Mechanical, 2=400/0-5-8 (min. 0-1-8), 4=45/Mechanical " Max Horz 2=129(LC 3) Max Uplift 3=-149(LC 3), 2=-20i (LC 3) Max Grav 3=224(LC 1), 2=400(LC 1), 4=101(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=(b) 3=149,2=201. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard O �iQPRO(N OlOM,9� �yc ���P�tiF �Z Z U � 76428 v EXP. 12/31/2016 IV1'l- OF May 13,2015 ® WARNING - Vainly design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERANCE PAGE Mll-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �" Applicability of design parameters 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 fabrication, gvolity control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 223)4. Suite 109 Job Truss Truss Type City Ply DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.04 1-4 >999 240 R44474038 VELARDE•TRE W1A Jack -Open Truss 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) 0.02 3 n/a n/a BCDL 8.0 Job Reference (optional) 0 r.sau s N a eotz Mi i eK mausmes, mc. wea May a iz:uwsi zuu rage 1 1 D:P i nwSwTZugU97FfitGG 18GzEY12-vVj3vpRnSsSGOj W WUd4am3wr2Odfk8U6VjFsLizGuR6 5-5-3 5-5-3 4x6 II 4 Scale = 1:13.7 Plate Offsets (X,Y): f1:0-3-0,0-4-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.04 1-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.10 1-4 >639 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) 0.02 3 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 19 Ib I FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.l &Btf G TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins. BOT CHORD 2x4 OF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 OF Stud/Std -G 2-10-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=268/0-5-8 (min. 0-1-8), 3=226/Mechanical, 4=43/Mechanical Max Horz 1=117(LC 3) Max Uplift 1=-89(LC 3), 3=155(LC 3) Max Grav 1=268(LC 1), 3=226(LC 1), 4=97(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 11Omph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except 0=1b) 3=155. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ESS/ LOADCASE(S) Standard OQRQF � QINIO '7 ) 76428 z m XX o X EXP. 12/31/2016 * CIVIL �P 9TFOFCM-FO�� May 13,2015 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 02/10/2015 BEFORE USE. Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 R44474039 VELARDE-TRE W1B Jack -Open Truss 1 1 BC 0.16 ' BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 8.0 Job Reference (optional) 1 ""' s 7 a cv i z mi i en inausmes, mc c. vvea may rs rvo:ar zuio rage I I D:P1 nwSwTZugU97FfitGGl8GzEY12-vVj3vpRnSsSGOj W WUd4am3wsMOeCk8U6VjFsLizGu R6 4-11-13 4-11.13 3x6 II 5 4 DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.03 1-4 >999 240 MT20 220/195 Vert(TL) -0.07 1-4 >831 180 Horz(TL) 0.02 3 n/a n/a Scale = 1:13.7 Weight: 18 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied Or 4-11-13 oc purlins. 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 (Ib/size) 1=246/Mechanical, 3=207/Mechanical, 4=39/Mechanical Max Hoa 1=117(LC 3) Max Uplift 1=-78(LC 3), 3=146(1_C 3) Max Grav 1=246(LC 1), 3=207(LC 1), 4=89(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Qt=lb) 3=146. 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard < ()FESS/pN IN �10 y�ZF�c �Z Z 1 76428 z m �'cr o ;D OF vla_ May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 rev. 03/15/2015 BEFORE USE. Design valid for use only with Mi7ek connectors. This design is based any upon parameters shown. and is for an individual building component. Applicability of design parameters 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 Mire k• 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 ' Plate Offsets (X,Y): f1:0-2-5,0-1-71 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.40 TCDL 22.0 Lumber Increase 1.15 BC 0.16 ' BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 8.0 Code IBC2009ITP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.t&Bir G ' BOT CHORD 2x4 DF No. t&Btr G SLIDER Left 2x4 DF Stud/Std -G 2-7-10 4 DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.03 1-4 >999 240 MT20 220/195 Vert(TL) -0.07 1-4 >831 180 Horz(TL) 0.02 3 n/a n/a Scale = 1:13.7 Weight: 18 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied Or 4-11-13 oc purlins. 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 (Ib/size) 1=246/Mechanical, 3=207/Mechanical, 4=39/Mechanical Max Hoa 1=117(LC 3) Max Uplift 1=-78(LC 3), 3=146(1_C 3) Max Grav 1=246(LC 1), 3=207(LC 1), 4=89(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Qt=lb) 3=146. 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard < ()FESS/pN IN �10 y�ZF�c �Z Z 1 76428 z m �'cr o ;D OF vla_ May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 rev. 03/15/2015 BEFORE USE. Design valid for use only with Mi7ek connectors. This design is based any upon parameters shown. and is for an individual building component. Applicability of design parameters 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 Mire k• 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply 20.0 Plates Increase 1.15 TC 0.17 TCDL 22.0 R44474040 VELARDE-TRE Wt Jack -Open Truss 3 1 YES , WB 0.00 BCDL 8.0 Code IBC2009ITP12007 (Matrix) Job Reference (optional) H r.00u s a P a cv is mn er; mausmes, mc. uvea may w it:uo:s[ tura rage 1 1 D:P1 nwSwTZugU97FfitGG 18GzEY12-NiHR69SPDAa7es5j2LbplGT5po?dTbjFjN?Pt8zGuR5 -1-0-0 3-11-11 ' 1-0-0 ' 3-11-11 2x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.17 TCDL 22.0 Lumber Increase 1.15 BC 0.09 BCLL 0.0 Rep Stress Incr YES , WB 0.00 BCDL 8.0 Code IBC2009ITP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G REACTIONS (Ib/size) 3=136/Mechanical, 2=309/0-5-8 (min. 0-1-8), 4=29/Mechanical ' Max Horz 2=94(LC 3) Max Uplift 3=-90(LC 3), 2=173(LC 3) Max Grav 3=136(LC 1), 2=309(LC 1), 4=66(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL in (loc) I/def] L/d PLATES GRIP Vert(LL) -0.01 2-4 >999 240 MT20 220/195 Vert(TL) -0.02 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Scale = 1:10.8 Weight: 13 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. 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 ide NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) 2=173. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 9?,pFESS/0�k �jNio Pti y LU 76428 z rn X of X V_V s� civic " ��� �FOFCAtF� May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7477 rev. 02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. ®�• Applicability of design parameters and proper incorporation of component k E-'°.�tY�1 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria. VA 22314. Suite 109 w 5 Truss Type Qty Ply ' 844474041 VELARDE-TRE W28 Jack -Open Truss 1 1 � Jab Reference Foxwo_rth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 1312:06:32 2015 Page 1 ' ID: P i nwSwTZugU97FfitGG 18GzEY12-NiHR69SPDAa7es5j2LbplGT5NoOATbjFjN?Pt8zGuR5 w 2-11-13 . . 2-11-13 „ ! ^ 3.50 12 3 3x4 S Scale= 1:10.9 2 { 3.6 II . 5 4 J ' r 2-11-13 _ - 2-11-13 ' Plate Offsets (X,Y): 11:0-2-5,0-1-71 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 1-4 >999 240 MT20 22.01195 TCDL . 22.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 1-4 >999" 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 8.0 Code IBC2009/TPI2007' (Matrix) Weight: 11 Ib ' FT = 20% LUMBER • BRACING TOP CHORD 2x4 DF No.18Btf G TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 ^ oc bracing. SLIDER Left 2x4 DF Stud/Std -G 1-7-2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (Ib/size) 1=146/Mechanical, 3=123/Mechanical, 4=23/Mechanical ' Max Horz 1=81(LC 3) , Max Uplift 1=-41(LC 3), 3=91(LC 3) Max Grav 1=146(LC 1), 3=123(LC 1), 4=53(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. ' NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. ^ 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. ' ' 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live, loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. NiolO�VgIF` LOADCASE(S) Standard OPRQ 76428 z m EXP. 12/31/2016 t * r gTFOFCAt1 ' /w May 13,2015 Job Truss Truss Type Qty Ply ' 844474041 VELARDE-TRE W28 Jack -Open Truss 1 1 � Jab Reference Job Truss Truss Type Qty Ply R44474042 VELARDE-TRE W3 Jack -Open Truss 3 1 i d Job Reference (optional) 1'oxworm ualdfann, Yuma, AL o53oo r 1-0-0 1.350 s Sep 2/ 2012 MI feK Industries, Inc. wed May 13 12:06:33 2015 Page 1 ID:P1nwSwTZugU97FfilGG18GzEY12-rurpJVT1_Ui GOgvc262rUGHACMsC2zPylkzQazGuR4 1-11-11 1 ' 1-11-11 - Scale: 1.5'=1' Max Uplift 2=-134(LC 3), 3=-38(LC 3) Max Grav 2=210(LC 1), 5=40(LC 11), 3=57(LC 1) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. Y 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. ' 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) ' 2=134. 11 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. " 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e Q?,pF ESS/pN ��jNio yF�Fti�, 1�; � 7642$ z m * EXP. 12/31/2 6�'; �TFOFCAVF���`P May 13,2015 ® WARNING - Verify d-lgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02118/2015 BEFORE USE.t Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ' �� Applicabirity of design parameters 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and 8CS1 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 tin i d r 6 l - k. .. • `_ 5 •, 2x4-= l 1-11-11 LOADING (psf) SPACING 2-0-0 CSI OEFL in (loc) I/defl Ud PLATES GRIP TCLL • 20.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 2 >999 240 MT20 ; 220/195 TCDL 22.0 Lumber Increase' 1.15 BC 0.02 Vert(TL) -0.00 2-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a ' BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 7 Ib FT = 20% LUMBER BRACING r TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No.1&Btr G. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' t MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gde REACTIONS (Ib/size) 2=210/0-5-8 (min. 0-1-8), 5=15/Mechanical, 3=57/Mechanical Max Horz 2-59 LC 3 Max Uplift 2=-134(LC 3), 3=-38(LC 3) Max Grav 2=210(LC 1), 5=40(LC 11), 3=57(LC 1) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. Y 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. ' 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) ' 2=134. 11 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. " 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e Q?,pF ESS/pN ��jNio yF�Fti�, 1�; � 7642$ z m * EXP. 12/31/2 6�'; �TFOFCAVF���`P May 13,2015 ® WARNING - Verify d-lgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02118/2015 BEFORE USE.t Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ' �� Applicabirity of design parameters 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and 8CS1 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 tin Job Truss Truss Type Qty Ply 6 4 0-11-13 R44474043 VELARDE-TRE VV3B Jack -Open Truss 1 1 SPACING 2-0-0 CSI DEFL in (loc) I/defi Lid PLATES GRIP Job Reference (optional) ruawunn vamra car oaaw t.sbu s aep z/ zVlz MII ek Inausines, Inc. VVea May 1s 1Z:Ub:3s ZUIto Page 1 I D:P 1 nwSwTZugU97FfitGG 18GzEY12-rurpJVT1_Ui_GOgvc262rU01oCM8C2zPy1 kzQazGuR4 0-11.13 0-11-13 7 5 Scale: 1.5'=1' NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25tt; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 5. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �LOAD CASE(S) Standard QRO�N10 41 l Cy� F2� IL vo 76428 z m 0 X EXP. 12/31/2016 OF � May 13,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01,111.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicobifily of design parameters 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 stabinly during construction is the responsibilrity 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/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 5x8 I I 6 4 0-11-13 0-11-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.02 Vert(LL) -0.00 6 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.01 Vert(TL) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 8.0 Code IBC2009rTP12007 (Matrix) Weight: 3 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 0-11-13 oc purlins, BOT CHORD 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud/Std G 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 (Ib/size) 6=36/Mechanical, 2=38/Mechanical, 5=10/Mechanical Max Horz 6=31 (LC 5) Max Uplift 6=-5(LC 3), 2=-35(LC 5), 5=-4(LC 5) . Max Grav 6=46(LC 11), 2=38(LC 1), 5=34(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25tt; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 5. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �LOAD CASE(S) Standard QRO�N10 41 l Cy� F2� IL vo 76428 z m 0 X EXP. 12/31/2016 OF � May 13,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01,111.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicobifily of design parameters 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 stabinly during construction is the responsibilrity 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/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Plates Increase 1.15 TC 0.45 TCDL 22.0 Lumber Increase 1.15 R44474044 VELARDE-TRE WA -HIP Diagonal Hip Girder 1 1 Code IBC2009rrP12007 (Matrix) LUMBER except end verticals. BOT CHORD TOP CHORD 2x4 DF No.1 &Btr G Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:34 2015 Page 1 I D:P1 nwSwTZugU97FfitGG 18GzEY12-J4PBXrTgingrtAF59meHNhYMtceKuRaYBhU Wy1 zGuR3 4-0-7 8-0-14 ' 4-0-7 ' 4-0-7 2x4 11 Scale = 1:15.4 5x8 II 11 12 13 14 82x4 II 7 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.45 TCDL 22.0 Lumber Increase 1.15 BC 0.27 BCLL 0.0 Rep Stress Ina NO WB 0.30 BCDL 8.0 Code IBC2009rrP12007 (Matrix) LUMBER except end verticals. BOT CHORD TOP CHORD 2x4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing ' BOT CHORD 2x4 DF No.1 &Btr G be installed during truss erection, in accordance with Stabilizer WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std -G 2-0-3 ' REACTIONS (Ib/size) 1=412/Mechanical, 7=731 /Mechanical Max Horz 1=134(LC 4) Max Uplift 1=-189(LC 3), 7=-355(LC 5) 34 = DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.02 7-8 >999 240 MT20 220/195 Vert(TL) -0.07 7-8 >999 180 Horz(TL) 0.01 7 n/a n/a Weight: 34 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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 cluide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-955/411, 2-9=-933/425, 2-3=-931/432, 4-7=353/235 BOT CHORD 1-11=-439/889, 11-12=-439/889, 8-12=-439/889, 8-13=-439/889, 13-14=-439/889, 7-14=-439/889 WEBS 3-7=939/482 NOTES 1) Wind: ASCE 7-05; 11Omph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=189,7=355. 7) This truss has been designed for a moving concentrated load of 25.O1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 16 Ib down and 46 Ib up at 14-11, 13 Ib down and 27 Ib up at 1-4-11, 39 Ib down and 76 Ib up at 4-2-10, 52 Ib down and 75 Ib up at 4-2-10, and 140 Ib down and 134 Ib up at 6-11-9, and 123 Ib down and 131 Ib up at 7-0-9 on top chord, and 18 Ib down and 16 Ib up at 1-4-11, 24 Ib down and 2 Ib up at 1-4-11, 32 Ib down at 4-2-10, 38 Ib down at 4-2-10, and 65 Ib down at 6-11-9, and 53 Ib down at 7-0-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 C"��RpF ESS/ON T N IO LU 76428 z m EXP. 12/31/2016K ii/ CIVIL OF CAL May 13,2015 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0V167Y015 BEFORE USE. Design valid for use only with MiTek connectors. This design i1 based only upon parameters shown. and is for an individual building component. �� Applicability of design parameters and proper incorporation of component a 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 fabrication. quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:34 2015 Page 2 I D: P 1 nwSwTZugU97FfitGG 18GzEY12-J4PBXrTgingrtAF59meHNhYMtceKxRaYShU Wy1 zGuR3 LOAD CASES) Standard Uniform Loads (ptf) ' Vert: 1-4=84, 4-5=-44, 1-6=-16 Concentrated Loads (Ib) Vert: 3=-91(F=-39, B=-52) 8=-21(F=-7, B=13) 9=73(F=46, 8=27) 10=-263(F=-123, 8=140) 11=7(F=6, B=1) 14=-52(F=-23, 8=29) 44 Job Truss Truss Type Qty Pty 8444740 VELARDE-TRE WA -HIP Diagonal Hip Girder 1 1 Job Reference (optional) I Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:34 2015 Page 2 I D: P 1 nwSwTZugU97FfitGG 18GzEY12-J4PBXrTgingrtAF59meHNhYMtceKxRaYShU Wy1 zGuR3 LOAD CASES) Standard Uniform Loads (ptf) ' Vert: 1-4=84, 4-5=-44, 1-6=-16 Concentrated Loads (Ib) Vert: 3=-91(F=-39, B=-52) 8=-21(F=-7, B=13) 9=73(F=46, 8=27) 10=-263(F=-123, 8=140) 11=7(F=6, B=1) 14=-52(F=-23, 8=29) 44 Job Truss Truss Type Qty Pty 8444740 VELARDE-TRE WA -HIP Diagonal Hip Girder 1 1 Job Reference (optional) I ' Foxworth Galbraith, Yuma, AZ 85365' 7.350 s Sep 27 2012 MiTek Industries, Inc.- Wed May 13 12:06:35 2015 Page 1 ID: P1 nwSwTZugU97FfitGG 18GzEY12-nHzZkBUI W5yiVKgljT9 Wwv5S3OsKgoEiQLD4UTzGuR2 3-4-9 6-2-7 - 9-0-0 11-11-8 34-9 2-9-14 2-9-14 2-11-3 • + Scale = 1:19.6 4x6 =. 3 ` • 3.50 12 ' 2x4 S 2x4 Z • 2 r - r 4• t * T LLI r 8.6+ 9 7x8 = 5x8 ' 7x8 = • � v r _ • 6-2-7 i 11-11-8 , • 6-2-7 5-9-1 Plate Offsets (X,Y): f1:0-0-0,0-2-01, fS:Edge,0-3-151. f6:0-4-0,0-4121 LOADING (psf) SPACING, 2-6-8 CSI - DEFL in (loc) I/deft Ud PLATES GRIP, TCLL 20.0 Plates Increase 1.15 TC 0.81 Vert(LL) 0.07 • 6 >999 240 MT20 220/195. ' TCDL 22.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.17 6 >806 180 BCLL 0.0 Rep Stress Incr ' NO WB 0.66 Horz(TL) : 0.05 5 n/a n/a BCDL 8.0 Code ISC2009/TPI2007 (Matrix) i Weight: 55 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF, No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. BOT CHORD 2x6 DF No.1 G BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. , WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Right: 2x4 DF Stud/Std , Installation guide. REACTIONS (Ib/size) 1=1470/0-5-8 (min. 0-1-9), 5=1372/Mechanical ' Max Horz 1=-43(LC 4) Max Uplift 1=-631(LC 5), 5=-591 (LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. + TOP CHORD 1-7=3284/1449, 2-7=-3195/1435, 2-3=-3166/1389, 3-4=-3157/1391, 4-5=3044/1351 ` ' BOT CHORD' 1-8=1337/2973, 6-8=-1337/2973, 6-9=-1197/2748, 5-9=-1197/2748 WEBS 3-6=646/1483, 4-6=158/411 tl • , NOTES ^ `i • t , •. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , -' will fit between the bottom chord and any other members. ` r 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. fi 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) pF ESS/ ' 1=631.5=591. i ' OQR �/�/� ' 8) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along �(, P\QI N IO the Bottom Chord, nonconcurrent with any other live loads. I\ '7 9) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. •�2 G)03 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 Ib down and 63 Ib up at 'aO 76428 7 1T 1-0-0 on top chord, and 1521 Ib down and 747 Ib up at 6-2-7 on bottom chord. The design/selection of such connection device(s) LU U tT ' is the responsibility of others.' p X 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * C EXP. 12/31/2016 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 CIVIL Uniform Loads Vert: 1(3=84, 3-5=-84,1-5=-1s " 19TH OF CAL Concentrated Loads (Ib) Vert: 6=-1521(F) 7=-155(F) 4 F '' May 13,2015 Job , Truss Truss Type Qty Ply " R44474045 VELARDE-TRE W -GT Special Truss 1 1 r r. - Job Reference (optional) ' Foxworth Galbraith, Yuma, AZ 85365' 7.350 s Sep 27 2012 MiTek Industries, Inc.- Wed May 13 12:06:35 2015 Page 1 ID: P1 nwSwTZugU97FfitGG 18GzEY12-nHzZkBUI W5yiVKgljT9 Wwv5S3OsKgoEiQLD4UTzGuR2 3-4-9 6-2-7 - 9-0-0 11-11-8 34-9 2-9-14 2-9-14 2-11-3 • + Scale = 1:19.6 4x6 =. 3 ` • 3.50 12 ' 2x4 S 2x4 Z • 2 r - r 4• t * T LLI r 8.6+ 9 7x8 = 5x8 ' 7x8 = • � v r _ • 6-2-7 i 11-11-8 , • 6-2-7 5-9-1 Plate Offsets (X,Y): f1:0-0-0,0-2-01, fS:Edge,0-3-151. f6:0-4-0,0-4121 LOADING (psf) SPACING, 2-6-8 CSI - DEFL in (loc) I/deft Ud PLATES GRIP, TCLL 20.0 Plates Increase 1.15 TC 0.81 Vert(LL) 0.07 • 6 >999 240 MT20 220/195. ' TCDL 22.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.17 6 >806 180 BCLL 0.0 Rep Stress Incr ' NO WB 0.66 Horz(TL) : 0.05 5 n/a n/a BCDL 8.0 Code ISC2009/TPI2007 (Matrix) i Weight: 55 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF, No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. BOT CHORD 2x6 DF No.1 G BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. , WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Right: 2x4 DF Stud/Std , Installation guide. REACTIONS (Ib/size) 1=1470/0-5-8 (min. 0-1-9), 5=1372/Mechanical ' Max Horz 1=-43(LC 4) Max Uplift 1=-631(LC 5), 5=-591 (LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. + TOP CHORD 1-7=3284/1449, 2-7=-3195/1435, 2-3=-3166/1389, 3-4=-3157/1391, 4-5=3044/1351 ` ' BOT CHORD' 1-8=1337/2973, 6-8=-1337/2973, 6-9=-1197/2748, 5-9=-1197/2748 WEBS 3-6=646/1483, 4-6=158/411 tl • , NOTES ^ `i • t , •. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , -' will fit between the bottom chord and any other members. ` r 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. fi 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) pF ESS/ ' 1=631.5=591. i ' OQR �/�/� ' 8) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along �(, P\QI N IO the Bottom Chord, nonconcurrent with any other live loads. I\ '7 9) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. •�2 G)03 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 Ib down and 63 Ib up at 'aO 76428 7 1T 1-0-0 on top chord, and 1521 Ib down and 747 Ib up at 6-2-7 on bottom chord. The design/selection of such connection device(s) LU U tT ' is the responsibility of others.' p X 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * C EXP. 12/31/2016 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 CIVIL Uniform Loads Vert: 1(3=84, 3-5=-84,1-5=-1s " 19TH OF CAL Concentrated Loads (Ib) Vert: 6=-1521(F) 7=-155(F) 4 F '' May 13,2015 Job Truss Truss Type Qty Ply 7-15=-517/1207 LOADING (psf) SPACING 2-0-0 CSI R44474046 VEtARDE-TRE W -HIP Diagonal Hip Girder 1 1 Vert(LL) 0.04 8 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.28 Job Reference (optional) oxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:36 2015 Page 1 ID:P i nwSwTZugU97FfitGG 18GzEYl2-FTXyyW VwHP4Z7UPUHBgIT6ecUPJdPJ8re?zdOvzGuR 1 -1-5-0 4-11-3 9-5-12 1-5-0 4-11-3 Scale = 1:20.1 3x12 II 4 5 3x4 = 3x6 = 6 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 4-11-3 TOP CHORD 2-9=1283/477, 3-9=1210/483, 4-7=-413/283 4F-8 Plate Offsets MY): f4:0-3-15,Edge) 7-15=-517/1207 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.89 Vert(LL) 0.04 8 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.11 2-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.02 7 n/a n/a co � C BCDL 8.0 Code IBC2009/TPI2007 (Matrix) 0 %�42$ 2-9-8, 13 Ib down and 27 Ib up at 2-9-8, 52 Ib down and 75 Ib up at 5-7-7, 52 Ib down and 75 Ib up at 5-7-7, and 140 Ib down and Weight: 38 Ib FT = 20% LUMBER Q 0 BRACING EXP. 12/31/2016 TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins, BOT CHORD 2x4 DF No. 1&Btr G V TFOFCAL\ except end verticals. WEBS 2x4 DF Stud/Std G May 13,2015 BOT CHORD Rigid ceiling directly applied or 9-3-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ' REACTIONS (Ib/size) 7=821/Mechanical, 2=647/0-5-8 (min. 0-1-8) Max Horz 2=138(LC 4) Max Uplift 7=-373(LC 5), 2=-336(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=1283/477, 3-9=1210/483, 4-7=-413/283 BOT CHORD 2-12=-517/1207, 8-12=-517/1207, 8-13=-517/1207, 13-14=-517/1207, 14-15=-517/1207, 7-15=-517/1207 WEBS 3-7=1128/481 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) gOFESS/0 7=373,2=336, ' 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along �QQ N f N9` F� the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. co � C 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 Ib down and 27 Ib up at a m 0 %�42$ 2-9-8, 13 Ib down and 27 Ib up at 2-9-8, 52 Ib down and 75 Ib up at 5-7-7, 52 Ib down and 75 Ib up at 5-7-7, and 140 Ib down and Z ff1 134 Ib up at 8-4-5, and 142 Ib down and 140 Ib up at 8-5-6 on top chord, and 24 Ib down and 2 Ib up at 2-9-8, 24 Ib down and 2 Ib Q 0 ' up at 2-9-8, 38 Ib down at 5-7-7, 38 Ib down at 5-7-7, and 65 Ib down at 8-4-5, and 61 Ib down at 8-5-6 on bottom chord. The EXP. 12/31/2016 design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) StandardT9 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 V TFOFCAL\ May 13,2015 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02116/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component b @Ni 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Foxworth Galbraith, Yuma, AZ 85365 - •7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:36 2015 Page 2 I D: P 1 nwSwTZugU97FftlGG 18GzEY12-FTXyyWVwHP4Z7UPUHBgIT6ecUPJdPJBre?zdOvzGuR 1 LOAD CASE(S) Standard Uniform Loads (plf) ' Vert: 1-4-84, 4-5=-44, 2-6=-16 Concentrated Loads (lb) Vert: 9=53(F=27, B=27) 10=-105(F=-52, B=-52) 11=-282(F=-140, B=142) 12=1(F=1, 13=1) 13=-27(F=-13, B=-13) 15=-56(F=-29, B=-27) •1. Job Truss Truss Type Qty Ply 844474046 VELARDE-TRE WHIP Diagonal Hip Girder 1 1 Job Reference (optional) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 02/10/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 fabrication, quality control.'storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Foxworth Galbraith, Yuma, AZ 85365 - •7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:36 2015 Page 2 I D: P 1 nwSwTZugU97FftlGG 18GzEY12-FTXyyWVwHP4Z7UPUHBgIT6ecUPJdPJBre?zdOvzGuR 1 LOAD CASE(S) Standard Uniform Loads (plf) ' Vert: 1-4-84, 4-5=-44, 2-6=-16 Concentrated Loads (lb) Vert: 9=53(F=27, B=27) 10=-105(F=-52, B=-52) 11=-282(F=-140, B=142) 12=1(F=1, 13=1) 13=-27(F=-13, B=-13) 15=-56(F=-29, B=-27) •1. Job Truss Truss Type Qty Ply 844474046 VELARDE-TRE WHIP Diagonal Hip Girder 1 1 Job Reference (optional) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 02/10/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 fabrication, quality control.'storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply 4 ' S ' - R44474047 VELARDE-TRE X Special Truss 2 1 7 62x4 II 2x4 = Job Reference o tional Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:36 2015 Page 1 ID:P 1 nwSwTZugU97FfitGG 18GzEYl2-FTXyyW,VwHP4Z7UPUHBgIT6eo2PMuPP?re?zdOvzGuR 1 -1-0-0 3-0-0 6-0-0 7-0-0 r - ' 1.0 ' - 3-0-0 3-0-0 1 Scale = 1:15.3 4 a rl rt 4X4 = 3.50 12 3 p ' Max Uplift 2=-201(LC 5), 4=-201(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. rTOP CHORD 2-3=377/83, 3-4=-377/82 BOT CHORD 2-7=43/308, 6-7=-43/308, 6-8=-43/308, 4-8=43/308 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint's) except (jt=1b) 2=201,4=201. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q?,pF ESS/ON N 10 yF�F2c 76428 z m v � EXP.1;31/2016 m " :OFCA�04F May 13,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 07/1572015 BEFORE USE. r Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. �• Applicability of design parameters 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 B the responsibility 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/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane • Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 } 2 • 4 ' S 8 7 62x4 II 2x4 = 2x4 t i 3-0-0 ' 3-M 3-M LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES +. GRIP TCLL 20.0 Plates Increase 1.15 - TC 0.09 Vert(LL) -0.00 6 >999 240 MT20 220/195 ' TCDL 22.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.05 Horz(TL)0.00 4 n/a n/a BCDL 8.0 ' Code IBC2009lrP12007 (Matrix) Weight: 21 Ib . FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gu REACTIONS (Ib/size) 2=384/0-5-8 (min. 0-1-8), 4=384/0-5-8 (min. 0-1-8) Max Horz 2=-30(LC 4) ' Max Uplift 2=-201(LC 5), 4=-201(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. rTOP CHORD 2-3=377/83, 3-4=-377/82 BOT CHORD 2-7=43/308, 6-7=-43/308, 6-8=-43/308, 4-8=43/308 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint's) except (jt=1b) 2=201,4=201. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q?,pF ESS/ON N 10 yF�F2c 76428 z m v � EXP.1;31/2016 m " :OFCA�04F May 13,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 07/1572015 BEFORE USE. r Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. �• Applicability of design parameters 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 B the responsibility 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/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane • Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Pty (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase , 1.15 TC 0.06 R44474048 VELARDE-TRE x1 Jack -Open Truss 8 1 BC 0.02 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) Foxvmrtn GfilDraitn, Yuma, AL 65355 /.350 s Sep Z1 Zolz Mitek Industnes, Inc. Wed May 13 12:06:37 2015 Page 1 ID:P1nwSwTZugU97FfilGG18GzEY12-kf5K9sWY2iCQkezgruB ?KAz9pjo8sz?MAZMzGuRO -1-0-0 -0- t-11-11 ,10 1-11-11 0 5 2x4 = 1-11-11 1-11-11 Scale: 1.5"=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase , 1.15 TC 0.06 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES. WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 7 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • 4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gu' e REACTIONS (Ib/size) 2=210/0-5-8 (min. 0-1-8), 3=57/Mechanical, 6=17/Mechanical Max Hoa 2=59(LC 3) Max Uplift 2=-134(LC 3), 3=-38(LC 3) Max Grav 2=21O(LC 1), 3=57(LC 1), 6=42(LC 10) t FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=134. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QgpFESS/p� ��k�Q�p�N10 yF�Fyc �2 2 CD 7F428 z m v � EXP.12/31/2016 * i i I �r , CVIll- :_ OF CAL May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7479 rev. OV161201 S BEFORE USE. Design valid for use only with NLTek connew connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 Welk'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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Pty 20.0 Plates Increase 1.15 TC 0.10 TCDL . 22.0 R44474049 VELARDE-TRE X -GT Special Truss 2 1 NO WB 0.12 BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:38 2015 Page 1 ID:P 1 nwSwTZugU97FfitGG 18GzEY12-CseiNC WApOKHMnYtObiDYXj8JD 11tIN86JSk5ozGuR? -1-0-03-M 6-M 7-0-0 1-0-0 3-0-0 3-0-0 1-0-0 Scale = 1:15.3 04 = 3.50 12 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.10 TCDL . 22.0 Lumber Increase 1.15 BC 0.13 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 BCDL 8.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x6 DF No.1 G WEBS 2x4 DF Stud/Std G REACTIONS (Ib/size) 2=494/0-5-8 (min. 0-1-8), 4=494/0-5-8 (min. 0-1-8) Max Horz 2=33(LC 3) Max Uplift 2=-259(LC 5), 4=-259(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=656/234, 3-4=-656/232 BOT CHORD 2-7=185/578, 6-7=-185/578, 6-8=-185/578, 4-8=185/578 WEBS 3-6=66/290 DEFL in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.01 6 >999 240 MT20 220/195 Vert(TL) -0.02 6 >999 180 Horz(TL) 0.01 4 n/a n/a Weight: 26 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=259,4=259. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ib down and 115 Ib up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ' 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=84, 3-5=-84, 2-4=-16 Concentrated Loads (lb) Vert: 6=-221(F) CgOF ESS/0N �pSNlO yF�Fyc LU 76428 z v X EXP. 12/31/2016 ,FOF 1�6 May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16Y2015 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 parameters 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and SCSI Sullding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 r.lt­ Helahts rA A-57 Job Truss Truss Type Qty Ply R-6 LOADING (psf) SPACING 2-0-0 CSI R44474050 VELARDE-TRE X -HIP Diagonal Hip Girder 4 1 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 2-6 >999 240 Jab Reference (optional) roxwonn uaiorann, Tuma, / oasoa I_= s bep zr 2u1z MI I ex Inaustnes, Inc. 9vea May 13 12:015:36 Z01b Page 1 ID:P t nwSwTZugU97FfitGG 18GzEY12-CseiNC WApOKHMnYtObiDYXj6pD2TtJC86JSk5ozGuR? -1-5-0 4-2- 1-5-0 4.2-3 Scale = 1:10.7 2x4 II 3 3x4 = 2x4 II a LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS (Ib/size) 6=126/Mechanical, 2=347/0-7-6 (min. 0-1-8) Max Horz 2=68(LC 4) Max Uplift 6=-48(LC 4), 2=224(1_C 3) Max Grav 6=153(LC 10), 2=347(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. 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. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=224. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 Ib down and 27 Ib up at 2-9-8, and 13 Ib down and 27 Ib up at 2-9-8 on top chord, and 26 Ib down at 2-9-8, and 26 Ib down at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) r Vert: 1-3=84, 3-4=44, 2-5=-16 Concentrated Loads (lb) Vert: 7=53(F=27, B=27) 9=3(F=-1, B=-1) QgpF ESS/0�V N10 LU 76428 v * iXP. 12/31/2016 CIVIL TFOFCAL May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7479 rev. 02116,2015 BEFORE USE. Design valid for use only with m7ek connectors. This design 6 based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component B 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 Mire k' 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 4-1-13 R-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase' 1.15 BC 0.12 Vert(TL) -0.04 2-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 - Horz(TL) 0.00 6 n/a n/a BCDL 8.0 Code IBC2009lrP12007 (Matrix) Weight: 15 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS (Ib/size) 6=126/Mechanical, 2=347/0-7-6 (min. 0-1-8) Max Horz 2=68(LC 4) Max Uplift 6=-48(LC 4), 2=224(1_C 3) Max Grav 6=153(LC 10), 2=347(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. 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. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=224. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 Ib down and 27 Ib up at 2-9-8, and 13 Ib down and 27 Ib up at 2-9-8 on top chord, and 26 Ib down at 2-9-8, and 26 Ib down at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) r Vert: 1-3=84, 3-4=44, 2-5=-16 Concentrated Loads (lb) Vert: 7=53(F=27, B=27) 9=3(F=-1, B=-1) QgpF ESS/0�V N10 LU 76428 v * iXP. 12/31/2016 CIVIL TFOFCAL May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7479 rev. 02116,2015 BEFORE USE. Design valid for use only with m7ek connectors. This design 6 based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component B 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 Mire k' 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udefl Ud • R44474051 VELARDE-TRE Y1 -GT Diagonal Hip Girder 2 1 8 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.15 Job Reference (optional) toxwonn Gamrann, Yuma, AL ab3ab /.3bu s Sep z / zul z MI t eK industries, Inc. wea May 13 tz:ua:39 zulb Page 1 1 D: P1 nwSwTZugU97FfitGG 18GzEY12-g2C4aYXoaKS8_x73yJDS41GJxdNJcIVHKzBHdEzGuR_ -1-0-2 3-3-14 6-5-3 1-0-2 3-3-14 3-1-5 1 1 1 1 � 1 2x4 11 Scale= 1:14.9 4 5 3x4 = 04 =6 REACTIONS (Ib/size) 7=683/Mechanical, 2=443/0-5-8 (min. 0-1-8) Max Horz 2=134(LC 4) Max Uplift 7=-298(LC 5), 2=-235(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-567/196, 4-7=-422/194 BOT CHORD 2-9=206/497, 8-9=-206/497,8-10=-206/497, 7-10=-206/497 WEBS 3-7=529/251 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except fjt=lb) 7=298,2=235. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 310 Ib down and 157 Ib up at 6-5-3 on top chord, and 100 Ib down and 64 Ib up at 4-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=84, 4-5=-44, 2-6=-16 Concentrated Loads (lb) Vert: 4=-310 10=100(6) D 4gp'F�SS/pM � ro() 1Mi yF�F2c U v 76428 arn rn EXR 12/31/2016 ij) May 13,2015 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters 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 stabirity 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 3-3-14 3-1-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.11 Vert(LL) 0.01 8 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.02 8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 7 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 31 to FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 DF No.1 G except end verticals. WEBS 2x4 DF Stud/Std G 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 (Ib/size) 7=683/Mechanical, 2=443/0-5-8 (min. 0-1-8) Max Horz 2=134(LC 4) Max Uplift 7=-298(LC 5), 2=-235(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-567/196, 4-7=-422/194 BOT CHORD 2-9=206/497, 8-9=-206/497,8-10=-206/497, 7-10=-206/497 WEBS 3-7=529/251 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except fjt=lb) 7=298,2=235. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 310 Ib down and 157 Ib up at 6-5-3 on top chord, and 100 Ib down and 64 Ib up at 4-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=84, 4-5=-44, 2-6=-16 Concentrated Loads (lb) Vert: 4=-310 10=100(6) D 4gp'F�SS/pM � ro() 1Mi yF�F2c U v 76428 arn rn EXR 12/31/2016 ij) May 13,2015 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters 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 stabirity 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 k Job Truss Truss Type Qty Ply DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.02 Vert(LL) -0.00 5 >999 240 R44474052 VELARDE-TRE Y2 -GT Special Truss 4 1 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 4 n/a n/a ' BCDL 8.0 Job Reference (optional) Fox nn Gaidraitn, Yuma, AZ 85365 r.350 s Sep 2 r 2012 Nit ek industries, Inc. Wed May 13 12:05:40 2015 Page 1 I D:P1 nwSwTZugU97FfitGG 18GzEY12-8EmSnuYQLda?b5iF WOlhdyoV601ULDLRZdxg8gzGuOz t 1-5-5 2.7.6 1-5-5 1-2-2 t 2x4 I I 3x4 = 3 2x4 I I Scale = 1:8.6 � 2 6 4x4 = 4 4x4 = ' 5 1-5-5 1-2-2 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.02 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 4 n/a n/a ' BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 13 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins, BOT CHORD 2x6 OF No.1 G except end verticals. ' WEBS 2x4 OF Stud/Std G 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 Installationguide. REACTIONS (Ib/size) 5=116/Mechanical, 4=116/Mechanical Max Harz 5=46(LC 4) Max Uplift 5=-55(LC 3), 4=55(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber 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 100 Ib uplift at joint(s) 5, 4. ' 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. P?,OT FESS/04q LOAD CASE(S) Standard S/04q co Co 764280 M * EXP.1 31/201£ s� CIV)L ' OFCALF May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only v ith MITek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 R44474053 VELARDE-TRE Y3 Common Truss 4 1 . ' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 6 n/a n/a Job Reference (option al roxvmnn umoralm, Yuma, Nc 054a5 /.35u s sep Z/ 2012 MI I ek industries, Inc. wed May 13 12:06:40 2015 Page 1 F I D:P 1 nwSwTZ6gU97FfitGG 18GzEY12-8EmSnuYQLda?b5iF WOlhdyoS00jgLDiRZdxg6gzGuQz -1-0-0 4-11-7 i61-3-14 1-0-0 4-11-7 -4-7 0 4 2X4 = Scale = 1:14.2 e 4 N 5-0-3 Plate Offsets (X,Y): 13:0-8-7,Edcle1.16:0-2-0,0-0-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.02 2-5 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.05 2-5 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 20 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins, ' BOT CHORD 2x4 DF No. I&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std G Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=329/0-5-8 (min. 0-1-8), 6=36310-1-8 (min. 0-1-8) Max Horz 2=138(LC 4) Max Uplift 2=-175(LC 3), 6=-167(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD 3-6=316/186 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 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 bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joints) 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=175.6=167. 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, live loads. QR°FESS/0N N I0 nonconcurrent with any other 9) "Semi-rigid including heels" Member fixity in the �!`OQ`OT L��� ` '7 2 pitchbreaks end model was used analysis and design of this truss. /a C CO �� LOAD CASE(S) Standard O� Z LUv 76428 z m 0 � EXP. 12131/2016 * CIVI\ 9rF0FCAL May 13,2015 ® WARNING - Verily design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters 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 responsiblliy, 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/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply in (loc) I/deft Ud TCLL' 20.0 Plates Increase R44474054 VELARDE-TRE Y4 Jack -Open Truss 8 1 240 TCDL 22.0 Lumber Increase 1.15 BC 0.13 Vert(TL) Job Reference (optional) rOXN9nn GalDralm, Tuma, AC 6730* /.3bu s Sep z/ zulz MI I eX Industnes, Inc. wed May 13 12:06:41 201b Page 1 ID:P1nwSwTZugU97FfitGG18GzEY12-cRKREZ35xisDFHR4kGwAALc Q324gyaoHgOh7zGuOy -1-0-0 4-9-11 6-1-15 1 T1_ 4-9-11 1-47 Scale= 1:14.2 2X4 = LOADING (psf] SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL' 20.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.02 2-5 >999 240 TCDL 22.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.05 2-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 6 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G ' BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF No. t&Btr G OTHERS 2x4 DF No. 1&Btr G REACTIONS (Ib/size) 2=322/0-5-8 (min. 0-1-8),6=354/0-1-10 (min. 0-1-8) Max Horz 2=135(LC 4) Max Uplift 2=-173(LC 3), 6=-164(LC 4) PLATES GRIP MT20 220/195 Weight: 19 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins, except end verticals. 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. FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=307/182 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 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 bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except O=1b) 2=173.6=164. Q?,pFESS/OM 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along ��OP\0T N' the Bottom Chord, nonconcurrent with any other live loads. `` 0 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � ,n�1, LOAD CASE(S) Standard W C110 76428 "r7 m EXP. ]22131/201{ vl `�e0 May 13,2015 A WARNING - Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02(16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing 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 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 4 N Job Truss Truss Type QtyPly 844474055 VELARDE-TRE Y -GT Common Truss 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:42 2015 Page 1 I D:P1 nwSwTZugU97FfitGG 18GzEY12-4duDCaahsFgjrPsedRn9iNueBgFGpyekl xQxDZzGuQx 3-9-9 6-5-15 9-2-5 12-11-14 13.11-15 1-0-1 3-9-9 2 8 6 2 8� 3-9-9 1-0-1 Scale = 1:24.3 6x10 = 2x4 II 10x10 = 2x4 II Id 3.9-9 2-8.6 - 3-9-9 l Plate Offsets (X,Y): f2:0-5-7,Edgel, f6:0-5-7,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.81 Vert(LL) 0.18 8-9 >822 240 MT20 137/130 ' TCDL 22.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.48 8-9 >310 180 M18SHS 137/130 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(TL) 0.10 6 n/a n/a BCDL 8.0 Code IBC2009lrP12007 (Matrix) Weight: 64 Ib FT = 20% LUMBER BRACING ' TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-8-11 oc purlins. BOT CHORD 1.5X5.5 LP LVL 310OFb 2.0E BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 2x4 DF Stud/Std G 'Except* MiTek recommends that Stabilizers and required cross bracing 4-9: 2x4 DF No.2 G be installed during truss erection, in accordance with Stabilizer Installation guide. ' REACTIONS (Ib/size) 2=2892/0-5-8 (min. 0-2-9), 6=2701/0-5-8 (min. 0-2-6) Max Horz 2=54(LC 3) Max Uplift 2=-11198(LC 5), 6=-1121(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=7570/2948, 3-4=-6895/2722, 4-5=-6896/2722, 5-6=-7222/2809 BOT CHORD 2-11=-2781/7131, 10-11=-2781!7131, 10-12=2781/7131, 9-12=-2781/7131, 9 -13=-2599/6799,8-13=-2599/6799,8-14=-2599/6799,6-14=-2599/6799 WEBS 4-9=1377/3520, 5-8=-57/272, 3-9=-604/266, 3.10=-161/514 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 49 ROF ESS/04/ 2=1198,6=112i. !`9! ' 8) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along �\ OI N IO the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C -D _ 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1063 Ib down and 432 Ib up at is 0 76428 rn 6-5-15, 1063 Ib down and 432 Ib up at 6-5-15, 500 Ib down and 203 Ib up at 4-0-0, 500 Ib down and 203 Ib up at 4-0-0, and 500 Ib Z M down and 203 lb up at 8-0-0, and 500 Ib down and 203 Ib up at 8-0-0 on bottom chord. The design/selection of such connection Z7 device(s) is the responsibility of others. EXP. 12131/2016 11) 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 civil- Reu ' 1) Unfolrm Loads (p��crease=1.15, Plate Increase=1.15 T�TFOFCAU Vert: 14=84, 4-7=-84, 2-6=-16 May 13,2015 WARNING - Verrry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02(1&7015 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 parameters 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 WOWerector. 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 ANSUIPll Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 r.Hn,q HA'Qhtq rA -qr7 Job Truss Truss Type Qty Ply 844474055 VEIARDE-TRE Y -G7 Common Truss 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:42 2015 Page 2 ID:P1nwSwTZugU97FfitGGl8GzEY12-4duDCaahsFgjrPsedRn9iNueBgFGpyeklxQxDZzGuQx Job Truss Truss Type Qty Ply 844474055 VEIARDE-TRE Y -G7 Common Truss 1 1 Job Reference (optional) LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-2126(F=1063, B=-1063) 10=-1000(F=-500, B=500) 13=-1000(F=500, B=-500) r 1 t D ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev. 02/10/2015 BEFORE USE. Design valid for use only w4th MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. �� Applicability of design parameters and proper incorporation of component k responsibility of building designer - not truss designer. Bracing shown is For loteral 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 - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, D5B-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply LOADING (psf) SPACING 3-0-0 CSI DEFL in floc) I/deft Lid PLATES GRIP 844474056 VELARDE-TRE zi COMMON TRUSS 1 2 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:43 2015 Page 1 I D:P1 nwSwTZugU97FfitGG 18GzEY12-YpSbQwaJdYyZSZRgB910FbQx9EhZYXftFb9VI?zGuQw -1-0-0 5-1-9 9-9-0 14-4-7 19-6-0, 11-0 5-1-9 4.7-7 4-7-7 5-1-9 Scale = 1:33.8 4x4 = 3x4 = 2x4 II 3x10 = 2x4 11 3x4 = L, 5-1-9 9-9-0 14-4-7 19-" ' 5-1-9 4-7-7 4-7-7 5-1-9 Plate Offsets (X,Y): [2:0-1-13,0-1-81.[6:0-1-13,0-1-81 LOADING (psf) SPACING 3-0-0 CSI DEFL in floc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) 0.07 8-9 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.20 8-9 >999 180 ' BCLL 0.0 Rep Stress Incr NO WE 0.18 Horz(TL) 0.06 6 n/a n/a BCDL 8.0 Code IBC2009/TP12007 (Matrix) Weight: 153 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2x4 DF No. I&Btr G (Switched from sheeted: Spacing > 2-8-0). WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=1423/0-5-8 (min. 0-1-8),2=1594/0-5-8 (min. 0-1-8) Max Horz 2=113(LC 3) Max Uplift 6=-504(LC 6), 2=-654(LC 5) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3498/1156, 3-4=-2495/839, 4-5=-2496/829, 5-6>3519/1204 BOT CHORD 2-10=-1092/3227, 9-10=-1092/3227, 9-11=-1092/3227.8-11=-1092/3227, 8-12=-1059/3271, 7-12=-1059/3271, 7-13=-1059/3271, 6-13=-1059/3271 WEBS 4-8=209/812, 5-8=-1077/538, 5-7=0/264,3-8=-1030/493,3-9=0/259 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ESS/0 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide RQF Q N ��� will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the lumber members. ��,� I Ni 10 ` r7 green 8) Provide co mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=504.2=654. _R) 9) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid and at all U 76428 R' panels panel points along LU Z the Bottom Chord, nonconcurrent with any other live loads. p 10) "Semi-rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. EXP. 12/31/2016 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 'OFC May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02118/2015 BEFORE USE. Design valid for use only vAth M7ek connectors. This design is based only upon parameters shown. and is for an individual building component. � Applicability of design parameters 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 WOW 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 R44474057 VELARDE-TRE Z2 Jack -Open Truss 3 1 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.28 Job Reference (optional) r0x VM uMQMim, Tuma, n aD3DD r.sDu s sep z Lu12 MII ex mousmes, Inc. vveo May 13 12:ua:44 ZU1D rage 1 I D: P1 nwSwTZugU97FfitGG I8GzEY12-OOOzdFbxOs5Q4i001spdnoz_ve1 L HOiOUFv2 H SzGu Qv 1-0-0 7-3-0 1-0-0 7-3-0 2x4 = Scale = 1:15.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.11 2-4 >763 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.28 2-4 >293 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IBC2009/TP12007 (Matrix) Weight: 22 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD REACTIONS (Ib/size) 3=283/Mechanical, 2=464/0-5-8 (min. 0-1-8),4=56/Mechanical Max Harz 2=153(LC 3) Max Uplift 3=-189(LC 3), 2=-223(LC 3) Max Grav 3=283(LC 1), 2=464(LC 1), 4=125(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins 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. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 3=189,2=223. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q?,pF ESS10N ��P�pS N 10 y�� �cyc LU 2 2 76428 z m v * � EXP.1213112016 CIVIC TFOFCAL�F May 13,2015 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7479 rev. 02/10/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component.®�• Applicability of design parameters 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 responsibilliN of the M iTe k' 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, OSB -89 and BCSI Buflding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply . WEBS 4-5=1219/527, 4-6=565/1325. y 1 6 5 .. 7x8 = 3x6 II l Foxworth Galbraith, Yuma, AZ 85365 - 1) Unbalanced roof live loads have been considered for this design. w 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:44 2015 Page 1 VELARDE-TRE ZZ -GT Jack -Open Truss ID: P1 nwSwTZugU97FfitGG 18GzEY12-OOOzdFbxOs5Q4i00lspdnoz00eOEHtZOUFv2HSzGuQv -1-0-0 3-0-9 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 6-0-0 J 7-3-0 1-0-0 3-0-9 DEFL in 2.5-7 , 1-3-0 PLATES. • GRIP TCLL 20.0 Plates Increase 1.15 - Vert(LL) 0.03 a Scale = 1:15.8 '. TCDL . 22.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.09 . 4x4 =. t ' BCLL 0.0 '. Rep Stress Incr NO � • 5x5 = ' BCDL 8.0 Code IBC2009/fP12007t (Matrix) . 3 4. Job Truss Truss Type Qty Ply . WEBS 4-5=1219/527, 4-6=565/1325. y 1 6 5 .. 7x8 = 3x6 II l - 3-6-9 1) Unbalanced roof live loads have been considered for this design. w d Rgaa7a05B VELARDE-TRE ZZ -GT Jack -Open Truss 1 1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - CSI DEFL in Job Reference (optional) ' - .. 2 • 3.50 12 7` i 8 9 10 r 'C r ' 3x4 = � . WEBS 4-5=1219/527, 4-6=565/1325. y 1 6 5 .. 7x8 = 3x6 II l - 3-6-9 1) Unbalanced roof live loads have been considered for this design. w 6-M 7-3-0 ' 3-0-9 � 2-5-7 1-3-0 Plate Offsets (X,Y): f6:0-3-9,0-4-121 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOADING (psf) SPACING 2-0-0 CSI DEFL in ' (loc) , Udefl Ud PLATES. • GRIP TCLL 20.0 Plates Increase 1.15 TC 0.64 Vert(LL) 0.03 2-6 >999 240 MT20 220/195 TCDL . 22.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.09 2-6 >912, 180B t ' BCLL 0.0 '. Rep Stress Incr NO W 0.59 Horz(TL) 0.01 5 n/a n/a M 'X BCDL 8.0 Code IBC2009/fP12007t (Matrix) * Weight: 34 Ib FT = 20% LUMBER 1) Regular: Lumber Increase=1.15, Plate Increase=l .15 BRACING i TOP CHORD 2x4 DF No.18Btf G Vert 13I 84, 3-4=-84, 2-5=-16 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing ` be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=67310-5-8 (min. 0-1-8), 5=798/Mechanical ' Max Horz 2=134(LC 3) Max Uplift 2=-333(LC 3), 5=-372(LC 3) -. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when' shown. TOP CHORD 2-3=728/235, 3-4=-614/262 ' ' BOT CHORD 2-7=270/621, 7-8=-270/621, 8-9=-270/621, 6-9=270/621 = WEBS 4-5=1219/527, 4-6=565/1325. y NOTES - 1) Unbalanced roof live loads have been considered for this design. w ' 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL-6.Opsf; BCDL=4.8psf; h=25ft; 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 3) Provide adequate drainage to prevent water ponding. + 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 6) A plate rating reduction of 20% has been applied for the green lumber members. - 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) RQF ES$/o 2=333,5=372, 9) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along �QQ T N N,9� \Q 0 the Bottom Chord, nonconcurrent with any other live loads. + 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis design this truss. ��� and of 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 424 Ib down and 208 Ib up at 4-6-12, Ib C7 7642$ y m LU Z. and 253 down and 122 Ib up at 5-7-0 on bottom chord. The design/selection of such connection device(s) is the _ . I M 'X responsibility of others. ' 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q 0' EXP. 12131/2 6� * LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=l .15 ' Uniform Loads ' ` �rFOFCAL�F����P Vert 13I 84, 3-4=-84, 2-5=-16 • r' May 13,2015 WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 02/4201S BEFORE USE. -• Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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 responsibilrity 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/TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate tnstitute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. - Suite 109 Job Truss Truss Type Qty Ply 844474058 VELARDE-TRE Z2 -G7 Jack -Open Truss 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-424(8) 9=-253(B) T /.350 s Sep z / 2012 MI I ex Intlusme5, Inc. wed May 13 12:06:44 2015 Page 2 ID:P1nwSwTZugU97FfitGG18GzEY12-000zdFbxOs5Q4i001spdnoz0OeOEHLZOUFv2HSzGuQv ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 02(16/2015 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shovm, and is for an individual building component. Applicability of design parameters 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 fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type City Ply SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 R44474059 VELARDE-TRE Z3 Jack -Open Truss 1 1 Rep Stress Incr YES WB 0.00 ' BCDL 8.0 Code IBC2009/TP12007 (Matrix) Job Reference (optional) roxwonn �aioraim, Tuma, nc 00o00 r.aau s sep z i zui z mi l eK mausmes, Inc. vvea May a 11:ab:40zut 0 rage I I D:P1 nwSwTZugU97FfitGG 18GzEY12-VCaLrbcZ9ADHisbDJaKsKOWCf10pOTxAjuebquzGuOu -1-0-0 6-5-11 ' 1-M ' 6-5-11 I H 1 2x4 = 4 REACTIONS (Ib/size) 3=249/Mechanical, 2=427/0-5-8 (min. 0-1-8), 4=49/Mechanical Max Horz 2=139(LC 3) Max Uplift 3=-166(LC 3), 2=-21O(LC 3) Max Grav 3=249(LC 1), 2=427(LC 1), 4=111(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.07 2-4 >999 240 MT20 220/195 Vert(TL) -0.18 2-4 >419 180 Horz(TL) -0.00 3 n/a n/a Scale = 1:14.3 Weight: 20 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during_ truss erection, in accordance with Stabilizer Installation e NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 3=166,2=210. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QROFESS/0N �y��Fyc P2 y 7$428 z m v X 0-M OFCAV! May 13,2015 ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 0211611015 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 parameters 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate tnstitute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.61 TCDL 22.0 Lumber Increase 1.15 BC 0.27 8CLL0.0 Rep Stress Incr YES WB 0.00 ' BCDL 8.0 Code IBC2009/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.l&Btr G ' BOT CHORD 2x4 DF No. 1&Btr G REACTIONS (Ib/size) 3=249/Mechanical, 2=427/0-5-8 (min. 0-1-8), 4=49/Mechanical Max Horz 2=139(LC 3) Max Uplift 3=-166(LC 3), 2=-21O(LC 3) Max Grav 3=249(LC 1), 2=427(LC 1), 4=111(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.07 2-4 >999 240 MT20 220/195 Vert(TL) -0.18 2-4 >419 180 Horz(TL) -0.00 3 n/a n/a Scale = 1:14.3 Weight: 20 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during_ truss erection, in accordance with Stabilizer Installation e NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 3=166,2=210. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QROFESS/0N �y��Fyc P2 y 7$428 z m v X 0-M OFCAV! May 13,2015 ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 0211611015 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 parameters 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate tnstitute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply 3 6-5-11 R44474060 VELARDE-TRE Z3A Jack -Open Truss 1 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in Job Reference (optional) roxwonn �aiorann, Tuma, nc easoa /.sou s bep z t zui z mi i eK mausmes, mc. wed may iJ iz:ub:40zutu Paget I D:P1 nwSwTZugU97FfitGG 18GzEY12-VCaLrbr-Z9ADHisbDJaKsKO WBpt OpOTxAjuebquzGuQu 6-5-11 6-5-11 Scale = 1:14.3 REACTIONS (Ib/size) 1=309/0-5-8 (min. 0-1-8), 2=260/Mechanical, 3=49/Mechanical Max Horz 1=126(LC 3) Max Uplift 1=-105(LC 3), 2=-176(LC 3) Max Grav 1=309(LC 1), 2=260(LC 1), 3=111(LC 2) e FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 a6y other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 6t=1b) 1=105,2=176. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QgpFESS/ON T N Ip tiF�Ftic 7642$ z m v' EXR !;31/2016 * iii � \5 OF May 13,2015 ® WARNING - Vwiy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7471 rev. 01/1 612 01 5 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 parameters 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 Welk'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/TPll Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. suite 109 2X4 = 3 6-5-11 6-5-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.07 1-3 >999 240 MT20 220/195 TCOL 22.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.18 1-3 >419 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 - 2 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 18 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-5-11 oc purlins. BOT CHORD 2x4 DF No. I&Btr G 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 e REACTIONS (Ib/size) 1=309/0-5-8 (min. 0-1-8), 2=260/Mechanical, 3=49/Mechanical Max Horz 1=126(LC 3) Max Uplift 1=-105(LC 3), 2=-176(LC 3) Max Grav 1=309(LC 1), 2=260(LC 1), 3=111(LC 2) e FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 a6y other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 6t=1b) 1=105,2=176. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QgpFESS/ON T N Ip tiF�Ftic 7642$ z m v' EXR !;31/2016 * iii � \5 OF May 13,2015 ® WARNING - Vwiy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7471 rev. 01/1 612 01 5 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 parameters 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 Welk'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/TPll Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. suite 109 Job Truss Truss Type Qty Ply in floc) I/deft Ud TCLL 20.0 Plates Increase - R44474061 VELARDE-TRE Z4 Jack -Open Truss 2 1 240 TCDL 22.0 Lumber Increase 1.15 BC 0.07 Vert(TL) Job Reference (optional) roxwonn .—ran., r uma, he a " 1 I.JJO s bep Z I Z01Z MI I eK Inauslnes, Inc. Wea May 13 12:06:46 Z01 S Page 1 ID:P1nwSwTZugU97FfitGG18GzEY12-zO7k2xdBwTL8JOAPsHr5tD2U8Rn9lwBJxY09MKzGuOt 3-5-0 3-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud TCLL 20.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 1-4 >999 240 TCDL 22.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.02 1-4 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 8.0 Code IBC2009/TPI2007 (Matrix) ����G Q,\Q� co 50 LU 76428 m LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD SLIDER Left 2x6 DF No.1 -G 1-9-14 Scale = 1:11.6 PLATES GRIP MT20 220/195 Weight: 14 Ib FT = 20% Structural wood sheathing directly applied or 3-5-0 oc purlins 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 (Ib/size) 1=168/0-7-0 (min. 0-1-8), 3=141/Mechanical, 4=27/Mechanical Max Horz 1=90(LC 3) Max Uplift 1=-49(LC 3), 3=103(LC 3) Max Grav 1=168(LC 1), 3=141(LC 1), 4=60(LC 2) , FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES ' 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 3=103. 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ESS/04/ LOAD CASE(S) StandardN OQRQF �0 L���Z ����G Q,\Q� co 50 LU 76428 m EXP. 12/31/2016 r Tqr civ( r FOFCAL May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02114112015 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 parameters 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply DEFL in (loc) I/defl Lid GRIP TCLL 20.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.05 2-4 >999 240 R44474062 VELARDE-TRE Z5 Jack -Open Truss 1 1 - Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a SCOL 8.0 Job Reference (optional) rOx nn �algralm, Tuma, nz 00403 1.43u s bep zt zuiz mI I eK mausines, Inc. wed May 141Z:u3:43 2u13 vage l I D:P 1 nwSwTZugU97FfitGG 18GzEY12-zO7k2xdBwTL8JOAPsHr5tD2PJRlgtwBJxYO9MKzGuOt -1-0-0 5-6-4 6-0-0 1-0-0 5-6-4 0-5.12 2x4 II 3 2x4 = 2x4 II Scale = 1:14.2 IA d 3-1-4 2-10-12 2-10-12 LOADING (p sf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid GRIP TCLL 20.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.05 2-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.12 24 >557 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a SCOL 8.0 Code IBC2009lrP12007 (Matrix) Weight: 21 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.l &Bir G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1 &Blf G except end verticals. ' WEBS 2x4 DF No. t&Btr G 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 (Ib/size) 2=400/0-5-8 (min. 0-1-8),4=269/Mechanical ' Max Horz 2=129(LC 4) Max Uplift 2=-212(LC 3), 4=-113(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 4=113. ' h This truss 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard O�gOfESS/pN�` �2G ' �4-COp�NIO h� ' 2 IU 7042$ z m v ' EI(P.1213112015 T'9l CIVIL ' �OFCAL - May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02/15/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters 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 Welk'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 Cdteda, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Cit— H,inhN CA ASSin Job Truss Truss Type Qty Ply PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.30 Vert(LL) 0.03 2-6 >999 240 R44474063 VELARDE-TRE Z5 -GT Jack -Open Truss 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.00 5 n/a n/a Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:47 2015 Page 1 I D:P1 nwSwTZugU97FfitGG 18GzEY12-Rbh6FHdphnT?xAkbQ_NKPRbd 12UUJgTAC7iumzGuQs 412-0 6-0-0 412-0 112-0 1 I; 4x4 = 3x4 = 2x4 = 2x4 II Scale= 1:13.5 LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.30 Vert(LL) 0.03 2-6 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.11 2-6 >627 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.00 5 n/a n/a BCDL 8.0 Code IBC2009rrP12007 , (Matrix) N10 10) "Semi-rigid including heels" Member fixity in the Weight: 24 Ib FT = 20% LUMBER A. BRACING C-3 O� TOP CHORD 2x4 DF No.1 &Btr G C 75428 y m LU TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 MiTek recommends that Stabilizers and required cross bracing Uniform Loads (plf) Vert: 1-3=84, 3-4=-84, 2-5=-16 T VIL �TFOFCAL� Concentrated Loads (lb) be installed during truss erection, in accordance with Stabilizer Vert: 7=-162(F) 9=-174(F) Installation de REACTIONS (Ib/size) 2=565/0-5-8 (min. 0-1-8),5=440/Mechanical Max Horz 2=105(LC 3) Max Uplift 2=-287(LC 3), 5=-199(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=518/155, 3-4=-422/174 BOT CHORD 2-7=182/430,7-8=-182/430,8-9=-182/430, 6-9=182/430 WEBS 4-5=573/246, 4-6=-275/668 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) this ESS/OLN'q! trusshas 9) This truss has been designed for a moving concentrated load of 25.0112 dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. N10 10) "Semi-rigid including heels" Member fixity in the ��OQRpF �� �C pitchbreaks end model was used analysis and design of this truss. A. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 166 Ib down and 76 Ib up at C-3 O� 2-0-12, and 174 Ib down and 86 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the C 75428 y m LU responsibility of others. v, 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). & EXR 12/31/20165 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=84, 3-4=-84, 2-5=-16 T VIL �TFOFCAL� Concentrated Loads (lb) Vert: 7=-162(F) 9=-174(F) May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 03/1612015 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 parameters 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 fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Ghru,si H,ighN CA Q-610 Job Truss Truss Type Qty Ply DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.23 R44474064 VELARDE-TRE Z6 Jack -Open Truss 1 1 Vert(TL) -0.04 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Job Reference (optional) ruawunn vaima un 000w r.aw s Z a euu mi i eK mausmes, mc. vvea may 1s uva:a/ zuu rage 1 I D:P1 nwSwTZugU97FfitGG 18GzEY12-Rbh6FHdphnT?xAkbQ_NKPRbe7r71UNRTAC7iumzGuQs -1-0-0 4-0-0 1-0-0 4-0-0 1 3 2x4 = 2x4 II Scale = 1:10.8 Ib 2-4.4 2-1-12 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.04 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a ' BCDL 8.0 Code IBC2009/TPI2007 (Matrix) Weight: 16 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, BOT CHORD 2x4 DF No.1 &Btr G except end verticals. ' WEBS 2x4 DF No.1 &Btr G 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 (Ib/size) 2=329/0-5-8 (min. 0-1-8), 4=190/Mechanical ' Max Horz 2=100(LC 4) Max Uplift 2=-187(LC 3), 4=-76(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) ' This truss 7) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) P�°T N Standard 0/��9! 1 tiF�Ftic 1w coQ`�° w 76428 z m I Q X ' EXP. 1/2016 * �0 pt May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7479 rev. 02116/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters 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 Welk' 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply Plates Increase 1.15 TCDL 22.0 Lumber Increase 1.15 844474065 VELARDE-TRE Z6 -GT Jack -Open Truss 1 1 Code IBC2009/TPI2007 >999 180 WB 0.12 Horz(TL) Job Reference(optional) Foxworth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:48 2015 Page 1 ID:P1nwSwTZugU97FfitGG18GzEY12-vnFUTdeSS5bsZKJo_iuZye7rgFUpOpucPstGQDzGuQr r -1-0-0 2-0-0 4-6-0 1-0-0 2-0-0 2-641 4x4 = 3x4 = 2x4 = 2x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 22.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 8.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud/Std G Scale = 1:10.8 CSI DEFL in (loc) Udefl L/d PLATES GRIP TC 0.10 Vert(LL) -0.00 6 >999 240 MT20 220/195 BC 0.06 Vert(TL) -0.01 5-6 >999 180 WB 0.12 Horz(TL) 0.00 5 n/a n/a (Matrix) Weight: 18 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. 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 112stallation guide, REACTIONS (Ib/size) 2=335/0-5-8 (min. 0-1-8),5=178/Mechanical ' Max Hoa 2=59(LC 3) Max Uplift 2=-193(LC 5), 5=-67(LC 4) Max Grav 2=335(LC 1), 5=182(LC 15) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD 2-3=302/79, 3-7=-269/77, 4-7=-269/77 BOT CHORD 2-8=83/258, 6-8=-83/258 WEBS 4-6=81/284 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) 2=193. ' 9) This truss has been designed for a moving concentrated load of 25.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 16 Ib down and 28 Ib up at 2-0-0, and 16 Ib down and 28 Ib up at 3-6-12 on top chord, and 86 Ib down and 26 Ib up at 2-0-0, and 25 Ib down and 1 Ib up at ' 3-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 'Uniform Loads (plf) Vert: 1-3=84, 3-4=-84, 2-5=-16 QROFESS/pM C-3 Coll 10- z LU 7$428 Z �,, * EXP. 12131/2016 � sT CIVIL OF CAI. F May 13,2015 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0217011015 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown is for lateral wpport 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/TPII Quality Criteda, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Qty Ply 844474065 1 Job Truss Truss Type VELARDE•TRE Z6 -GT Jack -Open Foxworth Galbraith, Yuma, AZ 85365 LOAD CASE(S) Standard Concentrated Loads (Ib) 1 Vert: 3=28(B)6=-51(8) 7=28(B)10=0(B) , 1 i /.jou s bep z i zulz mi i eK inausmes, mc. wea May 1 j 1L:ub:4d Z01 b rage z ID:P 1 nwSwTZuqu97FfitGG 18GzEY12-vnFUTdeSS5bsZKJo_iuZye7rgFUpDpucPstGQDzGuQr ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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 iTe k' erector. Additional pemlanent 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 ANSUIPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Truss - 1 . Job Reference o tional /.jou s bep z i zulz mi i eK inausmes, mc. wea May 1 j 1L:ub:4d Z01 b rage z ID:P 1 nwSwTZuqu97FfitGG 18GzEY12-vnFUTdeSS5bsZKJo_iuZye7rgFUpDpucPstGQDzGuQr ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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 iTe k' erector. Additional pemlanent 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 ANSUIPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply (loc) I/dell Ud 2 >999 240 2-4 >999 180 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 7 Ib FT = 20% LUMBER BRACING R44474066 VELARDE-TRE V Jack -Open Truss 2 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing Job Reference (optional) 1 r.sau s aep zi zuiz mi i eK mausmes, Inc. wea may is rzvb:ae zuio rage r I D: P1 nwSwTZugU97FfitGG 18GzEY12-Nzpsgzf4DOjjBUu_YPPoUrgO7fpayHxme WcpzfzGuQq 1-0-0 2-0-0 2x4 = Scale: 1.5"=1' LOADING (psf) TCLL 20.0 TCDL 22.0 BCLL 0.0 BCDL 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC2009/TP12007 CSI TC 0.06 BC 0.03 WE 0.00 (Matrix) DEFL in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) -0.00 (loc) I/dell Ud 2 >999 240 2-4 >999 180 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 7 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.I &Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF No.I &Btr G 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 (Ib/size) 2=214/0-5-8 (min. 0-1-8), 4=16/Mechanical, 3=56/Mechanical Max Horz 2=59(LC 3) Max Uplift 2=-136(LC 3), 3=-34(LC 3) Max Grav 2=214(LC 1), 4=41(LC 11), 3=56(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=136. 7) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity.model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q?,pF ESS/0, ��T N 10 yF�Fyc 76428 EXP. 12/31/2015 OF CAL May 13,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/15/2015 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 parameters 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Foxvorth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:49 2015 Pagel ` ID:P 1 nwSwTZugU97FfilGG 18GzEY12-Nzpsgzf4DObBUu_YPPoUrg?RfpVyHxmeWcpzfzGuQq -1-5-0 2-9-3" 1-5-0 2-9-3 r � 2x4 I I Scale = 1:8.1 3 4 - 2.48 12 , it 1 ,• y 2 1 � f 3x4 = r , 5 'I e 2x4 I I r 2-8-13 - 3 2.8-13 0 b LOADING (psf) + SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 -TC 0.17 Vert(LL) -0.00 2-6 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-6 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a: n/a BCDL 8.0 Code IBC2009/TP12007, (Matrix) Weight: 10 lb' +FT = 20% LUMBER p BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, ' BOT CHORD .2X4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing., + MiTek recommends that Stabilizers and required cross bracing 4` be installed during truss erection, in accordance with Stabilizer ti Installation guide, ' REACTIONS (Ib/size) 6=68/Mechanical, 2=314/0-7-6 (min. 0-1.8) , Max Horz 2=49(LC 4) Max Uplift 6=-16(LC 4), 2=225(LC 3) Max Grav 6=80(LC 2), 2=314(LC 1) ' FORCES- (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES ' 1) Wind: ASCE 7-05; 110mph (3-second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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. r 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for'truss to truss connections. ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=225. rat1 7) This truss has been designed for a moving concented load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. y e OQgQF ESS/�N� ' LOADCASE(S) Staridard �� Q�pIN10 yF�Fyc L 76428 z m f Q � EXP. 12/31/2016 rEOFCAt� May 13,2015 Job Truss Truss Type Qty Ply h• 844474067 VELARDE-TRE ZA-HIP � Diagonal Hip Girder - 1 1 + r Job Reference (optional) • Foxvorth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:49 2015 Pagel ` ID:P 1 nwSwTZugU97FfilGG 18GzEY12-Nzpsgzf4DObBUu_YPPoUrg?RfpVyHxmeWcpzfzGuQq -1-5-0 2-9-3" 1-5-0 2-9-3 r � 2x4 I I Scale = 1:8.1 3 4 - 2.48 12 , it 1 ,• y 2 1 � f 3x4 = r , 5 'I e 2x4 I I r 2-8-13 - 3 2.8-13 0 b LOADING (psf) + SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 -TC 0.17 Vert(LL) -0.00 2-6 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-6 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a: n/a BCDL 8.0 Code IBC2009/TP12007, (Matrix) Weight: 10 lb' +FT = 20% LUMBER p BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, ' BOT CHORD .2X4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing., + MiTek recommends that Stabilizers and required cross bracing 4` be installed during truss erection, in accordance with Stabilizer ti Installation guide, ' REACTIONS (Ib/size) 6=68/Mechanical, 2=314/0-7-6 (min. 0-1.8) , Max Horz 2=49(LC 4) Max Uplift 6=-16(LC 4), 2=225(LC 3) Max Grav 6=80(LC 2), 2=314(LC 1) ' FORCES- (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES ' 1) Wind: ASCE 7-05; 110mph (3-second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; 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. r 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for'truss to truss connections. ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=225. rat1 7) This truss has been designed for a moving concented load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. y e OQgQF ESS/�N� ' LOADCASE(S) Staridard �� Q�pIN10 yF�Fyc L 76428 z m f Q � EXP. 12/31/2016 rEOFCAt� May 13,2015 Job Truss Truss Type Qty Ply h• 844474067 VELARDE-TRE ZA-HIP � Diagonal Hip Girder - 1 1 + r Job Reference (optional) Job Truss Truss Type Qty Ply PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.03 1-5 >999 240 R44474068 VELARDE-TRE ZC-DT Common Truss 1 1 8CLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 5 n/a n/a Job Reference (optional) I-. O.mr.no, rum., MG onJOJ "ou s bep 2r 2u12 MI I eK Inouelnes, inc, Wea May 13 lz:ua:ou 2u1a rage 1 I D:P 1 nwSwTZugU97FfitGG 18GzEY12-r9NEuJgi_iraodTA57w113D6G27ihkJvsAMMV5zGuOp 5-3-7 5-3-7 2x4 II 3x5 = 4 2x4 II Scale = 1:14.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.03 1-5 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.07 1-5 >873 180 8CLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 5 n/a n/a BCDL 8.0 Code IBC2009/TP12007 (Matrix) the Bottom Chord, nonconcurrent with any other live loads. Weight: 17 Ib FT = 20% LUMBER oQR0F N IOti BRACING \ 2C TOP CHORD 2x4 DF No.1 &Btr G �� 'P2 TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G o � EXP. 1213112 6 f\'; BOT CHORD Rigid ceiling directly applied or 5-11-1 oc bracing. WEBS 2x4 DF Stud/Std G �TFOFCALW���\P MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e REACTIONS (Ib/size) 1=242/0-5-8 (min. 0-1-8), 5=255/Mechanical Max Horz 1=116(LC 11) Max Uplift 1=-590(LC 11), 5=-124(LC 3) Max Grav 1=753(LC 10), 5=255(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1501/1405 BOT CHORD 1-6=1257/1257 NOTES 1) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) 1=590,5=124. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ESS10A1 8) This truss has been designed for a total drag load of 1650 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-0.0 for 550.0 plf.'T oQR0F N IOti 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \ 2C �� 'P2 LOAD CASE(S) Standard y 76428 z m o � EXP. 1213112 6 f\'; * �TFOFCALW���\P May 13,2015 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 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 parameters and proper incorporation of component k 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 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply SPACING 2-0-0 CSI DEFL• in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 R44474069 VELARDE-TRE Z -DT Common Truss 1 1 Vert(TL) -0.29 7-8 >779 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.08 5 n/a n/a Job Reference (optional) Foxworth Galbraith, Yuma, AZ 55365 7.350 5 Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:52 2015 Page 1 ID:PinwSwTZugU97FfitGG18GzEY12-nYV?J?hyWJ512xdZDYyV6UIRvsj_9Z2CKUrTZ_zGuQn 5-1-9 9-9-0 14.4-7 19-6-0 5-1-9 4-7-7 4-7-7 5-1-9 Scale: 318"=1' 4x4 = 5x8 = 2x4 II • 3x10 = 2x4 II 5x8 = R r 5-1-9 _ 9-9A 14-4-7 , 19-" 5-1-9 4-7-7 4-7-7 5-1.9 LOADING (psf) SPACING 2-0-0 CSI DEFL• in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.48 Vert(LL) 0.12 7-8 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.29 7-8 >779 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.08 5 n/a n/a ' BCDL 8.0 Code IBC2009/TP12007 (Matrix) Weight: 75 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Bir G TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 3-9-4 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stillation quade. REACTIONS (Ib/size) 1=952/0-5-8 (min. 0-1-14), 5=952/0-5-8 (min. 0-1-14) Max Horz 1=-63(LC 14) ' Max Uplift 1=-1145(LC 15), 5=-1145(LC 18) Max Grav 1=1760(LC 10), 5=1760(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4720/3284, 2-3=-2926/1797, 34=-2926/1797, 4-5=-4720/3285 ' BOT CHORD 1-9=3130/4430, 8-9=-1984/3920, 8-10=-1857/3163, 7-10=-1256/2683, 7-11=-1200/2683, 6-11=-1801/3163, 6-12=-1928/3920, 5-12=-3075/4430 WEBS 3-7=142/551, 4-7=-835/475, 2-7=-835/474 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 110mph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=1145.5=1145. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, live �OQ�pFESS/0Nk N �0 nonconcurrent with any other loads. 8) This truss has been designed for total drag load 260 Lumber \\0� a of plf. DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-6-0 for 260.0 plf. 9) "Semi-rigid including heels" Member fixity in the design this Call 'a0 � c m pitchbreaks end model was used analysis and of truss. 7V42$ Z LOAD CASE(S) Standard m ' EXP. 12/31/2016 * CIV1�_ T�TFOF ' CALF May 13,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02116/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. �• Applicability of design parameters 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 6 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/TPI) Quality Crlteda, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 ce (optional) Job Truss Truss Type Qty Ply ' ' R44474070 VELARDE-TRE Z -GT HIP TRUSS 1 2 Job Referen Foxvmrth Galbraith, Yuma, AZ 85365 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:54 2015 Page 1 ' I D: P 1 nwSwTZugU97FfitGG 18GzEY12-kxcljgjC2xLOH FnxKz?zBvNl9gNsdVeVnoKaetzGuQl -1-0-0 4-2-1 7.3-0 12-3-0 15-3-15 196-0 1-0-0 4-2-1 3-0-15 - 4.11-15 - 3-0-15 4-2-1 F Scale= 1:34.1 1 4x10 =- .4x6 = Y 3.50 12 12 13 4 - 5 3x4 e 3x4 " 6 2 7 • �' - to 15 1t i6 10 17 18 19 9 20 6 21 3x12 2x4 I I �' 3x4 = , 3x10 = 2x4 II 3x10 = 4-2-1 7-3-0 r• 12-3-0 5-3- 5 1 1 19-" - 4-2-1 3-0-15 4-11-15 3-0-15 4-2-1 Plate Offsets (X,Y): (4:0-5-8,0-2-41 LOADING (pso SPACING 3-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.62 Vert(LL) 0.13 9 >999 240 MT20 220/195 TCDL 22.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.33 9-10 >683 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.08 7 `n/a n/a BCDL 8.0 Code IBC2009/TP12007 (Matrix) , Weight: 189 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins (4-11-9 max.) ' BOT CHORD 2x6 DF No.1 G (Switched from sheeted: Spacing > 2-8-0). WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 7=2338/0-5-87(min.0-1-8), 2=2608/0-5-8 (min.0-1-8) Max Hoz 2=99(LC 3) ' Max Uplift 7=-1031(LC 4), 2=-1226(LC 3) ` T FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=6673/2925, 3-4=-6096/2754, 4-12=-5898/2744, 12-13=-5898/2744, r 13-14=-5898/2744, 5-14=-5898/2744, 5-6=-6102/2791. 6-7=-6356/2821 BOT CHORD 2-15=-2773/6257, 11-15=-2773/6257, 11-16=2773/6257, 10-16=-2773/6257, 10-17=-2575/5894, 17-18=-2575/5894, 18-19=-2575/5894, 9-19=-2575/5894, 9-20=-2610/5965, 8-20=-261015965, 8 21 2610/5965, 7-21 = 2610/5965 WEBS 3-10=-494/237, 4-10=-338/974, 5-9=371/1024 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: k Top chords connected as follows: 2x4' 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 110mph (3-se6ond gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable 9,GFESS/0 end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4/ 5) Provide adequate drainage to prevent water ponding. COQ �, N 10 L�r� ' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -all P\01 !` 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in areas where a rectangle 3.6-0 tall by 2-0-0 wide fit between the bottom '• I will chord and any other members. 8) A rating reduction of 20% has been applied for the lumber members. C 7642$ ,� U 7 plate green - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)' 7=1031.2=1226. LU Q - 0 .� � EXP. 12/31/2016 10) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. V 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9 ' 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 154 Ib up at TF0 CAU 8-0-12, and 94 Ib down and 154 Ib up at 9-6-0, and 94 Ib down and 154 Ib up at 10-11-4 on top chord, and 762 Ib down and 394 Ib . up at 6-0-12, 45 Ib down at 8-0-12, 45 Ib down at 9-6-0, and 45 Ib down at 10-11-4, and 827 Ib down and 453 Ib up at 12-3-0 on MaV 13-2015 Job Truss Truss Type Qty Ply ' ' R44474070 VELARDE-TRE Z -GT HIP TRUSS 1 2 Job Referen Job Truss Truss Type Qty Ply 844474070 VELARDE-TRE Z -GT HIP TRUSS 1 2 Job Reference (optional) Foxworth Galbraith, Yuma, AZ 85365 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed May 13 12:06:54 2015 Page 2 ID:P 1 nwSwTZugU97FfitGG 18GzEY12-kxcljgjC2xLOHFnxKz?zBvNI9gNsdVeVnoKaetzGuQl Job Truss Truss Type Qty Ply 844474070 VELARDE-TRE Z -GT HIP TRUSS 1 2 Job Reference (optional) LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=126, 4-5=-126, 5-7=-126, 2-7=24 Concentrated Loads (lb) Vert: 9=-827(F) 12=-94(F) 13=-94(F) 14=94(F)16= -762(F) 17=-20(F) 18=-20(F) 19=-20(F) - ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. OL1612015 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 parameters 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 fabrication, quality control, storage. delivery. erection and bracing, consult ANSU/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type 6-1-10 Ply SPACING 2-0-0 CSI TCLL 20.0 r7_ 1.15 R44474071 lJob VELARDE-TRE Z -HIP Diagonal Hip Girder 1 Reference (oatoonal) I Foxworth Galbraith, Yuma, AZ 85365 /.Jou S Sep et zuiz mlteK mausmes, Inc. vvea may 1J 12:ua:=2U1J rage 1 ID:P t nwSwTZugU97FfitGG 18GzEY12-C7A7xOkroETsvPM8ug WCk6w_s3pTMwreOS37AJzGuQk 3-1-15 6-3-14 3-1-15 3-1-15 2x4 II 2.48 12 3 4 2x4 11 6x6 = REACTIONS (Ib/size) 8=525/0-5-8 (min. 0-1-8), 6=863/Mechanical Max Horz 8=137(LC 4) Max Uplift 8=-250(LC 3); 6=-432(LC 5) Scale= 1:16.7 DEFL in (loc) Udefl Ud PLATES GRIP 6-1-10 '1 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.37 TCDL 22.0 Lumber Increase 1.15 BC 0.25 BCLL 0.0 Rep Stress Incr NO WB 0.36 BCDL 8.0 Code IBC2009rrP12007 (Matrix) LUMBER MiTek recommends that Stabilizers and required cross bracing TOP CHORD 2x4 DF No.1&Btr G Installation guide. BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G REACTIONS (Ib/size) 8=525/0-5-8 (min. 0-1-8), 6=863/Mechanical Max Horz 8=137(LC 4) Max Uplift 8=-250(LC 3); 6=-432(LC 5) Scale= 1:16.7 DEFL in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.01 6-7 >999 240 MT20 220/195 Vert(TL) -0.04 6-7 >999 180 Horz(TL) 0.00 6 n/a n/a Weight: 31 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=513/264, 1-9=-801/393, 2-9=-738/376, 3-6=332/228 BOT CHORD 7-13=-426/770, 13-14=426/770,114-15=4261770, 6-15=-426/770 WEBS 1-7=-394/810, 2-6=-881/473 NOTES 1) Wind: ASCE 7-05; 11Omph (3 -second gust); TCDL=6.Opsf; BCDL=4.8psf; h=25ft; 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 8=250,6=432. 7) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 Ib down and 88 Ib up at 2-5-8, 57 Ib down and 88 Ib up at 2-5-8, and 176 Ib down and 161 Ib up at 5-3-7, and 165 Ib down and 151 Ib up at 5-3-7 on top chord, and 36 Ib down at 2-5-8, 36 Ib down at 2-5-8, 239 Ib down and 133 Ib up at 3-8-6, and 75 Ib down at 5-3-7, and 75 Ib down at 5-3-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p)f) Vert: 1-3=84, 34=44, 5-8=-16 Concentrated Loads (lb). Vert: 9=-114(F=-57, B=-57) 10=340(F=-176, B=-165) 12=22(F=-11, B=-11) 13=-239(B) 15=67(F=-33, B=-33) RROF�SS/pN N10 yF`F�G, On �2 2 (D o 7,6428 z m EXP 1.2/31/2016 v * � � 10 OF May 13,2015 ' ® WARNING. Ver%y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02116/2015 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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 Mire k' 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 Cdteda, OSO.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/a Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides Of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X -bracing, is always required. See SCSI. 1 0' /16 cr-2 c2-3 2. Truss bracing must be designed by an engineer. For T 4 WEBS Cao Oy p 2 " �' i s� 3 O b wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never U�° u U stack materials on inadequately braced trusses. 0 CO 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c7 a ce- cs 6 designer, erection supervisor, property owner and plates 0 -'Ag' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIAPI I. Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR -131 1, ESR -1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTekO All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. � 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015