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Report • /lit 5T? Ol 5-- UU l j'-j MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-326 MAIN H Fax 916/676-1909 LENNAR RECEIVED OCT 262015 The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under mbE F RON based on the parameters provided by Pacific Lumber&Truss Co.. llJ1 LL!! Pages or sheets covered by this seal: R45500459 thru R45500463 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. � O PROpk- ���g NGINFFR 0� Q 83640PE r y OREGON NO �' � O c� y q RY 2 2 °° s•oN ture EXPIRATI: ''l j -31-16 September 25,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. X. 4 MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-326_MAIN_H Fax 916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45500459 thru R45500463 My license renewal date for the state of Washington is March 20,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. X00 SOON OA G �f wasy, c er it .4, 46598 q, September 25,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/FPI 1. I if Job Truss Truss Type Qty Ply LENNAR R45500459 PL15-326_MAIN_H F01 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co.. Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Sep 24 13:59:26 2015 Page 1 ID:i61 AaGW9iyZNgU8LmoWaYyJw76-EeRmOMO6aXomz7QXcmBwl4cN_iOBVG244UYgwNyaN7F 0-6-8 1 1 1 0-8-0 1 2-0-0 I Scale=1:14.7 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 2 3x4= 3 4304 = 5 � a� ��,l �_a e 3x4= 3x5= 8 7 8�'ri • 3x4 = 1 0-6-8 1 7-7-0 I 0-6-8 7-0-8 • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:31 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=380/0-6-0,6=380/0-1-12 _ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=0/388,2-3=-1035/0,3-4=-1035/0 80T CHORD 7-8=0/416,6-7=0/883 �OO SOON O� WEBS 4-6=-926/0,2-7=0/648,2-8=-562/0 G OF Wasfj C NOTES- P4' �k �G>, 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. / l'e ,;j„ q 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to f� /' be attached to walls at their outer ends or restrained by other means. 3)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. -I,sI 4)CAUTION,Do not erect truss backwards. X598 w� O� �FCISTER�9 - �sS/ONAL S\46` ����,�NG PFD`r�o 2 � 8 .40PE -9� y ORE •N N. 0yO0-1RY 12' „\--\0. O SOON Digital Signature EXPIRATION DATE: 12-31-16 September 25,2015 ■ Q 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 MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil 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/TPI1 Quality Criteria,DS8-89 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 ' Citrus Heights(:A 95h1n A Z Job Truss Truss Type Qty Ply LENNAR . R45500460 PL15-326_MAIN_H F02 Floor 5 1 . — Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 24 13:5927 2015 Page 1 I D:i61 AaGVY9iyZNgU8LmoWaYyJw76-iq?8Di 1 ILgwdbH_kATi91H9Zg6m LEmaDJ8HNTpyaN7E 0-6-8 I I I 1-6-0 I I 1-8-0 I 1-9-0 I Scale-1:14.7 1.5x3 II 3x5= 1.5x3 II 1 3x4= 2 3 4 3x4= 5 111111111J. ° 1111111 . — e1/ I 3x5= . t/ 9 1.5x3 II 8 ,' 6" 3x5= 3x4 = 1 0-6-8 1 3-11-0 I 7-7-0 I 0-6-8 3-4-8 3-8-0 Plate Offsets(X,Y)— 11:0-1-8,Edgel,f3:0-1-12,Edgel,17:0-1-12,Edgel LOADING(psf) SPACING- 2-0-0 CSI. TEFL. in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.00 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.08 Vert(TL) -0.02 6-7 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.18 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 32 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. . WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=160/0-6-0,6=162/0-1-12,7=467/0-3-8 Max Gray 1=171(LC 3),6=175(LC 4),7=467(LC 1) - FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �0° SOOly O� WEBS 3-7=-300/0,1-8=0/256,3-8=0/359,4-6=-262/0,4-7=-369/0 G O' WAS'\ C NOTES- ��' �� Gj 1)Unbalanced floor live loads have been considered for this design. /�a ,f., °I. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. er 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. A 5)CAUTION.Do not erect truss backwards. �O� �F (SRQ r,...<�SSIONAL E461 ��fl PROFFS, D. 0NGINEF9 S/0, 8 .40PE v{ r -9 OR Of N 0y0 01 R 12-20�� O SOON Digital Signature EXPIRATION DATE: 12-31-16 September 25,2015 ■ r la- Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-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/rPI I Qualby Criteria,058-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,791 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 a I 'Job Truss Truss Type Qty Ply LENNAR ` R45500461 , PL15-326_MAIN_H F03 Floor 3 1 job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 24 13:59:29 2015 Page 1 ID:i61 AaGVY9iyZNgUBLmoWaYyJw76-fD7veN2?tSBLga861uIdNiEsrvPvicuWnSmUXiyaN7C 0-6-8 1_11_ z o-0 I 9 9i 1 1-1-8 1 1 1-5-8 1 Scale=1:36.7 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 t _ • � e __ TT d ��� i �m :� �� a •••••°°°°....... Id 4 g 1 21 20 19 18 17 16 15 14 1.5x3 I I 3x5 = 3x8= 3x6 FP= 3x5 = 3x8= 3x5= 9-6-81 5-9-0 I 13-3-0 I 21-1-0 I 91-6-8 5-2-8 7-6-0 7-10-0 Plate Offsets(X,Y)— [1:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(TL) -0.03 15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 14-15 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.39 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:89 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except(jt=length)1=0-6-0,14=0-1-12. - (Ib)- Max Gray All reactions 250 lb or less at joint(s)except 1=256(LC 5),19=825(LC 3),16=963(LC 4),14=371(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. X00 SOON 04,TOP CHORD 1-2=-546164,2-3=-546/64,3-4=0/728,4-5=0/727,5-6=-672/127,6-7=-672/127, 7-8=0/879,8-9=0/881,9-10=-976/0,10-11=976/0,11-12=-976/0 G Of wASy14, C BOT CHORD 19-20=-369/118,16-17=-310/448,15-16=-212/340,14-15=0/854 WEBS 2-20=-259/0,1-20=-70/560,3-20=0/624,319=-586/0,7-16=-1083/0,7-17=0/379, ,..P ,p . 'O 5-17=0/624,5-19=-793/0,12-14=-895/0,9-15=0/762,9-16=-1043/0 M, • ' - gINOTES- g' 1)Unbalanced floor live loads have been considered for this design. A 46598 Ak- 2)All plates are 3x4 MT20 unless otherwise indicated. �O 4, E� �<V 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. �� C!S1 '9 ♦s. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to s`sfONALti,1G be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. <c?,0 PROFFS co �NGINFFR /� 2 -q ct- " •40PE r y ORE 41101 p oy0�q F?Y 12'20\� O SOON Digital Signature EXPIRATION DATE: 12-31-16 September 25,2015 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 Citrus Height,CA win A Y Job Truss Truss Type Qty Ply LENNAR . R45500462 PL15-326_MAIN_H F04 Floor 6 1 , Job Reference(Optional Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 24 13:59:31 2015 Page 1 ID:i61 AaGVY9iyZNgU8LmoWaYyJw76-bbFf334FP3R33uIVPJn5S7JCLj5NAU2PEmFbcayaN7A 0-6-8 H I 1-6-0 I I 1-6-0 I, 1-6-0 II 1-8-8 1 F. 1-1-8 1 2-0-0 1 1 1-5-8 1 Scale=1:39.3 1.5x3 I I 1.5x3 I I 1.5x3 I I 3x6= 1.5x3 I I 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 d E jli 1X11 1 � u���`1-�-1 Ia r ►_ 1-. ci 23 22 21 20 19 18 17 16 15 1.5x3 I I 3x6= 3x6= 3x6 FP= 3x5= 3x8= 3x5= 3x5= ¢8-8f 7-3-0 I 14-9-0 I 22-7-0 1 8 6-8-8 7-6-0 7-10-0 Plate Offsets(X,Y)— 11:0-1-8,Edgel,f5:0-2-0,Edael,f19:0-1-12,Edgel,f21:0-2-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.03 16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) -0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:22-23,15-16. REACTIONS. All bearings 0-3-8 except(jt=length)1=0-6-0,15=0-1-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)except 1=334(LC 5),17=958(LC 4),19=914(LC 3),15=373(LC 5) - FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. X00 SOON O,t, TOP CHORD 1-2=-726/0,2-3=-726/0,3-4=-503/198,4-5=-504/197,5-6=0/834,6-7=-653/204, 7-8=-653/204,8-9=0/873,9-10=0/874,10-11=-988/0,11-12=988/0,12-13=-988/0 G OF WAS1/14, Q BOT CHORD 21-22=-24/784,20-21=-805/0,19-20=-805/0,18-19=-330/102,17-18=-340/442, c. ' G 16-17=-206/357,15-16=0/859 /.� TO WEBS 5-19=-517/0,1-22=0/763,3-21=-412/0,8-17=-1070/0,8-18=0/365,6-18=0/683, r7 `'' _' 6-19-770/0,13-15=-901/0,10-16=0/760,10-17=-1042/0,5-21=0/1055 , NOTES- •0 r 1)Unbalanced floor live loads have been considered for this design. 'pO\\.......0,7 ��46598�� `C{I� 2)All plates are 3x4 MT20 unless otherwise indicated. CIST1 Cc�'V 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)15. -6:s, AL��G1 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. ro P R OFe s INt F9 /a2,.40PE r -v OR Of N 0,yO&q RY 12-,c,) \ o SOON - Digital Signature EXPIRATION DATE: 12-31-16 ) - September 25,2015 ■ • Q 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 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 M-Te 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/TPI1 Quality Criteria,DSB-89 and BCSI Bullding Component 7777 Greenback Lane Solely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312 Alexandria.VA 22314. Suite 109 litres Hni0hts CA 95si0 1 . Job Truss Truss Type Qty Ply LENNAR R45500463 PL15-326_MAIN_H F05 Floor 19 1 Job Reference(optional) _ Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 24 13:59:32 2015 Page 1 ID:i61 AaGVY9iyZNgU8LmoWaYyJw76-3oo 1 GP5l9NZwh2thz 11K?LsMU7QXvu 1 y((T1QO?881 yaN79 1 2-0-0 1 1-2-0 1 0.0a� -7Q1 Scale=1:34.2 1.5x3 I I 3x4 = 1.5x3 I I 304= 1.5x3 11 4x6 = 4x5= 1.5x3 I I 3x4 = 1.5x3 I I 3x5 = 1 2 3 4 5 6 7 8 9 10 11 ,if—ill —."--i. —w-=:wi m twat_ h_��� , , Ili r 16 47 el 18 17 16 1 14 13 12 3x4= 3x5 = 4x6= 3x5 = 3x8= 3x8 = 1.5x3 II I 9-8-0 I 18-10-8 19-5-9 9-8-0 9-2-8 b-6-8 Plate Offsets(X,Y)— [6:0-1-12,Edgel,[7:0-1-2,Edgel.[11:0-1-8,Edgel,[14:0.3-12,Edgel,115:0-1-12,Edge1,116:0-1-12,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.06 17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.27 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:82 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=40910-1-12,11=389/0-6-0,15=1291/0-3-8 - Max Gray 18=452(LC 3),11=436(LC 4),15=1291(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,NOo SOON 04,TOP CHORD 2-3=-1488/0,3-4=-1488/0,4-5=-34/670,5-6=-32/671,6-7=0/1736,7-8=-860/344, 8-9=-860/344,9-10=-1208/0,10-11=-1208/0 G of WASii� C BOT CHORD 17-18=0/1115,16-17=-228/1097,15-16=-1680/0,14-15=-1001/0,13-14=-48/1343 414' 1, G') WEBS 6-15=-655/0,2-18=-1168/0,2-17=-37/391,4-17=0/552,4-16=-1254/0,6-16=0/1305, — 11-13=0/1247,10-13=-252/0,9-14=-660/0,7-14=0/1465,7-15=-952/0 \ ; NOTES- 7 5f 1)Unbalanced floor live loads have been considered for this design. ,.\ X598� 1 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. �O\+` G' w� 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to X GISTBR be attached to walls at their outer ends or restrained by other means. �SSIONALE�G1 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in, 5)CAUTION,Do not erect truss backwards. ,ED P R OF6-, .<<- G� NF /0c 9 .0., (I, v 8 .40PE r if y ORE e6/ ,moo ZC?0 & ygRY 12, O\OO SOON Digital Signature - ( EXPIRATION DATE: 12-31-16 1 September 25,2015 t __ 0 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 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 fo 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/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 trim!,Heights,CA 9561!1 • Symbols y Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION ■ 4 3/" Center plate on joint unless x,y 6-4-8 dimensions (Drawishown ngs not in tof ft-in-sixteenths scale) Failure Damage or to Follow Personal Could Inj Cause ury Property 4 I offsets are indicated. r� Dimensions are in ft-in-sixteenths. 111104, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'1/16" 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves Q may require bracing,or alternative Tor I AWIRMo p bracing should be considered. rip O 3. Never exceed the design loading shown and never O 1 stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '' 6 designer,erection supervisor,property owner and plates 0 'n6' 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 wilt be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 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 4 x 4 width measured perpendicular ESR-131 1,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. I1.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 it Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purltns 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. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■=� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINN A 18.Use of green or treated lumber may pose unacceptable riO environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: 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, I\J1 ITe 1 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:MII-7473 rev.02/16/2015 I 111111'° MiTeke' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-326_UPPER Fax 916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45500464 thru 845500469 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��_c o PR OFFss <3 04GI NEFR 0 87022PE 9r c -y �'oj, OREGON (155 OWN 9O ' I ER \1 OS A. HEv1/4- , EX"' :06/30/ / September 24,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 1- li MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 15-326_UPPER Fax 916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45500464 thru R45500469 My license renewal date for the state of Washington is January 2,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 010NIO Gas o, wns '�l. 1 IA 49639 k,� Sg • tit1O AP►, . Oki September 24,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. ■ 1 Job Truss Truss Type ply 'Ply LENNAR R45500464 PL15-326_UPPER F01 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co.. Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 24 13:59:46 2015 Page 1 ID:b7 svlcGfy7KZB FHAyi5?_PyJx01-fUfKCBFfsg KwNCxNnzYcZI RkZmAfB L?OhcOtdDyaN6x I 2-6-0 I 2-3-3 11 1-2-0 I I _ 0-11-13 I Scale=1:14.1 1.5x3 I I 1.5x3 11 1.5x3 11 1 2 3x4= 3 4 304= 5 • e e • e — — \\NN — m m e e e s - 9 8 7 6 304= 1.5x3 II 3x4= 3x4= 1 4-10-11 510-3 5-7-3 { 6-2-3 I 7-5-0 I 4-10-11 0.1- 0-7-0 0-7-0 1-2-13 Plate Offsets(X,YH 14:0-1-8,Edgel,f8:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.08 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.41 Vert(TL) -0.18 8-9 >485 360 BCLL 0.0 Rep Stress Ina- YES WB 0.20 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E ' LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=401/0-3-12,6=401/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-573/0,3-4=-573/0 01 ONIQ III, BOT CHORD 8-9=0/708,7-8=0/573,6-7=0/573 5 WAS–i1/4 WEBS 2-9=-760/0,4-6=-771/0 O O� NOTES- '7 i tk C,,��d 1)Unbalanced floor live loads have been considered for this design. ,� N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. \1 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. A 49639 c c .CG STEW �w SSIONAL V''14G -\<c�ED P R OFeSS �c�� �NGINEFR /0�i 4--r- 870 2 P E 9r v7 v -y RAJ, OREG•N cp IL'AO �cM$E R 1� �O OS A. H EC7` EXPIRES: 06/30/2017 September 24,2015 4 I o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.02/16/2015 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 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/IPI I Quality Cdteda,DSB-89 and SCSI Building Component 7777 Greenback Lane Solely Information available from Truss Plate Institute,781 N.lee Street.Suite 312.Alexandria,VA 22314. Suite 109 Citmc Heights CA Win l Job Truss Truss Type Qty Ply LENNAR . R45500465 PL15-326_UPPER F02 Floor 1 1 Job Referencelgptional/ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 24 13:59:47 2015 Page 1 ID:b7svlcGfy7KZBFHAyi5 7_PyJxQ1-7gCiQXGId_Sn_LWaLg3r6V tEAR5whiAvG7R9fyaN6w - 1 1-0-0 1 1.5-111 1-2-0 I of� 1•6 I 1-2-0 I 1-2-0 I I 1-2-0 11-2-0 91148 Scale=1:32.9 405 = 355= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x5 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • 1- �- �- � i , � ` iI I I I .� ,I - I Atl 31 m GI lel& e d r 0 al 3. 29 28 27 26 25 24 23 22 21 3x4 = 4x6= 3x6= 3x5= 3x5 = 305= 3x4= 3x6= 4x8= 3x6= 1 19-5-4 1 19-5-4 Plate Offsets(X,Y)- f14:0-1-8,Edge[,[24:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 • Vert(LL) -0.37 25 >627 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.58 25 >401 360 BCLL 0.0 Rep Stress!nor YES WB 0.68 Horz(TL) 0.09 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:97 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except - BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - REACTIONS. (lb/size) 20=1053/0-5-8,30=1059/0-2-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2002/0,3-4=-2002/0,4-5=-3498/0,5-6=-3498/0,6-7=-4503/0,7-8=-4503/0, fir %ONIO 8-9=-5005/0,9-10=-5005/0,10-11=5039/0,11-12=-5039/0,12-13=-4483/0, 13-14=-4483/0,14-15=3862/0,15-16=-3862/0,16-17=-2325/0,17-18=-2325/0 O Of VAS/1/4 ,p1/ BOT CHORD 29-30=0/1065,28-29=0/2809,27-28=0/4059,26-27=0/4813,25-26=0/5084,24-25=0/4809, G A.4 Si 0 -1,, 23-24=0/4483,22-23=0/4483,21-22=0/3192,20-21=0/1281 tti� ;4o' O d WEBS 13-24=-21/477,14-23=0/385,2-30=1463/0,2-29=0/1286,4-29=-1108/0,4-28=0/946, c ` N 6-28=-770/0,6-27=0/609,8-27=425/0,8-26=0/264,12-25=-66/427,12-24=-829/8, / - 18-20=-1615/0,18-21=0/1346,16-21=1118/0,16-22=0/865,15-22=-55/264, r r 14-22=-1186/0 49639 NOTES- "�' �FCIST6R� +mow 1)Unbalanced floor live loads have been considered for this design. '' 11 2)All plates are 1.553 MT20 unless otherwise indicated. fOIVAL� C5� 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q.E) P R QFF 5)CAUTION,Do riot erect truss backwards. �- t5' CC 870 LNG 1 N BF9 s/o 870 2PE • y -02, OREGO et°O<U/ 9On Fi''IBER 11 S A. HE?' EXPIRES: 06/30/2017 September 24,2015 - 1 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design void for use only with MiTek connectors.This design is hosed 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/IPI1 Quality Cdteda,DSB-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 Citre,Heighls_CA 95fi10 I J „ Job Truss Truss Type Qty Ply LENNAR R45500466 PL15-326_UPPER F03 Floor 7 1 Job Reference(ootional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 24 13:59:48 2015 Page 1 I D:b7svlcGfy7KZB FHAyi5?_PyJxQ l-btm4dtHwOHaecV5mvOa4ejW3gamYf8BJ8wt_h5yaN6v 1 1-0-0 1 1 1-1-14 11 1-2-0 i 10.7-6 II 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 9.1_,T. Scale=1:32.4 405= 3x5= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4 = 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 7 L'°-1 1,. 1 i Al i AL ir■-.. _ 1 ■„„,...,1,■... 11 3°7 MI ►- 29 28 27 26 25 24 23 22 21 20 1 3x4 = 4x6= 3x6= 3x5= 3x5 = 3x5= 3x6= 4x8= 3x6 I 19-1-4 19-1-4 Plate Offsets(X,Y)- 112:0-1-8,Edoe),113:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.35 24 >656 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.54 24-25 >419 360 BOLL 0.0 Rep Stress lncr YES WB 0.67 Horz(TL) 0.08 19 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. - WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19=1034/0-5-8,29=1040/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1963/0,3-4=-1963/0,4-5=-3421/0,5-6=-3421/0,6-7=-4387/0,7-8=-4387/0, zy'TONIO �p 8-9=-4852/0,9-10=-4852/0,10-11=-4878/0,11-12=-4878/0,12-13=-4378/0, 5 F` WAS y� 13-14=-3772/0,14-15=-3772/0,15-16=2279/0,16-17=-2279/0 O 04 jlj4, `G BOT CHORD 28-29=0/1046,27-28=0/2751,26-27=0/3962,25-26=0/4677,24-25=0/4901,23-24=0/4378, O/c ' CT 22-23=0/4378,21-22=0/4378,20-21=0/3123,19-20=0/1257 I h. f.- Oi d WEBS 12-23=-302/0,13-22=0/418,2-29=1436/0,2-28=0/1260,4-28=-1081/0,4-27=0/920, (� • C-7 6-27=-744/0,6-26=0/583,8-26=-398/0,11-24=275/0,12-24=-52/810,17-19=-1586/0, %I , 17-20=0/1317,15-20=-1088/0,15-21=0/837,14-21=-60/251,13-21=1168/0 ,' f 49639 NOTES- 'pO .QE , 1)Unbalanced floor live loads have been considered for this design. +�� CISTER e 2)All plates are 1.5x3 MT20 unless otherwise indicated. sSt07\fALE1.1G 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. P R 0 Fes . G'N s/ � LNF9 o v� 87022PE r yN �N ��j, OREG N ti� �N ^P c'M6E 1 , p OS A. HE?' • EXPIRES:06/30/2017 September 24,2015 ■ o 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 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/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane Salety Inlormatlon available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus HniQhtc,CA hhEIQ_- - - ./ 4 Job Truss Truss Type Qty Ply LENNAR . R45500467 PL15-326_UPPER F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Sep 24 13:59:49 2015 Page 1 ID:b7svlcGfy7KZBFHAyi5?_PyJxQ1-33KSgDIY9biVEfgyS56JBw3HJzD10iQSNZcYDYyaN6u - I 2-6-0 1 0-6-12 1 I 1-6-14 I I 1-2-0 I I 1-11-2 -{ Scale=1:19.1 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 II 3x4= 1.503 II 1 2 3 4 5 6 7 • - m 1W...1P" _ e - 12 11'611 10 9 3x4= 6 a VV��II 1.5x3 II 3x4 = 3x8= 3x4 = I 3-2-0 I 10-11-12 I 3-2-0 7-9-12 Plate Offsets(X,Y)— 14:0-1-8,Edge1,j9:0-1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.06 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.13 8-9 >690 360 BCLL 0.0 Rep Stress lncr YES WB 0.22 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:51 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except - BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=564/0-3-8,12=203/Mechanical,8=427/Mechanical Max Gras 11=564(LC 1),12=232(LC 8),8=432(LC 4) - FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. orf ONTO ite TOP CHORD 4-5=-768/0,5-6=-768/0 BOT CHORD 11-12=0/291,10-11=0/768,9-10=0/768,8-9=0/784 GO5�Q4 WEBS 2-12=313/0,2-11=283/0,4-11=-775/0,6-8=-842/0 ��� if—yK 00 d. Ca NOTES- y � N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. ., 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to .0 9' be attached to walls at their outer ends or restrained by other means. It ,49639 w 4)CAUTION,Do not erect truss backwards. �+<'� /STER� ssj Atty ���ED P R oFFSS ``r. N(,I NEF9 we.„ 87. 2PE yN 1N H �Aj, OREGO r1)Q� 9O c�,ysER �1 On A- HEC)% EXPIRES:06/30/2017 September 24,2015 - t a 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 M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. mil' 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/P11 Quality allelic,DSB-89 and ICS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 Citron Hei5htc CA 95610 _ Ilk Job Truss Truss Type Qty Ply LENNAR R45500468 PL15-326_UPPER F06 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 24 13:59:50 2015 Page 1 I D:b7svlcGty7KZBFHAyi5?_PyJxQ 1-XFur2ZJAwvgMrpF9OpdYj8cLN N WP72rccDM5myaN6t l 1-1-4 1 1 1-7-4 i 2-6-0 1 1 1-6-14 1l 1-2-0 11 2-1-2 1 Scale=1:41.2 3x6 = 3x8 = 1.503 11 1.503 11 3x6 = 3x6 FP= 1.503 11 1.503 11 1 2 3 4 5 8 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 3x8= 308= 3x6 FP= 308= 308= 1.5x3 11 1 11-4-4 10,1182 16-2-12 1 23-11-0 1 1-4-4 11 74-4 Plate Offsets(X,Y)- 110:0-1-8,Edgel.115:0-1-8,Edgel,f22:Edue.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.12 18-20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1,00 BC 0.49 Vert(TL) -0.21 14-15 >438 360 BCLL 0.0 Rep Stress Inc: NO WB 0,66 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight: 109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.l&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.l&Btr(flat) end verticals. - WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. y REACTIONS. (lb/size) 14=304/0-1-12,21=1469/0-5-8,17=1365/0-3-8 - Max Uplift 14=-28(LC 6) Max Gray 14=418(LC 5),21=1469(LC 1),17=1428(LC 4) - 'coNIO ii4.16. FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �J WAS TOP CHORD 1-2=0/788,2-3=0/790,3-4=-2023/0,4-5=-2023/0,5-6=-2000/0,6-7=-200010, Q 04 lll,1 7-8=0/1159,8-9=0/1159,9-10=0/1153,10-11=-679/559,11-12=679/559 C' ��' iv G'T -- BOT CHORD 20-21=-405/929,19-20=0/2341,18-19=0/2341,17-18=0/883,16-17=-559/679, 7 h , O� - 15-16=-559/679,14-15=-177/751 N WEBS 1-21=-976/0,7-17=-2002/0,7-18=0/1241,6-18=-251/0,5-18=-405/108,5-20=-459/0, 4-20=-260/0,3-20=0/1295,3-21=-1367/0,10-17=-1190/0,12-14=-807/190, ?f 12-15=-484/0 49639 w� NOTES- 0.A��4GlSTEWP +� 1)Unbalanced floor live loads have been considered for this design. s'SIONAL�ZyG 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��C��O P R OFen 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)528 lb down at 0-1-8 on top chord. �Co LNG)N E-9 /O The design/selection of such connection device(s)is the responsibility of others. C? 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). CC' 87022 P E 9r LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) (P N Vert:14-22=-10,1-13=-100 �A OREG N 1v� Concentrated Loads(Ib) �� J� Q Vert:1=-528(F) On MBER 1\ S A. H ECIs EXPIRES:06/30/2017 September 24,2015 t f Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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. �� 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 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/TPI1 Quality Criteria,OSB-89 and BCS1 Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heights,CA AAA10 A -a Job Truss Truss Type Qty Ply LENNAR R45500469 PL15-326_UPPER F07 Floor 11 1 Job Reference(optional) a Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Sep 24 13:59:51 2015 Page 1 ID:b7svlcGfy7KZBFHAyi5?_PyJx01-?SSDFvJohCyDTzeLaW8nGL8ZDno3sVilgt6elQyaN6s - f 1-0-0 I cf 5-1 91 1-2-0 I a 7f I I 1-2-0 I 1-2-0 I F__ _1-2 -1-2-0_0.1n r8 Scale=1'.32.9 4x5= 3x5= 304= 3x4= 3x4= 3x4= 3x4= 3x4= 4x5 = 1 2 3 4 5 6 7 8 9 10 11 12 13 1iiiiiàà1 fi i.I�-i,-I�-I�-I�-�`M 31 m .t • r 71 IMF 3' 29 28 27 26 25 24 23 22 21 3x4 = 4x6 = 3x6= 3x5= 3x5= 3x5 = 3x4= 3x6= 4x8= 3x6= I 19-5-0 I 19-5-0 Plate Offsets(X,Y)- r14:0-1-8,Edgel,f24:0-1-8,Eddel _ _ __ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.37 25 >630 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.57 25 >403 360 BCLL 0.0 Rep Stress lncr YES WB 0.68 Horz(TL) 0.09 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:97 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except _ BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • ' REACTIONS. (lb/size) 20=1051/0-5-8,30=1058/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2000/0,3-4=-2000/0,4-5=3493/0,5-6=-3493/0,6-7=4496/0,7-8=4496/0, :TONIO p,,Q 8-9=-4995/0,9-10=-4995/0,10-11=-5027/0,11-12=-5027/0,12-13=-4475/0, o 13-14=-4475/0,14-15=-3857/0,15-16=-3857/0,16-17=-2322/0,17-18=-2322/0 O f WAS O4 147 , BOT CHORD 29-30=0/1064,28-29=0/2805,27-28=0/4053,26-27=0/4804,25-26=0/5073,24-25=0/4794, G T� C' d 23-24=0/4475,22-23=0/4475,21-22=0/3187,20-21=0/1279 r,., O WEBS 13-24=-21/489,14-23=0/383,2-30=-1461/0,2-29=0/1285,4-29=1106/0,4-28=0/945, `,r N 6-28=-769/0,6-27=0/608,8-27=-424/0,8-26=0/263,12-25=-66/432,12-24=-835/7, b. 18-20=-1614/0,18-21=0/1344,16-21=-1116/0,16-22=0/863,15-22=55/263, ter 14-22=-1182/0 49639 w4 NOTES- C�' �FCISTE�� 114 1)Unbalanced floor live loads have been considered for this design. •.:A, . . 11G\ 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q E.3 P R OFE 5)CAUTION,Do not erect truss backwards. (c S' ��\�� �.N- --R `8'/029 87 2PE r RAJ, OREG N rye O�N "1' AMBER 11' OS A. HE ` EXPIRES: 06/30/2017 September 24,2015 - o 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 MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Mil 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 Crltesla,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Inloanation available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Suite 109 riinis Heights CA 45610 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. D ( Damage or Personal Injury MM Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0-1/16" wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor I bracing should be considered. 1_� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.OO 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '.r s'6 designer,erection supervisor,property owner and plates 0-Ins' 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 ANSI/TPI 1. 'Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 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 4 x 4 width measured perpendicular 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 if, Indicated by symbol shown and/or specified. 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. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. ■=g10' reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. M_0 18.Use of green or treated lumber may pose unacceptable 11.=-.1 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, 20.Design assumes manufacture in accordance with 9 p Y I g Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 • I , ,