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Plans (4) sr-)-&1S-- UU / 5-2 . . . air. I 9-1/4" OPEN WEB JOIST @ 24" O.C. C'Co• S (-t. lC/Ct7 s7- Sl-- r e I _ F05 i F07 LENNAR FOS. F07 2571 MULBERRY AMERICAN F05' F07 PL13-280 MAIN H IT,V F05 10/22/2014 i F06 Products FOB FOB PIotID Length Product Plies Net Qty F05 FOB BK1• BK1 34-00-00 2x10 DF No.2 1 1 2-00-00 2x10 DF No.2 1 1 F05 FOB,' I BM3 8-00-00 6601 1 2 BM1 7-00-00 6601 1 2 FoSI F06 BM2 6-00-00 BBO1 1 2 ,II FOG', - Fm. BM4 5-00-00 BBO1 1 1 i A FOG mgt r F.1 I ALL BEAM SIZES PER ARCHITECT/ENGINEER 1 F05 BM4 F.- BK1=BLOCKING in RMI-RIM BOARD F05 I FOB ACCESSORIES ■ QTY 2 X 10 OF No.2 FOR SHEAR BLOCKING I 16' I F05' F06' FO5 FOB I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I FOS I I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. I I I • n FLOOR 0LOL DING L. F05 , F06 15 DL C FOB FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA I ! FO3 I` SINGLE TOP CORD BEARING �J ------WM� --➢1__. BM21 I:211 F03 11 I F03 r _...., I BM2� �BM1I-_jigg.- � a PacihLumber F03 JF03 1 & TRUSS CQ2NY T9 "F03 -a 19- ' `�•�J n ■J •�1 O —f 0 _,j F03 -.17 t., O Li F03 a �� o < L ,P i i F04 J • 1 MX Z CD 9-1/4" OPEN WEB JOIST @ 24"O.C. 11 1 1 F07 F05 IIII o LENNAR z F07 F05 11 2571 MULBERRY AMERICAN 1 F07 F05 - r W' PL13-280 MAIN H - V 10/222014 F06 ( F05 r Fi Products 4 PIotID Length Product Plies Net Qty Fob 1 F05 - BK1 34-00-00 2x10 DF No.2 1 1 BK1 2-00-00 2x10 DF No.2 1 1 FF06 BM3 8-00-00 BBO1 1 2 Fos �FOS BM1 7-00-00 BB01 1 2 '1 BM2 6-00-00 BBO1 1 2 -F06 •t;j FOB BM4 5-00-00 BBO1 1 1 Si 'F06 FOS II ALL BEAM SIZES PER ARCHITECT/ENGINEER I • FO6 _BM.}_,i 1 FO5 BXI=BLOCKING II-. MI=RIM BOARD X06 'I A IF05 -0 ACCESSORIES QTY I 2 X 10 DF No.2 FOR SHEAR BLOCKING 16' •F06 • +} "F05 t :FOB 1 F05 [ SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN F06 FOS I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I I G FLOOR LOADING AI {.FO6 1 ■ F05- 40 LL I6 .15 DL F06 - [FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIAI •I F03: SINGLE •--- __--�„ — -_- _- TOP CORD BEARING • BM2; BM3 --- ; • 1 , . (=Frfir . 1 F03 II: .F03 • = • == === =17. = _-__ • F03 Pacdic\\Lumber •F03/ $ TRUSS 1\ COMPANY FO3;• r F031. F04 • F03( I�= - - -_ f . a --_— _ iTek MiTek USA, Inc. 7777 Greenback Lahe Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 1 3-280 MAIN H Fax 916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc:under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43081433 thrti R4308.1437 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI: 1 section 6.3 These truss designs rely on lumber values established by others. - i �S��NG NEFR SAO � 2 Ct ::7s 2PE vim. N 5.p 4),.OREGON 119 �N '78E11. \.. �O OS A. HEOP EXPIRES:06/30/2015 October 23,2014 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. _ a W mom 1 , iTk® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-280 MAIN H Fax 916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43081433 thru R43081437 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI l section 6.3 These truss designs rely on lumber values established by others. yTONMO 1.4 of WAs144, h .1 • ,p 49639„,-, <y� �i�' Fots'rsR October 23,2014 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. Job Truss Truss Type Qty Ply LENNAR R43081433 PL13.280_MAIN JI F03 Floor 8 1 Job Reference footional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MITek Industries,Inc.Wed Oct 22 15:31:22 2014 Page 1 l0:6Tk319xtNCM575n17JJZpky8Nkv-d 7sDC2Z1 E7yf3gryr__HwdgRCEpfrDL_NKd3g3HyQo33 0.&8 H I 2-0-0 1 1 1-2-8 1 1_1,7-e—I Meet Scale'=1:38.1 1.5x3 II 1.5x3 11 3x4= 1.5x3 11 34= 354 11 3x8= 308 FP= 3x4= 1.5x3 11 3x5= 1 3x5= 2 3 4 5 8 7 8 9 10 11 12 d 1=1- 11— ii� ... 1 I:14-11 20 19 18 17 18 15 14 13 1.5x3 11 3x8= 3x8=3x8 FP= 3x8 = 3x8= 3x8= 1.5x3 II 10-4-8 gggppp o6-01 10-1-8 10 Q 1-811-8 ?0 b e e v-r-u o-y'd a7-0 Dg a' 0-1-8 Plate Offsets(X,Y)-- 11:0-1-8,Edael.15:0-2-14,Edoel.87:0-2-0.Edoel,112:0.1-8,Edgel,115:0-3-8,Edgel,818:0-3-0,Edael LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.07 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.11 18-19 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) -0.01 12 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:85 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 DOT CHORD 2x4 DF No.1&Btr(flat) end verticals. - WEBS 2x4 DF Stud/Std(flat) DOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=414/0-6-0 (min.0-1-8),16=1349/0-4-0 (min.0-1-8),12=414/0-6-0 (min.0-1-8) - Max Gray 1=460(LC 3),16=1349(LC 1),12=461(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TONIO TOP CHORD 1-2=-1299/0,2-3=-1299/0,3-4=-1109/285,4-5=-1109/285,5-6=0/1899,6-7=0/1899, 7-8=-1110/285,8-9=-1110/285,9-10=-1110/285,10-11=-1299/0,11-12=-1299/0 04' of WAS1 BOT CHORD 18-19=-10/1511,17-18=-812/0,16-17=-812/0,15-16=810/0,14-15=-8/1512 WEBS 1-19=0/1341,2-19=-253/0,3-18=-577/0,5-18=0/1395,5-16=-134210,12-14=0/1341, I FT 16.Z-7; C�O� c 11-14=-252/0,10-15=-57710,7-15=0/1392,7-16=1346/0 NOTES- r, 1)Unbalanced floor Ilve loads have been considered for this design. .d �'I 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �O us .49639 `k/ 3)Recommend 2x6 slrongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3")nails. Strongbacks to 4f-6...0�ISTE� , S e be attached to walls at their outer ends or restrained by other means. G 4)Gap between Inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. IONtAI' � 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 0) PR Or 41s,„, c., A? 0 y Q 870 2PE r • N CU > Pv y c<\ cu OREGON ry° ✓j �O 'MIER 1'� O On A. H - 3'�P EXPIRES:06/30/2015 October 23,2014 r A WARN!■3-Verity design parameters and READ Fri TES ON THIS AND IraUOER/11 FEK REFERENCE PAGE HI!-1413 re it 1/29/2014 BEFORE USE Design valid for use only wtlh Weir 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 responsibiity of buiding designer-not truss designer.Bracing shown Is tor lateral support of individual web members only.Additional lemporory bracing to insure stability during construction Is the responsibility of the MiTekr erector.Additional permanent bracing of the overeat structure Is the responsibilty of the buiding designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/Tell Quokly Criteria,DSI.19 and SCSI bolding Component 7777 Greenback Lane,Sidle 109 Solely Inlormallon available from Truss Plate Institute.701 N.Lee Skeet.Suite 312.Alexandria,VA 22314. Cetus Heights,CA,95810 If Southern Plne(SP)lumber Is specified.the design vaiues ors those effective 08/01/7013 by ALSO A Job Truss Truss Type Qty Ply LENNAR R43081434 PL13-280_MAIN_H PO4 Floor 1 1 Job Reference(optional) Padfie Lumber 6 Trues Co., Like Oswego.Oregon 7.530 3 Jul 11 2014 Millet Industries,Inc Wed Oct 22 15.3123 2014 Page 1 ID:6Tk319xINCM575n f7JJZpky8Nkv-6J0b00af J4Wh_I8Oio99uzNGD?wypQXYHoEcjyQo32 0-8-8 1—1 1— 1-11.8 1 1 1-2-8 I 2-0-0 { 1-1 -81 Scae=1: .5 3x4 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x5 = 1 3x4= 2 3 4 5 8 77►1 y d ��r =� � Y�. Id d IMA 1 12 '4 10 0 8 1.5x3 I I 3x8= 3x8= 3x8= 1.5x3 I I 7 2-104 0- e { 24-4 21g I 12-5-0 113.0-0 1 oBa 2-1-0 0- 9-7-0 0-8-8 0-1-I Plate Offsets(XXI— 11:0-1-8,EdaeL 13:0-1-8.EdaeL 17:0.1-B.Edgel LOADING(psi) SPACING- 2-0.0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0,07 9-10 >999 480 MT20 220f195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) -0.01 7 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:531b 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 - SOT CHORD 2x4 DF No.1&BIr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: - 6-0-0 oc bracing:10-11. - REACTIONS. (lb/size) 11=1064/0-4-0 (min.0-1-8),1=-179/0-6-0 (min.0-1-8),7=467/0-6-0 (min,0-1-8) Max Uplift 1=-268(LC 4) • Max Gray 11=1064(LC 1),1=38(LC 3),7=469(LC 4) 01ONI0 ,yF FORCES. (Ib)-Max.Comp-/Max.Ten.-All forces 250(Ib)or less except when shown. "Qs TOP CHORD 1-2=0/1054,2-3=0/1055,3-4=-1189/0,4-5=-1189/0,5-6=-1329/0,6-7=-1328/0 OS 04 WASIa,, '+' SOT CHORD 9-10=0/1566 W C WEBS 1-11=-1091/0,7-9=0/1371,6-9=-252/0,5-10=-397/0,3-10=0/1234,3-11=-1211/0 4r, r - �; T0 C , N NOTES- I 1)Unbalanced floor live loads have been considered for this design. , y 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A 4' 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 '11� RF 49639 w !, be attached to walls at their outer ends or restrained by other means. ,F., C/STEV- 4)Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. SS V 5)CAUTION,Do not erect truss backwards. fOAIAL � LOAD CASE(S) Standard �4 cO PR.047, VLSI �NGINEFR /-�9 870 2PE / r N • y �-o, OREGON r5 �N �O FMBER 1'� +O OS A. HER�P EXPIRES:06/30/2015 October 23,2014 r a 0 WARNING-Yerif I design parame ran and READ 7d7IESOM THIS AND MEWED MI IER REFEREM:I PAGE MI 1-7473 rev.1/19/2014 BEFORE USE NI Design void lot use only with ANTek connectors.This design is based only upon parameters shown and Is loran individual building component. Appkcabilly of design parameters and proper incorporation of component Is respansbiity of bolding designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure slohilty during construction Is the rerponliblllty of the MiTek' erector.Addillonol permanent bracing of the overall structure Is the responsibility at the building designer.For general guidonce regarding e fabrication.quality control storage.delivery.erection and bracing.consult ANSI/IPI1 Qualify Cllerks,050-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available horn Truss Plate Institute.781 N.lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95810 If Southern Pine(SP)lumber Is specified,the de sign»Iues are those effective 06/01/2013 by ALSO k 1 Job Truss Truss Type Qty Ply r LENNAR R43081435 PL13-280_MAIN_H F05 Floor 18 1 ,Job Reference(optigllOU Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MRek Industries.Inc.Wed Oct 22 1631-23 2014 Page 1 ID:8Tk319xINCM575nt7JJZpky8 Nkv-SJQbQOaf_J4 Wh_I8Oio99uzN4 D7JyoyxyHoEcjy0o32 0-6-8 H 1 2-0-0 1 10-11.8 1 1__1-3-0 1 Scale=1:34.4 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x8= 406= 1.5x3 I I 3 x 8 FP= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 8 7 8 9 10 11 12 1 r4liA ice 1 ^_-!r 1/1 10.11 'i ,� ROO_ ewe e d Iy4 20 19 18 17 18 15 14 13 1.5x3 I I 3x8 = 3x6 FP= 3x5= 408= 3x5= 304= 3x9= -8-8 e. .. . . _ 19-9-0 1 -f}8 9-4-0 0- 8 9-9-0 Plate Offsets(X.Y)-- 11:0-1-8.Edae1.15:0-2-11.Edael.18:0-1-12.EdaeL 115:0-2-12.Edael,116:0-1-12.Edoel,118:0.3-0.Edoel LOADING(psf) SPACING- 2-0-0 CSI. DE FL. in (lac) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.06 18-19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 18-19 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) -0.01 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 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. (lb/size) 1=402/0-6-0 (min.0-1-8),16=1314/0-4-0 (min.0-1-8),13=410/0-2-0 (min.0-1-8) Max Gray 1=448(LC 3),16=1314(LC 1),13=455(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. P33,,CONIO '` TOP CHORD 1-2=-1253/0,2-3=-1253/0,3-4=-981/299,4-5=-981/299,5-6=0/1796,6-7=-73/704, �S O�wAS v 7-8=-75/703,8-9=-75/703,9-10=1508/0,10-11=1508/0 BOT CHORD 18-19=-19/1424,17-18=-837/0,16-17=-837/0,15-16=-1746/0,14.15=-249/1131, G ti ar . �� 13.14=0/1120 A J i, p dys1 WEBS 6.16=-687/0,1-19=0/1293,2-19=-253/0,3-18=-614/0,5-18=0/1430,5-16=-1128/0, 03 ` '� 11-13=-1174/0,11-14=-44/406,9-14=0/545,9-15=-1258/0,6-15=0/1370 ■ I NOTES- „d `�'r a 1)Unbalanced floor live loads have been considered for this design. /fO R .49639 49 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 4, 1ISTE 3)This truss is designed In accordance with the 2012 International Building Coda section 2306.1 and referenced standard ANSI/TPI 1. S G 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 SrONAL � 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. LOAD CASE(S) Standard �\c,S G N k- v/O 2 87022PE 9r- yN �N �'oj,.OREG•N fp AO O FMBER '%\ O OS A. HEM°' EXPIRES:06/30/2015 October 23,2014 i e A IYARNIPC-Yarit7dafigd paranreten and READ 1015105 11E11 AND INCLUDED/1115KREFERENCE PAGE 1.111-1473 rex 1/29/1014 BEEO.REUSE • Design valid for use only with MTek connectors.This design h based only upon parameters shown and is for an individual building component. NI Applicability of design parameters and proper Incorporation of componenl 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 consbudion Is the responsibility of the M iTek' erector.Additional permanent bracing of the overall structure is the responslbilty of the bullring designer.For general guidance regarding fabrication.quality control storage,delivery.erection and bracing.consult ANSI/1PI I Quality Criteria,008.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Solely Intormolion available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314, Citrus Heights-CA,95610 If Southern Pine(SP}lumber Is specified,the design values are shore effective 06/01/1013 by ALSO .A Job Truss Truss Type Oly Ply LENNAR R43081436 PL73280_MAIN H F06 Floor 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 3 Jul 11 2014 MiTek Industries,Inc.Wed Oc122 15:31:24 2014 Page 1 ID:6Tk319x1NCM575nf7JJZpky8Nkv-a V_zdkbHldCNI8IKyPJOi5WXTdLLh£AgnxYn8AyQo31 1 2-0.0 ( 1 1-6-0 1 1 1.2-8 I ( Scale=1:35.7 1.5x3 II 1.5x3 I I 3 x 4= 1.5x3 I I 3x4= 1.5x3 I I 3x8= 3x8= 3x8 FP= 3x4= 1.5x3 11 3x5 = 1 2 3 4 5 S 7 8 9 10 11 12 Cil 2. 19 18 17 15 14 19 3x4= 3x5= 3x8 FP= 403= 3x5= 308= 34= 1.573 II 1 10-0-0 1011-8 19-8-8 �O.3-Q 10-0-0 0-1-8 9-7-0 60-8' Plate Offsets(X,Y)-- 16:0.1-8,Edoel,17:0-2-0,Edge1,112:0-1-8,Edael.f 15:0-3-8,Edoel.116:0-1-12EdcieL 117:0-1-8.Edae1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) I/dell Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.07 14-15 >999 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.11 14-15 >999 360 BOLL 0.0 Rep Stress Inc( YES WB 0.79 Horz(TL) 0.01 16 n/a n/0- BCUL 5.0 Code I8C2012/TPI2007 (Matrix) Weight:85 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) 20=420/0-2-0 (mtn.0-1-8),12=414/0-6-0 (min.0-1-8),16=1347/0-4-0(min.0-1-8) Max Gray 20=467(LC 3),12=460(LC 4),16=1347(LC 1) - FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. o'tONIO p, TOP CHORD 2-3=1582/0,3-4=-1582/0,4-5=-219/687,5-6=-2181687,6-7=0/1869,7-8=-1103/276, �G 8-9=-1103/276,9-10=-1103/276,10-11=-1296/0,11-12=-1296/0 QS pF W BOT CHORD 19-20=0/1163,18-19=-237/1235,17-18=-237/1235,16-17=-1828/0,15-16=-803/0, G .(tr � 'G'l 14-15=-3/1507 AT.' t O y� WEBS 6-16=-727/0,2-20=-1218/0,2-19=-40/440,4-19=0/518,4-17=-1223/O,6-17=0/1560, co x N 12-14=0/1337,11-14=-252/0,10-15=-577/0,7-15=0/1394,7-16=-1315/0 •s,1 yr NOTES- 'AS Rk 1)Unbalanced floor live loads have been considered for this design. 0 ,Q .49639 Q+ 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)20. O�� +ISTfiR� 3)This truss Is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. `f'S G 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3.1 nails. Strongbacks to I�NAL 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. k(5n PROpe LOAD CASES) Standard Q43 Nc 1 N49 /02Y 870 2PE r U1 N N y � t Aj, OREG N ft, I 9�, AMBER >> r'� O.3 A. -j EXPIRES:06/30/2015 October 23,2014 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERE!X1 PAGE P111-1413 inc 1/19/101)BEFORE USE MI Design valid for use only with Shiek connectors.The design Is based only upon parameters shown.and Is for an indivkluol building component - Applicobilty of design parameters and proper Incorporation of component Is responsbility of building designer-tot Inns designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stobltty during construction Is the responsibility of the M iTek' erector.Addilionol permanent bracing of the overall structure Is the responslbilty of the butding designer.For general guidance regarding - fobricotion.quality control storage,delivery,erection and bracing.consult AN51/T 7II Quality Criteria,D58.89 and SCSI Building Component 7777 Greenback Lane,suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. CBrus Heights,CA,85610 If Southern Pine Pi lumber Is specified,she designs/slues sre those effective 06/01/2013 byALSC I Job Truss Truss Type Qty Ply LENNAR R43001437 PL13-280_MAIN_H F07 Floor 3 1 Job Relererlce(4ptionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7,530 s Jul 11 2014 MITek Industries,Inc.Wed Oct 22 15.31:25 2014 Page 1 ID:6Tk319xINCM5 75nf7JJZpky8Nkv-2hYLg4bvWwKEwHR W W7gdFJ3j61 fEQhcipobHKgcyoo30 I 1-2-8 I 2-0-0 I 1 0-6-0 1 Scale=1:17.7 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 3x6 6 I . __Wiliteaiii li lijir 111110Maii ,•.•.'.-_, -i e po, N EMI NiblEMN it 9 B 3x8 7 3x8= 1.5x3 II 3.94 = .1,-g 9-8-8 11030 1 0.1- 9-7-0 _ 0.6-8 Plate Offsets(X.Y1— [6:0-1-8.Edael,f8:0-2-4,Edge1 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.08 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.14 8-9 >818 360 BCLL 0.0 Rep Stress Ina" YES WB 0.83 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:42 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) 6=53910-6-0 (min.0-1-B),10=542/0-2-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1899/0,3-4=-1899/0,4-5=•1584/0,5-6=1584/0 �TONIO BOT CHORD 9-10=0/955,8-9=0/2050 � WEBS 6-8=0/1636,5-8=-251/0,4-8=-488/0,2-9=0/990,2-10=-1071/0 bs ov wAs rPY NOTES- Gy' .$ - 4-; C� 'O • 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. I _ • % 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 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 10 be attached to walls at their outer ends or restrained by other means. 4 49639 4)Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. O .r,. tr., • 5)CAUTION,Do not erect truss backwards. A 411STI LOAD CASE(S) Standard �sS'ONALE�CI , O PR.Qp �c2:O � GIN�F , S/%%L Q 87022PE r N y �Aj, OREG N - OIL/ 9O �MSER \1 ms`s A. HS?' \--\P EXPIRES:06/30/2015 October 23,2014 k r A{YARNING-Verify der ign parameters and READ NOTES ON THIS AND IM1IJ0ED NI TEK REFEREhtl PAGE 1-111.7413 re it 1/19/1014 BEFORE USE Design valid for use only with MiTek connectors.This design Is bosed only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component k responsbiily of bolding designer•not Ines designer.Bracing shown it Ice lateral support of Individual web members only.Additional temporary bracing to insure stobiity during construction is Ile responsibility of the M Frei( erector.Additional permanent bracing of the overol structure Is the responsibility of the building designer.For general guidance regarding tobricolion.quality control storage,delivery,erection and bracing.consult ANSI/IPII Quality Criteria,058-99 and SCSI Building Component 7777 Greenback lane Suits 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Halphls CJs,96010 I1 Southern Pine(SP)lumber Is specified,the design vetoes era those effective 06/01/2013 by ABC LENNAR 13-1/2" OPEN WEB JOIST @ 24" O.C. 2571 MULBERRY AMERICAN PL13-280 UPPER • 8/18/2015 Products PIotID Length Product Plies Net Qty • • BM7 20-00-00 3'1/2"x 12"Glulam(1.8E 24F-V4 DF/DF) 1 1 - ,- - , - . . BM6 20-00-00 5 1/2"x 18"Glulam(1.8E 24F-V4 DF/DF) 1 1 BM3 21-00-00 5 1/2"x 19 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 RM1 36-00-00 2X14 DF#2&BTR 1 1 RM1 19-00-00 2X14 DF#2&BTR 1 1 BM5 17-00-00 2X14 DF#2&BTR 2 2 RM1 13-00-00 2X14 DF#2&BTR 1 '2 BK1 12-00-00 2X14 DF#2&BTR 1 1 • BM9 12-00-00 2X14 DF#2&BTR 2 2 BM2 9-00-00 2X14 DF#2&BTR 1 1 BM1 8-00-00 2X14 DF#2&.BTR 1 1 • MEI RM1 8-00-00 2X14 DF#2&BTR 1 1 R- - -1 BM10 7-00-00 2X14 DF#2&BTR 1 1 ® e iI BM8 5-00-00 2X14 DF#2&BTR 2 2 - il o BM4 4-00-00 2X14 DF#2&BTR 1 1 • � d t � �m I ALL BEAM SIZES PER ARCHITECT/ENGINEER BK1.BLOCKING I I RM1=RIM BOARD I o 0 0 0 o ACCESSORIES QTY I f U. LL LL Li. LL , .Q LUS414 31 I m Q LU212 1 I _I 2X14 OF t2&BTR,FOR SHEAR BLOCKING 30' 1 2X6 DF#2&BTR FOR RIBBON 36' `® -. . ® HU214-2 3 > > c- >: n .- I 0 0 HUC212-2 1 1, L ..BM4_ BK1 I °r"' I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN f O I HVAC'DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. m o 0 0 LL LL LL FLOOR LOADING 40 LL 4_,;::,.,.," I t i u,ra ;i:..i. AJ - , - -'t. a •` II , ?" — 15 DL '' 0 0 0, CO o 0 r 0 0 E ti LL LL" LL LL LL LL LL LL 1c__J �.� - — ct [FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA[ 1 �BMf� gli I • Iiiii \ 0 I • I JOIST WITH RIBBON. r AI III .Q, i. [Iv -7sr lla 11:. isr Pac `• umber IIm - BM91 --H__ i--- --s—��•— -- & TRUSS \ COMPANY Lizo 12) START FRAMNG HERE I „ -b g 4- —IR- LENNAR 13-1/2"OPEN WEB JOIST @ 24"O.C. 2571 MULBERRY AMERICAN PL13-280 UPPER 6/18/2015 . , - .' - - -- Products PIotID Length Product Plies Net Qty BM7 20-00-00 3.1/2"x 12".Glulam(1.8E 24F-V4 DF/DF) 1 1 - BM6 20-00-00 5 1/2"x'18"Glulam(1.8E 24F-V4 DF/DF) 1 1 BM3 21-00-00 5 1/2"x 19 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 RM1 36-00-00. 2X14 DF'#2'&BTR 1 1 RM1 19-00-00 2X14 DF#2&BTR 1 1 BM5 17-00-00 2X1`4 DF#2&BTR 2 2 RM1 13-00-00 2X14 DF•#2&BTR 1 2 BK1 12-00-00 2X14 DF#2&BTR 1 1 BM9 12-00-00 2X14 DF#2&BTR 2 2 BM2 9-00-00 2X14 DF#2&BTR 1 1 BM1 8-00-00 2X14 DF#2&BTR 1 1 RM1 8-00-00 2X14 DF#2&BTR 1 1• IBM3I BM10 7-00-00 2X14 DF#2&BTR 1 1 > _T__S__�__.___�_ BM8 5-00-00 2X14 DF#2'&BTR 2 2 fill q........0 (75,.... BM4 4-00-00 2X14 DF#2&BTR 1 1 II I ALL BEAM SIZES PER ARCHITECT/ENGINEER 1 u !I BK1.BLOIXING 1 RM1-RIM BOARD u 7 ACCESSORIES QTY II QA LUS414 31 I I°1. L°L L°L LL f - C> W212 1 • I1D 2X14 DF#2&BTR FOR SHEAR BLOCKING 3D' �;m 2X6 DF#2&BTR FOR RIBBON 36' k Q HU214-2 3 II . II C) HUC212-2 1 II _ - -.c_® .r _ P4 -'—: [ SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I BK1 1, IBM2'' ; 3—c _ --- I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I �_ FLOOR LOADING _ 40 LL �, o 15DL .+ i U -S L; 34-1 rci...: .l 4. a. '_E ,:1,2 Sw+ + 'FLOOR DESIGNED TO MEET OR EXCEED LI480 DEFLECTION CRITERIA LL ULL LL LLLL PO O cc= LL LL LL _B ___ II _:. 1 • LL LL LLLL LL IILL LL LqL m g. JOIST WITH RIBBON FL li G_i - a BM6.--6--�--- l • r t a a a a .1 Pacrb umber • D !II o _0 0 0 0 LL LL 2 2 LL I m'!_r____,==:,==,==.___.__4- & TRUSS \ COMPANY I- a I sm% ■ pa l IBM71 START FRANMG HERE 1 iTek ® :! MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-280_UPPER Fax916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R44739269 thru R44739274 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. (AO P R•OFFS LNG I NE69 s>0 ' : e 2PE cc% -y K1j,.OREGON n° N 0 4B E R.'v\ PNO SA HEWN EXPIRES:06/30/2015 June 18,2015 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. mit MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-280_UPPER Fax 916/676-1909 LENNAR The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal: R44739269 thru R44739274 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. 0,10Nro 1,14,,p, G& o4 WASI is k 49639 c cy'� June 18,2015 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 ANSIITPI 1. Job Truss Truss Type Oty Ply LENNAR R44739269 PL13-280 UPPEI9 F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber 8 Tniss Co., Beaverton.Oregon 7.530 s Jul 11 2014 M1ek Industries,Inc.Thu Jun 18 0931:43 2015 Page 1 10 011hLKKEepN1 FL1/gzmh0My8PJ8-VDVbdEIMGHZ6RcOsrwFCUOcciNhmWsD f6YJ4?Yz53KE 0-1-6 Ht 2-8-0 1 1 1-10-4 1 1 1.1.8 i I 1-2-0 ii 0-11-0 1 Scale=1:32.5 1-5x3 II 1.5x3= 3x4= 1.5x3 II 3x4= 1.5x3 II 3303= Sal= 1.5x3 H 384= 1.583 II 1 2 3 4 5 8 7 e • 1a 116 '�--��..-1�1% I \' 1, ... _ ,... .,.:...... :, 18 15 13 12 11 3x6= 316= 3x10= 3x8= 'LW II 384= 3x4= I 12-7-12 1 18-8-4 I 12.7.12 _ 6.0.6 Plate Offsets(X.Y)-- 16:0-3-0.Edael.17:0.1-B,EdgeJ,(12:0-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.07 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.14 16-17 >000 380 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 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 purllns, except - BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. . REACTIONS. (lb/size) 17=611/0-5-8 (min.0-1-8),14=1203/0-4-0 (min.0-1-8),11=214/Mechanical Max Uplilt11=38(LC 3) - Max Grav17=615(LC 8),14=1203(LC 1),11=313(LC 4) oTONIo FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1808/0,3-4=-1808/0,4-5=-621/0,5.6=-621/0,6-7=0/818,7-8=-340/415, Q5 O4 WAS 0.,„14,. B-9=340/415 G rC4 c BOT CHORD 16-17=0/1293,15-16=0/1547,14-15=-818/0,13-14=415/340,12-13=-415/340, I XI- l x. 2, d 11-12=-200/482 os F1 WEBS 6-14=-761/0,2-17=-1377/0,2-16=0/554,4-16=0/307,4-15=-1026/0,6-15=0/1486, 1... • 7-14=-855/0,9.11=-518/215,9-12=-428/0 'r NOTES- K1 � 49639 • 1)Unbalanced floor live loads have been considered for this design. ��' ��ISTtaR� w 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. ssl.14AL. G 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. c;;?,9 PR OFE`ri5' LOAD CASE(S) Standard �6�c $NG(N �9 ip29 87022PE r" -57,,,AjOREG Nr�° <v OS A. HEY' EXPIRES:06/30/2015 June 18,2015 o WARNING•Verily design parama e.ra and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE 8111-7473 rev.02/18/7015 BEFORE USE. Design valid for use only with IW1ek 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 responsibilty of buiding designer-nol Iron designer.&acing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure slob/fly during construction is the responsiblilily of the Mire k' erector.Additional permanent bracing of the overall slruclure is the responsibility of the building designer.For general guidance regarding - fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/1111 Quality Criteria,DSB-89 and BCSI Budding Component 7777 Greenback Lane Sakti Information available from Truss Plate Institute.7BI N.Lee Street,Sate 312,Alexandria,VA 22314. Sete 109 ca.,,. teigrn:r•s a581n __--_ 01 Job Truss Truss Type Oty Ply LENNAR PL13•280_UPPER F02 FLOOR 3 I R44739270 ,Jab Reference(optional) padre Lumber&Truss Co., Beaverton,Oregon 7.535 s Jul 11 2014 MTek Industries,Inc.Thu Jun 18 09:31:47 2015 Page 1 ID:OiIhLKKEepN1FZ17gzmhOMy8PJ6-N_k6SbwsKV4YvDJd4mK8eEmag53HSpbF1AHI8.1z53KA I 1-2-0 I I 1-2.0 I 1 0-10-12 I 2-6,0 I Scale:1"=1' 394= 11.593 II 2 31.593 II 4 394= 51.593 II MEM •-. 4/, -- 1.5x3 II 3x4= 9 8 7 8 3x4= 3x4= I _ 6-2-12 6.2-12 Plate Offsets fX.Y1— [2:0-1-8.Edae1J7:0-1-8.Edge] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0,22 Vert(LL) -0.03 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.08 6-7 >999 380 BCLL 0.0 Rep Stress Ina YES WB 0.15 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 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 - DOT CHORD 2x4 DF No.1&Blr(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=336/Mechanical,6=336/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=436/0,3-4=-436/0 �yToNIO '` BOT CHORD 8-9=0/436,7-8=0/436,6-7=0/542 +I��p, WEBS 2-9=551/0,4-6=-582/0 & 04.WAS!/r,_ `rY G `C'' '-- (;>.'Zt NOTES. tf ! : ' O d�t1 1)Unbalanced floor live loads have been considered for this design. h x N 2)Refer to girder(s)for truss to truss connections. / 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. Sfrongbacks to .p ..7 be attached to walls at their outer ends or restrained by other means. /5 4, .49639 4r OA, 44Cf ti'0 LOAD CASE(S) Standard SSIONALG ��F.o PR.OFen Q 44 870 2PE /9r N y � • E N A* q � q F �0 OMQR 1 N4 S A. F-I EXPIRES:06/30/2015 June 18,2015 _-f-w... =1-. '.i ®WARNING•Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITER REFERANCE PAGE A9r-7473 rev.OYfVlef6 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 h responsilllly 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 responslbliAly of the Mire k' erector.Additional permanent bracing of the averot structure is the responstbiity of the building designer.For general guidance regarding lubrication.quality control.storage.delivery.erection and bracing.consult ANSVIPII Quality Criteria,056.89 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 __CScua ieL .CA f5510 1 Job Truss Truss Type Oly Ply LENNAR R44739271 PL13-280_UPPER F03 FLOOR 9 1 ____ _ Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MITek Industries,Inc.Thu Jun 18 0911:48 2015 Page 1 ID:OIIhLKKEepN1 F217gzmhOMy8PJ6-sAlUgxxU5pCOXNugeTrNBRJiRVJ4B8tOFgl rhlz53K9 I �-&0 1 Iii 1 1-2-0 11 1-5.4 1 1 243.0 I 2.0.0 qIlle Scale=126.9 3x4= 1.5x3 II 1.5x3 II 314= 1.5x3 H 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3= 1 2 3 4 5 6 7 0 9 w ■ w�r�= .�w�y s�/ `�ii� Ili !N t8 2 e a r 15 14 13 12 11 E 3x4= 3163= 3x4= 1.5x3 II 3x8= 3x6= 1 15-8-4 I 15-8-4 Plate Offsets(X.YI— ($-0-1-8.Edge) 1.13'0-1-8.Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (tort) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.20 13-14 >929 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.31 13-14 >595 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 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/SId(flat) BOT CHORD Rigid ceiling directly applied or 10-0-Doc bracing. . REACTIONS. (lb/size) 10=837/0-5-8 (min.0-1-8),15=843/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2.3=2938/0,3-4=-2938/0,4-5=-3112/0,5-6=-3112/0,6-7=-2577/0,7-8=-2577/0 ��ONrO i BOT CHORD 14-15=0/1839,13-14=0/3242,12-13=/3112,11-12=0/3112,10-11=0/1566 t� WEBS 5-13=-128/303,2-15=-1974/0,2-14=0/1180,4-14=-432/0,4-13=-450/193.8-10=1725/0,8-1 1=071 123,6-11=-776/0 S F WAS ft 4 O O NOTES- Q' h� - rt... O d 1)Unbalanced floor live loads have been considered for this design. . - y I-4 2)Refer to girder(s)for truss to truss connections. 3)This truss Is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r 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 .d �' be attached to walls at their outer ends or restrained by other means. R .49639 'w� 5)CAUTION,Do not erect truss backwards. �0A'� aKST is. LOAD CASE(S) Standard s'rfONALti11G tc1/4to PR 0 FFSS��N0I N /p 2,SD' 9 8 • 2PE • r y NEAT OREGO cy� iU~ 9O MQER '% \O OS A, HE��P EXPIRES:06/30/2015 June 18,2015 Q WARNING-Verify design p.ramelers and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MlI.7473 rev.02/1 1/2015 BEFORE USE. Design valid for use only with h4Tek connectors.This design h based only upon parameters shown,and is to an Individual building component. . Applicability of design parameters and proper incorporation of component is rospansibEty of baildllg designer-not truss designer.Bracing shown B for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibtlily of the Mirek- erector.Additional permanent bracing of the overal structure Is the responsibility of the building designer.For general guidance regarding • fabrication.qualify control,storage.delivery,erection and bracing.consult ANSVIPI1 Quality Criteria,DS11-89 and SCSI Building Co mponenl 7777 Greenback Lane Safety Information avolable from Truss Plate institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 rams H.igbry rA'Sate Job Truss Truss Type Qty Ply LENNAR R44738272 PL13-280_UPPER F04 FLOOR 5 1 - Job Reference(optional) Pacific Lumber&Tluss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Jun 18 09:31:49 2015 Page 1 ID:OilhLKKEepN 1 FZ17gzmhOMy8PJ6-KNssIHy6s7KF9XTOCAMc)fruXvoLwkUYUUmPDCz53K8 1 7- 12 1 1 3x4- 2 1.6x3 II Scale=1:8.5 L . m ,, .._ . 4 3 ' 1.5x3 II 394= 1 2-8-12 1 2-8-12 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) 0.00 4 "" 480 'MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:131b Ft=0%F,0%E LUMBER- BRACING- 1 TOP CHORD 2x4 DF No.1&Blr(flat) TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins, except BOT CHORD 2x4 DF No.1&Blr(Ilat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 4=143/Mechanical,3=143/Mechanical - FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- TONIO I 1)Refer to,girder(s)for miss to truss connections. Q�_ 2)This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/IP!1. b5 OF WAS 4ti1y.,. 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 G',rti 0 ry be attached to walls of their outer ends or restrained by other means. ti� ,i �p d.' y y, N LOAD CASE(S) Standard I r , t. • •P\,,f,:.:49639, it/ • 0,t, -6.disToityx�`-40fgALEIAGS� •,��ED PR • es s 2 :870 2PE r •r y �Aj,.OREG N rP 4// 90 ��zERAl O 0.0 A .H �p'\R• EXPIRES:06/30/2015 June 18,2015 .r, 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M1I-7473 rev.0 211 012 0 1 5 BEFORE USE. . Design valid for use only with MiTek connector.This design is based only upon parameters shown.and Is for an Individual building component. El Applicability of design parameters and proper;incorporation of component is responsibility of budding designer-not truss designer.Blaring shown Is for lateral support of individual web members only.Additional temporary bracing to Insure"slabilly during construction h the responsibility of the p a - erector.Additional permanent bracing of the overall structure is the responsibilly of the building designer.For general guidance regarding MiTele labricallon.quality control.storage.delivery,erection and bracing.consult ANSI/1111 Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane Solely Inlormallon available from Truss Plote Institute.781 N.Lee Street,Suite 312 Alexandria,VA 22314. Suite 109 CBme HPIgMs CA goats 4 -JOb Truss Truss Type Oly Ply L ENNAR R44739273 PL13.280_UPPER F05 FLOOR 5 1 _ Job Reference(optional) Pacific Lumber d Teas Co., Beaverton,Oregon 7.610 is Jul 11 2014 MiTek Industries,Inc Thu Jun 1H 0831:50 2015 Page 1 I D.OiIhLKKEepN1 FZt 7gzmhOMy8PJ6-oZ0 F5dylcOS6mh2ClulrGsO_?JvgfOkhj8Wylez53K7 I 2-8.0 I 1 0-9-12 1 1-2-0 11 1-7-8 1 - Scale=1:29.4 7 1.553 I I 34= 1.5x3 I I 3x4 = 1.5x3 I I 4x4 = 1.54 I I 34- 1.54 II 1 2 3 4 5 8 7 8 9 ��_� �.. rim "'� 1r' 14 13 12 11 10 3x5= 3x8= 4x6= 1.503 II 305= 3x5= 12-5-12 I 11-3-12 1f10-178011 121714 16.10-4 I 11-3-12 0.7.0 0-7.0 4-3-0 0-1-0 Plate Offsets(X.Y)-- I6:0-1-8-Edgel.111;0-1-8.Edgel LOADING(psf) SPACING- 2-0-0 C51. DEFL. in floc) Vdell LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Verl(LL) -0.28 13 >712 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.45 13-14 >444 360 BOLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weighl:75lb FT=O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&BIr(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-7 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 2-2-0 oc bracing. . REACTIONS. (lb/size) 15=920/0-1-12 (min.0-1-8),10=920/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or Less except when shown. TOP CHORD 2-3=-3326/0,3-4=-3326/0,4-5=-3720/0,5-6=-3720/0,6-7=-3110/0,7-8=-3110/0 TONIQ p� BOT CHORD 14-15=0/2033,13-14=0/3848,12-13=0/3110,11-12=0/3110,10-11=0/2042 �Ct�� WEBS 6-12=-365/0,7-11=-424/0.2-15=-2182/0,2-14=0/1388,4-14=-580/0,4-13=-251/179,5-13=421/0,6-13-0/1007, yfi:WASA,r,- Y.8-10=-2192/0,8-11=0/1271 G — v0 Si, O '0 NOTES- s x h1 1)Unbalanced floor live loads have been considered for This design. 2)Refer to girder(s)for truss lo truss connections. irr 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)15. A 49639 4 4)This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. iO .P�O,ST�_ G4/ 5)Recommend 2x6 slrongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �'0 li" be attached to walls at their ouler ends or restrained by other means. SwSw LOAD CASE(S) Standard <iEO PR.OpFS Q/c, �N�,NEF'Y s/6.4 8 • 2PE yN (V N �A),.OREGO ti5�4/ 'AO AMBER 1\ ,k OS, A. HE EXPIRES:06/30/2015 June 18,2015 o WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 raw.02/16/2015 BEFORE USE, Design valid la use only with Muck connectors.This design is based only upon parameters shown.and is for an individual building component.' Apprtcabiity of design parameters and proper Incorporation of component is responsbility of building designer-not truss designer.Hrocing shown Is for lateral support of isdlviduat web members only.Additional temporary bracing to Insure stabilrly during construction Is the responsibility at the MiTek' erector.Additional permanent bracing of the overal structure Is the respombiity of the building designer.For general guidance regarding - fobrlcation.quality control.storage.deliivery,erection and bracing,consult ANSI/IPII Qesitly Okada.658-89 and SCSI 6utdtng Component 7777 Greenback Lane Solely Inlormolion available from Truss Plain Instllule,781 N.Lee Street.Suite 312.Alexandria.VA 22314, Sulfa 109 .____ ___Canis Hnlgbln,CA-9511t0 1" V Job Truss Truss Type Qty Ply LENNAR R44739274 PL13-280 UPPER F06 FLOOR 5 1 _ Job'Reference(optional) _ Pacific Lumber d Truss Co, Beaverton,Oregon 7.530 s Jul 11 2014 Wets Industries,Inc.Thu Jun 18 09:31:61 2015 Page 1 ID:OilhLKKEepN1FZ17gzmhOMy8PJ6-G1_dluNNkazOrdPJbP4p4xCkiQdOTCrxoFVH4z53K6 0.1-8 - - H I •2-6-0 I 1 -1.111-4 I [ 1-1-a II 1-2-0 I10-10.8 1 Scale=1:32.4 1.5x3 it • 1.5x3= 3x4= 1.5x3 Ii 3x4= 1.5x3 II 3x8= 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 8 7 8 9 10 '18 dirigil,■_. -- ii■ IpPPP-iiimi iir4 ■1 I7 .. CA �� 18 15 FIA 13 12 3x8= 3x8= 3x10= 3 x 6= 1.5x3 I I 3x4= 3x4= • 1 12-7-12 I 18-7-12 1 12-7-12 8-0.0 Plate Offsets(X:Y)— (6:0-3-0.Edge[.[7:0-1-8.EdaeJ,j12:0-1-8.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.07 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.14 16-17 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.75 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 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 N6.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(ilat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 17=611/0-5-8 (min.0-1-8),14=1203/0-4-0 (min.0-1-8);11=210/0-2-0 (min.0-1-8) - Max Uplift11=-40(LC 3) Max Grav17=615(LC 8),14=1203(LC 1),11=310(LC 4). ozoNro FORCES, (Ib)-Max.Comp/Max.Ten.-All forces,250(Ib)or less except when shown. �Q, TOP CHORD 2-3=1807/0,3-4=-1807/0,4-5=-618/0,5-6=618/0,6-7=0/818,7-8=-333/416, O� O&iWAS1�r 4. 8-9=-333/416 G 4 C , BOT CHORD 16-17=0/1292,15-16=0/1546,14-15=-818/0,13-14=-416/333,12-13=416/333, i f..5- ,,F; �O� 11-12=204/475 L-T WEBS 6-14=-762/0,2-17=1376/0,2-16=0/553,4-16=0/307,4-15=1026/0,6-15=0/1486, 7-14=-851/0,9-11=-510/219,9-12=-43310 7 r�i- l NOTES- I) �� \,p X9639/& • 1)Unbalanced floor live loads have been considered for this design. "fie, FCISTE�-- ' 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. S's f 1� 3)This truss Is designed In accordance with the 2012 International Building Code section 2306:1 and referenced standard ANSI/TPI 1. _ .. .At . 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 olhermeans. - 5)CAUTION,Do not erect truss backwards. - 'ES) P R.pF4ss LOAD CASE(S) Standard is ,NC�(Na=F9 /c2. :870 2PE �-c'• y � ' N ^3 OFiEGON ` ° •.1iy 90Occyy-88R 11 Pip - A --HEC\ EXPIRES:06/30/2015 June 18,2015 -4 , ®WARNING'-Verlrydesign paramelers'and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 510.7473 rev.02/16/2015 BEFORE USE. ■'4 Design valid for use only with Midek connectors.This design b based only upon parameters shown.End Is for an Individual building component.• Appllcablity,of design parameters and proper incorporation at component Is responsibility at balding designer-pot truss designer.Bracing shown p{�� Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the iTek• • erector.Additional permanent bracing of the overall structure Is the responsibiily of.the building designer.For general guidance regarding gy1 fabrication quality control storage,delivery,erection and bracing.consult ANSI/TPI1 Qua81y Cdtedo,DSB-89 and SCSI(Wilding Component 7777-Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street.Salle 312.Alexandria.VA 22314. .. Butte 109- Minis HH5hlt(IA d iema 1 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury IlralM Dimensions are in ft-in-sixteenths. ligbibi. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system.e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 0^i/t�, 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves L may require bracing,or alternative Tor Op bracing should be considered. ORRIllor = O 3. Never exceed the design loading shown and never U = stack materials on inadequately braced trusses. a_ U P 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C'8 c�' cs s 2 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 lightly 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 local ons 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 consderafion and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 esponsibilty of truss fabrcator.General practice a 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 e. Indicated by symbol shown and/or specited. by text in the bracing section Of the 13.Top chords must be sheathed or purrins provided at output. Use T or I bracing spacing indicated on cesign. 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. 1 Indicates location where bearings All Rights Reserved (supports; occur. Icons vary but ®2012 M 16.Do not cut or alter truss member or plate w(thout prior Tel l approval of an engineer. •.• reaction section indicates joint 17.Install and load ve tical unless indcated otherwise. number where bearings occur. N �� Min siize shown is for crushing only. Ill l8.use of green or treated lumber may pose unacceptable pc-no environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TFII: Notional Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Review ng pictures alone DSB-89: Design Standard for Bracing. s not sufficient. M iTe ke SCSI: Building Component Scfety Information, 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. MTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 e • „ ,t