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Plans (10) • -.. -- 9-1/4"OPEN WEB JOISTS @ 24"O.C. •" / / LENNAR IIFO I r 2892A MARQUAM / I PL14-233 MAIN H 10/132014 I F01 _ FO Products FO i PIotID Length Product Plies Net Qty Fos BK1 16-00-00 2x10 DF No.2 1 1 NI BM5 6-00-SE BBO1 1 1 FO BM2 7 St 00 BB01 1 1 � _ FO FO BM4 c 50-00 BBO1 1 1 �� Fl II FOS I BM3 5-00-00 BBO1 1 3 Foa 1 I B Ad 4-00-00 BBO1 1 2 w F. 1 03 v PM11 _ M2, I ALL BEAM SIZES PER ARCHITECT/ENGINEER I •�� BKl A BLACKING ' RMl.RIM BOARD ' ACCESSORIES I QTY t I._ 2X10 DF#2&BTR FOR SHEAR BLOCKING 12' I ' - l� � .c CSHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN `f F02I [HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. rte( F02, FLOOR LOADING �1 I 40 LL 15 DL F02 I . r F02', 'FLOOR DESIGNED TO MEET OR EXCEED V480 DEFLECTION CRITERIA I o _ ___: — REFER TO STRUCTURAL PLAN FOR ADDITIONAL• ® , POST TRANSFER BLOCKING II-U2 ", AND SHEAR BLOCKING REQUIREMENTS. I F021 SING-E TOP CORD BEARING IF02 ► i� -- I■1 ...., , F021 H::03 �. + 0 t1J 1 Pffi \ umber& TRUSS \ COMPANY O I~+ till F03 9-1/4"OPEN WEB JOISTS @ 24"O.C. I. II4 0 0 F01 LENNAR MI I 2892A MARQUAM FOl PL14-233 MAIN H F01 a 10/13/2014 IF01 FM Fo4 S Products 05 A I Fo4 j PIotID Length Product Plies Net Qty ob i F04 � BK1 16-00-00 2x10 DF No.2 1 1 BM5 8-00-00 BBO1 1 1 Fos F04 6M2 7-00-00 BB01 1 1 BM4 6-00-00 BBO1 1 1 Fob m 1 F04 BM3 5-00-00 BBO1 1 3 BM1 4-00-00 BBO1 1 2 j05 1F04 IFOb # I F04 .. ' Fob 1 I F04 B (yvI`� ,2 I _ I ALL BEAM SIZES PER ARCHITECT/ENGINEER BK1-BLOCKING �I I F02 I RMI-RIM BOARD ACCESSORIES QTY -- !F02 I. 2X10 OF#2&BTR FOR SHEAR BLOCKING 12' I l IM F02 SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I F02 • I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. a----IBM5I FLOOR LOADIN{' • F02 I 40 LL 'F02 A 15 DL g_ cID II I`LOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIAI \ � IBM3� �F02Iv REFER TO STRUCTURAL PLAN FOR ADDITIONAL I�'!`iI I POST TRANSFER BLOCKING AND SHEAR BLOCKING REQUIREMENTS. IT 1 F02 02 BANGLE TOP CORD BEARING F02 F03 1 F03 *� F03 f Pacifi umber F03 & TRUSS '� COMPANY (- I 1 al Mit MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-233 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: R43015572 thru R43015576 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. <cPED PROFE`S'S cc5 ('INEE9 /02� cc- 879 2PE N N y �'oj, OREGON ti9 4� 9�, 6'448EB a0 OS A HERv.P EXPIRES:06/30/2015 October 13,2014 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. int MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-233_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: R43015572 thru R43015576 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. �TONIO 05 04 WASN,. - C, 4• WC). �y % N ` 1 49639a Ofi�s 4brstER�G - tip. • October 13,2014 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 (ay Ply LENNAR R43015572 P1.14-233_MAIN H F01 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 13 13:1598 2014 Page 1 ID.OckOXxdfingu?pI KWG4fdjz_Urw-g6KDTf7a6wjrzCOTFPz?jg200Y7k2MxJthmexyTnun 0-6-8 H-i I 2.40 1 I0.8-0 1 I0-8-8 1 Ib-8L Scale-1:34.2 1.583 II 1.5x3 I I 3x4= 1.5x3 11 4x5=3x4 11 485= 3x6 FP— 3x4= 1.583 11 3x5= 1 3x5= 2 3 4 5 6 7 8 9 to 11 12 20 19 18 17 clj 15 14 13 ` 1.5x3 11 3x8= 3x8= 3x6 FP= 3x8= 3x8= 388= 1.50 II 9-10-0 C--66I111 y b-eel 9.0-e o-yid 19-1-0 - b-e-a l 0-1-8 Plate Offsets(X,Y)-- )1:0-1-8,Edge),I5:0.2.5.Edoel.17:0-1-6,Edee1,(12:0-1-8,Edgel,115:0-3-8,Eduel,116:0-2-12,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.06 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.10 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) -0.01 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) i Weight:81 lb FT=0%F,0%E - LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flal) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=391/0-6-0 (min.0-1-8),16=1276/0-3-8 (min.0-1-8),12=394/0-6-0 (min.0-1-8) Max Gray 1=436(LC 3),16=1276(LC 1),12=438(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .'TONIO TOP CHORD 1-2=-1209/0,2-3=-1209/0,3-4=-859/325,4-5=-859/325,5-6=0/1717,6-7=0/1717, 7-8=-882/307,8-9=-882/308,9-10=-882/308,10-11=-121610,11-12=-1216/0 CpA 0- w` 4Fy� - ' p�o y Y BOT CHORD 18-19=-35/1342,17-18=-984/0,16-17=-984/0,15-16=-938/0,14-15=-22/1358 WEBS 1-19=0/1248,2-19=-253/0,3-18=-654/0,5-18=0/1461,5-16=-960/0,12-14=0/1255, 11-14=•252/0,10-15=-645/0,7-15=0/1448,7-16=-992/0 X ; h. NOTES- :3/ 1)Unbalanced floor live loads have been considered for this design. vd 49639 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1, 15 4Q 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 - O+ix PcitS7 be attached to walls at their outer ends or restrained by other means. �`rs%%ONALV' 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 4kEO'PROfFs,- ,C.? NGINEF`9 a'/O,- -K- 8 • 2PE 91 y N�'5j,OREGO f 4i �C �MBER 1'� a.•OS ,4. HO; EXPIRES:06/30/2015 October 13,2014 A I44RNIAG-Verify design parameters and READ ROM ON MIS AND L°CuUL ED MIIEC REFEREIEI PAGE MII-7473 re s 1,29,'1014 8FF0.4E USE Design valid for use only with MOek conneclon.Thin design Is based only upon parameters shown.and is for on individual buldng component. 1111 Appicabtity of design parameters and proper Incarperolion of component is responsbiity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addil and temporary bracing to Insure stobihty during construction is the responsbillity of the MiTek' ^ credo'.Addllonol permanent bracing of the overol structure Is the responsbility of the bulling designer.For general guidance regordng fabricalion.quality control storage.delivery,erection and bracing.consult ANSI/IPI1 Quaa*y Carole,Me-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information ovnioble from Inns Hate Institute.781 H.lee Street.Suite 312 Alexandria,VA 22314. 'Zit=Heights,CA.s5e10 If Southern Pine(SP]lumber b specified,the design values are those effective 06/01/2013 byALSC I r. Job Truss Truss Type Qty Ply LENNAR R43015573 PL14.233_MAIN_H F02 Floor 11 i Job Reference(optional) Pacific Lumber d Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2011 MiTek Industries,Inc.Mon Oct 131316692014 Page 1 ID.DckOXxdfingu?pIKW G41djz_Utw-Ilubg_7DIDrhbMbto7UEGlbBuyTznpET5LWWHNyTnum - 0-6-8 I—I 1 2-0-0 I !o-e-e I I0-8-8 I �P�6L tale-1:34.3 1.5x3 II 1.5x3 I I 3 x 4= 1.5x3 I I 4x5= 3x4 I 1 4x5 = 3x6 FP= 3x4= 1.5x3 II 3x5= 1 305= 2 3 4 5 6 7 6 9 10 11 12 d 0..1171F- .11 �1_,u!=1�■�1_S7 le II d 20 19 1e 17 15 14 13 1.5x3 II 3x8= 30= 3x8 FP= 3x8= 388= 308= 1.5x3 II pp 9y1100-I beet 9-1.9 0-'d 19-108 - basa' 0-1-a Plate Offsets(X,Y)-- 11;0-1-8,Ednel.f5:0-2-7,Edgel.17:0-1-6,EdaeL 112:0-1-8,EdgeL 115:0-3-12,Edoel.118:0-2-12.Edgel LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.06 18-19 >999 480 MT20 220/195 TCOL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.10 18-19 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.74 Horz(TL) -0.01 12 n/a n/a BCDL 5.0 Code IBC2012/fP12007 (Matrix) Weight:81 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.l&Blr(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=393/0-6-0 (min.0-1-8),16=1279/0-3-8 (min.0-1-8),12=393/0-6-0 (min.0-1-8) Max Gray 1-438(LC 3),16=1279(LC 1),12=438(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1"TON1O ,Fa TOP CHORD 1-2=-1216/0,2-3=-1216/0,3-4=-879/315,4-5=-879/315,5-6=0/1726,6-7=0/1726, �l 7-8=-880/315,8-9=-880/315,9-10=-880/315,10-11=-1216/0,11-12=-1216/0 apt 40* AS q_ BOT CHORD 18-19=-29/1356,17-18=-953/0,16-17=-953/0,15-16=-948/0,14-15=-27/1357 �v7 �f WEBS 1-19=0/1255,2-19=-253/0,3-18=-646/0,5-18=0/1454,5-16=-987/0,12-14=0/1255, 1 If .i; *Ox t$ 11-14=-252/0,10-15=-647/0,7-15=0/1450,7-16=-990/0 h v ' ' • NOTES- , 1)Unbalanced floor live loads have been considered for this design. All 49639 j! 2)This truss is designed in accordance with 156 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. - IS _4, ��p Gam+ 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 �` bitire ' l'.i be attached to walls at their outer ends or restrained by other means. c:c. 1VAL 0 4)Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard S.1c,- ��s/O 87022PE f ytP IJ ti ^01 ,OREGON �� :On'&113ER 1N Pa° `55 A. HERS EXPIRES:06/30/2015 October 13,2014 _ 4 A t9ARMLIG-Verify design param4 tars and READ 70710 077 THIS MD 1 r2at/ED MITE(REFERENCE PAGE HIT 7473 rex 1,129/101d BFF'9f DS E Design valid for use only with MOek connectors.This design Is bored only upon parameters shown.and Is for on individual building component. Applicability of design parameter and proper Incorporation of component is responsibdily of building designer-not Truss designer.Bracing shown is for lateral support or indivklual web members only.Additional temporary bracing to insure etabSty during construction Is the responsibillily of the erector.Additional permanent bracing of the overol structure Is the responsibility of the building designer.For general guidance regarding MiTek` • fabrication.oddity control.storage,defroery.erection and bracing.consult ANSI/1811 Quality Cdfeda.(GB-89 and SCSI Ivllding Component 7777 Greenback lane,Suite 109 Safely Information available horn Inns Poole Ins54ute.781 N.tee Street.Suite 312.Alexandria.VA 22311. Citrus Heights,CA-95610 It Southern Pine ON lumber Is specified,the design values are those effective 0‘103/2013 byALSC s Job Truss 'Truss Type Qty Ply LENNAR R43015574 PL14-233_MAIN_H F03 Floor 4 1 Job Referenceioptionall Pacific Lumber 8 Truss Co., Lake Oswego.Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Mon 001 13 13 1510 2014 Page 1 ID:DckOXxdfingu?pl KW64id)z_Uhv-mUS_uK8reXzYDWAsMq?ToF8MuMoC WHXCK?F4gpyTnul 0-6-8 I-1 1 2-0-0 l i 0-10-0 1 1 0-8-8 1 1 038 Scale=1:23.4 1.5x3 I I 305= 405= 1.503 11 3x4= 1.5x3 II 305= 304= 1 2 3 4 6 8 7 8 • • ,��- � ���ll� lel U., 1 _........,„„„„,..... .....„,„....., , MIw� le BM d w ri 14 13 Ifit 11 10 9 1.503 II 306= 3x5= 308= 308= 1.503 II 10-68 1 3-9-0 3-16I-8 12-11-8 113-6-01 0-6-8 3-2-8 0-1- 9-1-0 0-6-8 Plate Offsets(X.Y)-- )1:0-1-8,Edge),13:0-1-8,Edcie).14:0-1-6,Edgel,18:0-1-B,Edoel,112:0-1-12,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1 00 TC 0.29 Vert(LL) -0.05 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) -0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18B1r(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=-34/0-6-0 (min.0-1-8),8=432/0-6-0 (min.0-1-8),12=1008/0-3-8 (min.0-1-8) Max Uplift 1=-157(LC 4) Max Gray 1=112(LC 3),8=437(LC 4),12=1008(LC 1) oloNIO FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-21/671,2-3=-15/673,3-4=0/1152,4-5=-877/0,5-6=-877/0,6-7=-1215/0, oe? 0 W 7-8=-1215/0 G e4`�' -Mb j d 41::BOT CHORD 12-13=-1114/0,11-12=1140/0,10-11=0/1355 h O� WEBS 3-12=-391/0,1-13=-698/17,3-13=0/716,8-10=0/1254,7-10=-252/0,6-11=-519/0, 4-11=0/1323,4-12=-922/0 \/ NOTES- .IC I 1)Unbalanced floor live loads have been considered for this design. ��O ?F 4963��p 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/IPI 1. ♦{� 'GISTSK"" 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. Slrongbacks to `r'SIONALO be atlached to walls at their outer ends or restrained by other means. 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. LOAD CASE(S) Standard C,.. NGINEF�`r�io 9 y cc 87022PE r / yN ,NA, �Aj..OREGO n „� O �M13ER AN �. O.0A HE P4P EXPIRES:06/30/2015 October 13,2014 • A tl'4R7/PA;-Verf/y de sign parameters and READ NJ TES ON THIS AND MUG ED HIMEI(REFERE?K1 PAGE bill-7473 re a J/29/IOId BEFORE 115E NI Design valid for use only with Meek 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 buss designer.Bracing shown Is lor lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the M iTek' erector.Additional penaonent bracing of the overall structure Is the responsibility of the balding designer.For general guidance regardrq fabrication.quality control storage.delivery.erection and tracing.consult ANSI/till Dually Crlleda,056-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely information uvollalr Lao T.u>s Flute Inslit,te.781 N.Lee Skeet.Suite 312 Alexandrio.VA 22314. Citrus Heights.CA,95610 If Southern Pine lSP/lumber Is specified,she design values Sr.those effective 06/01/2013 by ALSO _1_ _ Job Truss Truss Type Qty Ply LENNAR R43015575 PLI4.237 MAIN H FIN Floor 8 1 Jok r I Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 5 Jul 11 2014 MITek Industries.Inc.Mon Oct 13 1315:11 2011 Page 1 ID:DckOXxdfingu?pIKW641djz_Utw-EhOM5g9TPr5Pgg12wYIMLSgUBI7eFh7mZt?dMGyTnuk - 0 6-8 H 1 2-0-0 1 1 1-8-8 11 1-7-12 1 Scale=1:36.4 3c4= 1.583 II 384= 1.583 II 386= 3810= 1.583 II 3x6 FP= 1.583 lI 384= 1.583 II 1 3x5= 2 3 4 5 8 7 8 9 10 11 12 d -. .__- 01 0 20 19 18 17 16 15 14 13 1.503 I I 388= 388= 388 FP= 385= 3x10= 3x5= 3x4 = tiq-6- 10-7-8 1of�-0 20-10-12 I --8 10-1-0 0-y-8 10-1-12 Plate Offsets(X,Y)-- 11:0-1-8,Edgel,15:0.0.0,0-0-01,16:0-3-0,Edael.115:0-4-12.Edgel.116:0-1-8,Edael.119:0-3-8,Edael ___ LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.08 18-19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.13 18-19 >956 360 BCLL 0.0 Rep Stress Ina- YES WB 0.85 Horz(TL) -0.01 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1EBlr(flat) end verticals. WEBS 2x4 DF Stud/Std(llat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=440/0-6-0 (min.0-1-8).16=1389/0-3-8 (min.0-1-8),13=422/0-1-12 (min.0-1-8) Max Gray 1=485(LC 3),16=1389(LC 1),13=474(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -4,1'I ONIO 1. TOP CHORD 1-2=-1387/0,2-3=-1387/0,3-4=-1351/182,4-5=-1351/182,5-6=0/1953,6-7=-301/741, �? f WAS 7-8=-302/741,8-9=-3021741,9-10=-1624/0,10-11=-1624/0 0 y', BOT CHORD 18-19 00/1677,17-18=-689/243,16-17=-689/243,15-16=-1925/0,14-15=-269/1300, r, CTO 13-14=0/1178 F+ - H... 111 WEBS 6-16=-771/0,1-19=0/1432,2-19=-253/0.3-19=-304/125.3-18=-487/0.5-18=0/1310, r ;, x N 5-16=-171110,11-13=-123510,11-14=-521467,9-14=0/506,9-15=-1224/0,6.15=011672 \ r 7/ NOTES- 44639 1)Unbalanced floor live loads have been considered for this design. viS 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. �' GIS k L' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c45. - A1-��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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. D 6)CAUTION,Do not erect truss backwards. ���EQ-PROFt-- LOAD CASE(S) Standard �,.— .,,-. � ,,9 iQ2� AC- 87022P/ •y ��'2),OR GON / d cO O418ER A1 -+ S A. HE; EXPIRES:06/30/2015 October 13,2014 1 1 Q 1045111,%-Verify design parame tars and READ MESON THIS AND ACII/CED HITEK REFFREM'F PAGE M1-7473 re%1/29/20U BEFORPUSE. Design void to use only with MRek connectors.This design a based ony upon parometen shown and Is for on krdviduol building component. MI • 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 onW.Additional temporary bracing to insure stobility during construction is the responsibility of the M iTek` - erector.Addilonal permanent bracing of the overoll structure Is the responsibility of the budding designer.For general guidance regarding fabrication,quolity control,storage,daWery,erection and bracing.consult ANSUI/II Quality CrIteda.05a-a9 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avuioble born Truss Fish lrulilule,781 li.Lee Sheet,Sufle 312.Alexondra.VA 22314. — I Caws Heights,CA,95610 If Southern Pine I5P)lumber Is specified,the desires values are those effective 06/01/2014 by ALSC • ' Job Truss Truss Type Qty Ply LENNAR R43015576 PL14-233 MAIN_H F05 Floor a 1 Job Reference(oglionel) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s J o l t 1 2014 MiTek Industries,Inc.Mon Oct 13 13.1512 2014 Page 1 ID:DckOXxdfingu?pIKW641djz_U tw-itakJOA5A8DGSgKEUF2xugOhE9Ui_AOvnJkBuiyTnuj I 2-0-0 I 10-10-4 1 OFD P-6-8i Scale=1:33.6 1.5x3 II 1.5x3 II 351 = 1.8x3 II 304= 1.5x3 II 4x6 = 445= 346 FP= 3x4 = 1.8x3 II 3x5= 1 2 3 4 5 8 7 8 9 10 11 12 1i i�'=-=1 im men, l■ Y e-1�1 j 1.71i .S. S C4 0 ICS 19 15 17 15 14 13 3x4= 3x5= 3x6 FP= 4x8= 3x5= 34= 3x8= 1.8x3 II I 9-4-4 9-442 18-6-12 19-1-i 9-4-4 0-1=8 9-1-0 0$-8 Plate Offsets(X,Y)-- 16:0-2-4,Edgel,17:0-1-6,Edeel,112:0-1-8,Edgel,1 15:0-3-8,Edeel,f16:0-1-12,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.06 14-15 >999 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.27 Vert(TL) -0.10 14-15 >999 380 BCLL 0.0 Rep Stress Ina- YES WB 0.74 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E - LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Blr(ffat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.15Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(Oat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 20=392/0-1-12 (min.0-1-8),12=394/0-6-0 (min.0-1-8),16=1269/0-3-8 (min.0-1-8) Max Gray 20-437(LC 3),12=436(LC 4),16=1269(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. IS ONjO TOP CHORD 2-3=-1393/0.3-4=-1393/0,4-5=0/753,5-6=0/754,6-7=0/1689,7-8=-866/297, 8-9=-866/297,9-10=-866/297,10-11=-1210/0,11-12=-1210/0 -p� p4 w'S BOT CHORD 19-20=0/1067,18-19=-291/955,17-18=-291/955,16-17=-1628/0,15-16=-945/0, 4Ci O� 14-15=-15/1347 I X. ti.: Q d1 WEBS 6-16=-631/0,2-20=-1118/0,2-19=-58/341,4-19=0/608,4-17=-1308/0,6-17=0/1079, 12-14=0/1249,11-14=-252/0,10-15=-646/0,7-15=0/1450,7-16=-963/0 Iiiv 1 NOTES- .d ' / 1)Unbalanced floor live loads have been considered for this design. 49639��Q 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)20 �94`��4'0al$T " 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3'STIONAL.n16 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. Sirongbacks to G' 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. ��9,0 PROFer, LOAD CASE(S) Standard �� �NGIN(?F9 /O� (z• 870 2PE �r yN N 0�j OREG N ti���N OS A eER Hei; P EXPIRES:06/30/2015 October 13,2014 A.HARM,X,-Verify dasbgn parameters and READ MIS ON THIS AND mama MINK REFERF7AT PAGE 1411-7473 in L 1129/2014 BLfO9f USE. Design valid for use only with Mirek connecton.This design Is based only upon parameters shown and Is for on irscxviduol building component. Applicabilty of design parameters and proper incorporation of component Is responsibiity of buik9ng designer-not Iruss designer.Bracing shown is for lateral support of individual web members only.Addiliorwi lempoarxy bracing lo insure slobilty during construction Is the responsibility of the ' erector. Additional permanent bracing of the overall slruclure is the responsibiiy of the butdng designer.For general guidonce regarding M Frei(' fobricolion,quality control.storage,derrvery.erection ond bracing,consult ANSVIPII Quality Cdteda,058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information avoloble from Trans Rate kntitule,781 N.Lee Street.Suite 312.Alexandria.VA 22314. - Citrus Heights.CA,95610 H Southern Pina ISP)Iumberls specified,the dodge values are thole effective 06/01/2013 byALSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION h 1.4- 3/4 Center plate on joint unless X.y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury FM= Dimensions are in ft-in-sixteenths. UAopl4 y 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. IT I M 3 I I I:=11=mm.I=g a U-1/16' 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves INNI--111ME 1 4 may require bracing,or alternative Tor I bracing should be considered. O rim. IIMIlhi ,6_,-:00 1 U 3. Never exceed the design loading shown and never a0 stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '� C&7 C5° ~ designer,erection supervisor,property owner and plates 0-''i;' 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 Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS . !):/> SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing with effective date of June 1,2013 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. II 15.Connections not shown are the responsibilty of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior *MEMO reaction section indicates joint ©2012 MTekOO All Rights Reserved approval of an engineer. number where bearings occur. -- 17.Install and load vertically unless indicated otherwise. 1.=.11 Min size shown is for crushing only. • MI= � 44 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP(l: National Design Specification for Metal 19.Review all portions of this design(front,bock,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. �k( Is not sufficient. • BCSI: Building Component Safety Information, I\/I ITe Ic a 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.01/29/2013 C.4 • ,.. • f LENNAR 2892A MARQUAM 13-1/2N OPEN WEB JOIST @ 24" O.C. PL14-233 UPPER 10/152014 STAFT FRAMING MERE Products ® ® PIotID Length Product Plies Net Qty m 1r- -a -a IF = *1- -.-- BM6 21-00-00 3 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 i ��� BM1 21-00-00 5 1/2"x 18"Glulam(1.8E 24F-V4 DF/DF) 1 1 BM5 20-00-00 8 3/4"x 13 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 L- LL 11 LL ° IL LL ° ° BM16 32-00-00 2X14 DF#2&BTR 1 1 m BK1 21-00-00 2X14 DF#2&BTR 1 1 RM1 21-00-00 2X14 DF#2&BTR 1 1 RM1 18-00-00 2X14 DF#2&BTR 1 1 BK1 -1--a--_a-- o -d__�---• --` RM1 17-00-00 2X14 DF#2&BTR 1 1 r • BK1 14-00-00 2X14 DF#2&BTR 1 1 1.01011111111011111 u RM1 12-00-00 2X14 DF#2&BTR 1 1 BM2 10-00-00 2X14 DF#2&BTR 1 1 - ti .LL o o LL S 0 RM1 10-00-00 2X14 DF#2&BTR 2 2 ...Tii X 1 C' W. BM20 9-00-00 2X14 DF#2&BTR 1 1 RM1 9-00-00 2X14 DF#2&BTR 1 3 LL LL 0 BM3 7-00-00 BBO1 1 3 RM1 6-00-00 2X14 DF#2&BTR 1 1 LL LL LL LL BK1 5-00-00 2X14 DF#2&BTR 1 1 BM9 5-00-00 2X14 DF#2&BTR 1 1 EMS 4-00-00 2X14 DF#2&BTR 1 1 ALL BEAM SIZES PER ARCHITECT/ENGINEER IRMiI Fl GOP I OADIN BK1■BLOCKING �i RMl•RIM BOARD 40 LL .-.. 15 DL e ACCESSORIES QTY LL o IRM1I ® LUS414 28 CC a 2X6 OF#2&BTR FOR RIBBON 38' i m 1 I 2X14 DF#2&BTR FOR SHEAR BLOCKING 26' ® HUC410 1 U. LL % REFER TO STRUCTURAL PLAN FOR ADDITIONAL IM _BK1 R 1 POST TRANSFER BLOCKING AND SHEAR BLOCKING REQUIREMENTS. 1' I I I I .I h I VACADIAGRAM ON LAYOUT STA GENERAL UI PER STRUCTUAL PLAN I I DE ONLY.I --,41 �LOOR DESIGNED TO MEET OR EXCEED U480 DEFLECTION CRITERIA IRM1I ✓ 0 0 o a o o LL IL LL LL U. LL. EJOIST WITH RIBBON ® a I 2 Pacifi Lumber 1 m. o c r c & TRUSS 1 COMPANY PIBBC+11 LENNAR 2892A MARQUAM 13-1/2" OPEN WEB JOIST @ 24" O.C. PL44-213 UPPER START FRAMING HERE 10/1512014 FRAMING S Products ® ___ _ _ II . PIotID Length Product Plies Net Qty ''-' - --' -- -- -T-T--•--T--T-11 BM6 21-00-00 3 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 BM1 21-00-00 5 1/2"x 18"Glulam(1.8E 24F-V4 DF/DF) 1 1 1, BM5 20-00-00 8 3/4"x 13 1/2"Glulam(1.8E 24F-V4 OF/DF) 1 1 LL LL LL a LL ° LL LL ;� '® BM16 32-00-00 2X14 DF#2&BTR 1 1 •m BK1 21-00-00 2X14 DF#2&BTR 1 1 RM1 21-00-00 2X14 DF#2&BTR 1 1 - -�__4__1__ M� __�__�__ __ K�1 RM1 18-00-00 2X14 DF#2&BTR 1 1 RM1 17-00-00 2X14 DF#2&BTR 1 1 ✓ e T — 1 U ��� BK1 14-00-00 2X14 DF#2&BTR 1 1 RM1 12-00-00 2X14 DF#2&BTR 1 1 In 8 El 8 N 8 BM2 10-00-00 2X14 DF#2&BTR 1 1 a LL u.� LL a. LL, LL. LLI LL X L.,. RM1 10-00-00 2X14 DF#2&BTR 2 2 —® BM20 9-00-00 2X14 DF#2&BTR 1 1 RM1 9-00-00 2X14 DF#2&BTR 1 3 c U. U. S U. 8 _ BM3 7-00-00 BB01 1 3 U. U. U. LL U. LL RM1 6-00-00 2X14 DF#2&BTR 1 1 LL 0 CN NI LL ° BK1 5-00-00 2X14 DF#2&BTR 1 1 BM9 5-00-00 2X14 DF#2&BTR 1 1 BM8 4-00-00 2X14 DF#2&BTR 1 1 BK1I -1 _."I B . _-,11,.._..11 L t RM ., I. c ., g 1 ALL BEAM SIZES PER ARCHITECT/ENGINEER t�7 NNf�ss �� BK1-BLOCKING (LOOP.I OADINC' FMI-RIM BOARD 40 LL 15 DL n �T I ,1 �� (((--- ACCESSORIES QTY tRM11 0 0 A O LU5414 ZB ®LL LL 2X6 DF#2&BTR FOR RIBBON 38' 2X14 DF?2&BTR FOR SHEAR BLOCKING 26' = © HUC410 1 g ®I LL 8 LL zda I �1' - REFER TO STRUCTURAL PLAN FOR ADDITIONAL POST TRANSFER BLOCKING AND SHEAR BLOCKING REQUIREMENTS. SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN - - '., [HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. C [FLOOR DESIGNED TO MEET OR EXCEED 11480 DEFLECTION CRITERIA' ID aD 0 G ' 1°i U. LL LL 1. IRM1T • r ._._. F JOIST WITH RIBBON Pacifi Lumber c I. ® & TRUSS COMPANY I ' ' 4 ._I , MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-233_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: R43033405 thru R43033413 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. c0 PR OF,c- c c, 0 G I N.Rss'° e 87022PE 9r cv N ySAT OREGON ti� 4/ �O 6sMB E R >> N' OS A HERNP EXPIRES:06/30/2015 October 15,2014 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. rite MiTek 6 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-233_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:R43033405 thru R43033413 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. 0-ONTO 0% 04\VASIyI„ boy-, , ;or 15 4, 4963 01��qwa FGtsTEK' SS ONALti i October 15,2014 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. C Job Truss Truss Type •Oly Ply LENNAR - R43033405 x PL14-233 UPPER F01 FLOOR 4 1 Job Reference(optional Pacific Lumber 6 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 thTek Industries,Inc.Wed Od 15 14:53 52 2014 Page 1 ID:f Rr7 p7cJab_FzM3?rJKNH5z?mGH-rgXGjb1 tMt2_9F4o6eORH6GYxHER NcpwOd WG1pyT6GD 0.1-8 H I 1-3-0 1 1 1-2-8 11 1-2-0 11 1-3-12 I 1-6-0 Scale=1:29.7 405= 3x4= 3x4 = 354= 3x4 = 4.6= 1 2 3 àirààià e 7 0 12 13 14 �� Owl►Z 21 20 10 18 17 16 ►, 3.6= 4x6= 3x5= 3x5= 355= 3.4 = 4z5= 3x4= 1 ___ 17-6-12 I 17-6-12 Plate Offsets(X,Y)-- 116:0-1-8,Edgel.117:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Hoc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.33 17-18 >638 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.51 17-18 >407 360 BCH_ 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.06 15 n/a n/a BCDL 5.0 Code IBC2012/IP12007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER- BRACING- : TOP CHORD 2x4 DF No.1881r(flat) TOP CHORD Structural wood sheathing directly applied or 5.0-8 oc purlins, except BOT CHORD 2x4 OF 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) 22=949/0-5-8 (min.0-1-8),15=956/0-4-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-At forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2176/0,3-4=-2176/0,4-5=-3525/0,5-6=-3525/0,6-7=-4103/0,7-8=-4103/0,8-9=-3978/0,9-10=-3978/0, 010NIO j 10-11=-2683/0,11-12=-2683/0,12-13=-2683/0 BOT CHORD 21-22=0/1215,20-21=0/2941,19-20=0/3905,18-19=0/4143,17-18=0/3583,16-17=0/2683,15-16=0/1388 5 of AS WEBS 11-17=0/450,12-16=-655/0,2-22=-1498/0,2-21=0/1209,4-21=-961/0,4-20=0/734,6-20=-478/0,13-15=-1648/0, p 13-16=0/1601,10-18=0/532,10-17=-1196/0 V y t. %NOTES- 1)Unbalanced floor live loads have been considered for this design. ;7`3r 2)All plates are 1.5x3 MT20 unless otherwise indicated. vd 49639 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 15 4, 963 ad 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 rs Ff" be attached to walls at their outer ends or restrained by other means. �S�IONAL O 5)CAUTION,Do not erect Truss backwards. LOAD CASE(S) Standard s ��Ea PA0FF , �vGNFE9 s% Q 870 2PE �r N� w N y Aj OREG N ° <v OS, A. HECkP EXPIRES:06/30/2015 October 15,2014 4 a AIIARIIV)3-Verify 680198 potage Into and EOAP 7)3 TSS OH lIES AM)IM2USEO 74IIEX REFER P7/35 PAGE HII-7473rex1,129/2214 9E709EUSE Design solid for use only with MRek connectors.This design Is based only upon aerometers shown,and is far an individual building component �• Applicabiily of design paromelers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for laterd support of individual web members only.Addtional lempaary brocing to insure stability during construction is the responsibilliy of the MiTek' erector.Addlional permonenl bracing of the overall structure Is the respansasiiy of Ise buadesigner.ng designer.For general guidance regarding . I fabrication,quality coniroi slaoge.deivery.ereclion oral txucing.con null ANSI/M1 Qualy Galedo,055.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Solely Inlormallon avoioble from Truss Plate Institute,781 N.Lee Street.Suite 312,Aexondrio,VA 22314. Carus Heights,CA,95810 ,_ _ I f South ern Pine ON lumber lsspedrted,the deli:nsslues are those ette r1t e06/01/1013 byALIC • Job Truss Truss Type Oly Ply LENNAR R43033406 PL14-233 UPPER F02 FLOOR 4 1 - Job Reference(optional) Pacific Lumber&Truss Co.. Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Wed Oct 15 14:53:53 2014 Page 1 ID.f RRp7cJab_FzM3?rJKNH5z?mGH-Js5eww2V7BBrI Pf_gMvggJon BObT6484dH FgCGyT6GC 1 1-9-0 I 1-9-0 11 1-7-8 I F 1-8-13 1 2-6-0 _ l 1 1-2-0 II 2-5-15 Scale=1:37.8 1.503 I 1.54 I I 305 = 1.5x3 I I 4x6= 3x12= 1.503 I I 3x4 = 3x8 FP= 304 = 3x4= 1.510 I I 1 2 3 4 5 6 7 8 9 10 11 12 _4 21 20 19 18 17 16 15 14 13 304 _ 08= 306=3x8 FP= 3x12= 300= 1.503 II 1.5x3 II 304= 18-10-13 • 5-6-0 17-8-13 1 -34 l 21-7-12 5-6-0 I 12-2-13 v-7.9 b-7.0 2-0.15 Plate Offsets(X,Y)-- f10:0-1-8,Edgel,f11:0-1.8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.22 15-16 >871 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Veri(TL) -0.34 15-16 >572 380 BCLL 0.0 Rep Stress Inc( YES WB 0.74 Horz(TL) 0.01 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No,1&Btr(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 DF No.18Blr(flat) end verticals. WEBS 2x4 DF Slud/Sld(flat)'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 10-16,7-16,7-17,5-17,11-13:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 13=705/Mechanical,21=-231/0-3-12 (min.0-1-8),19=1893/0-3-8 (min.0-1-8) Max Uplift21=-437(LC 4) 041ONIO Max Gray 13=709(LC 4),21=144(LC 3),19=1893(LC 1) �jj�,pp'' G10S yOV WJAS471y W FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 9, TOP CHORD 2-3=0/1765,3-4=0/1765,4-5=0/2806,5-6=-857/0,6-7=-857/0,7-8=-2398/0, Q'S T� ,� 8-9=-2398/0,9-10=-2398/0,10-11=-1737/0 F.-T.' K. -, BOT CHORD 20-21=-841/101,19-20=-2806/0,18-19=-1072/0,17-18=-1072/0,16-17=0/1926, ..•CCC / N 15-16=0/1737,14-15=0/1737,13-14=0/1737 ! I WEBS 11-14=0/260,4-19=-905/0,2-21=-115/961,2-20=-108410,10-16=0/784,9-16=-346/0, r!' 7-16=0/518,7-17=-1156/0,6-17=-268/0,5-17=0/2003,5-19=-2002/0,11-13=-1859/0, 49639 w� 4-20=0/1464 O)c, 4, 49639 NOTES- vSSIONAL�1G" 1)Unbalanced floor live loads have been considered for this design. 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. Slrongbacks to ��c_Q PR OFFS be attached to walls at their outer ends or restrained by other means. �� �NGI N�.F9 �'/�i�9 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 870 2PE / co , N > y c<` (-xi OREGON rp O� A \O MBER A OS A. HE.0 EXPIRES:06/30/2015 October 15,2014 F A WASM//3-Parity dasJ7n parnrars and READ WITS 01/THIS AND I.'d1UCED MITES REFFRE?WE PAGE HIT-7473ree 1/79/2014 BfFORfUSE Design valid for use only with Mle1 connectors.This design Is based only upon parameters shown,and is for on individual bulding component. MI Applicoblily of design parameters and proper incorparolion of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addilionoi temporary bracing to Insure stability during construchan is the responsibllfty of the MiTek. erector.Additional permanent bracing of the overall structure is the responsblity of the budding designer.For general guidance regorcfng fabrication.quality control.storage,oelivery.ereclion and In uuiris',uussuil ANSIiTPII Quality allelic',OS!8?and!CSI Building Component 7777 Greenback Lan,Suite 109 Solely Information available from Iruss Pixie Institute.781 N.Lee Skeet.Suite 312,Alexandria.VA 22314. Citrus Heights.CA,95610 If Southern Plne ISPJ lumber is specifier,.the deslpn values are those fife etiva Os/01/2013 by ALSC 1 • Job Truss Truss Type rty Ply LENNAR R43033407 PL14-233 UPPER F03 FLOOR 1 Job Reference(optional Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Od 1514:53:54 2014 Page I I D:IRr?p7cJab_FzM37rJKN H5z7m GH-n2f 18G37uUJivZEAE3R VNXL0_40krePDrx7NkiyT6G 8 t 2-5-0 ___.1 I 0-8-11 1 1 1-2-0 I I 1-1-13 1 0-1 Scale=1:106 • 1.543 II 3x4= 1.543 II 3x4= 1.5x3 II 1 2 3 4 6 384= 6 Yw II MN U II ROI 4 12 12 4 • I/I 11 1.5x3= y`a - \A/ U U. f1♦MI•1111II1■111■1111111• 11 10 9 e AI 386= 1.5x3 II 1.583 II 384= 386= 6-1-3 1 E&3 I 7-3-3 I 6-9-6 I 8-1-3 0-7-0 0-7-0 1-6.5 Plate Offsets(X,Y)-- 14:0-1-8,Edeel.15:0.1-8,Edeel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.05 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.10 10.11 >999 360 BCLL 0.0 Rep Stress Inc/ YES WB 0.29 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:41 lb FT=0%F,0%E LUMBER- BRACING- : TOP CHORD 2x4 DF No.18Btr(8al) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 DF No.18Btr(flal) end verticals WEBS 2x4 DF Stud/Sld(flal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=467/0-5-8 (min.0-1-8).11=473/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1051/0,3.4=-1051/0,4-5=-693/0 1.3410NIO 14 BOT CHORD 10.11=0/898,9-10=0/693,8-9=0/693,7-8=01693 _o WEBS 4-9=-264/0,2-11=-964/0,3-10=-313/0,4-10=0/579,5-7=-865/0 v$.p-c wAS ,_ NOTES- rte2 I-4"; `a `Zr 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. ,4 3)This truss is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /or 4)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 vd 49639 A, be attached to walls at their outer ends or restrained by other means. .0 5)CAUTION,Do not erect Truss backwards. CIS • �SStONALE�O LOAD CASE(S) Standard <cREQ PROFS ,, NGI NBF9 ci'/0# _' 87022PE / y N � 5- N 4› OREGO o a� On BER 11- Pi S A. He EXPIRES:06/30/2015 October 15,2014 r � 0WARNTM-Verifydesignparan a0rs and READ N2IFSONThis AND 0K0( ED ED?NM REFERRAT PAGE N H-7473t.c1/29/2014 BEFORE till. Design vdid for use only with Meek connectors.This design is based only upon paamelen shown.and is for on individual bolding component. MI' Applcobitty of design porometers and proper incorporation of component is responsbility of building designer-rwl truss designer.Bracing shown is for lateral support of individual web members only.Additiond temporary bracing to insure stability during construction is the responsibility o'the MiTek' erector.Additional permanent bracing of the overol'l structure is the responsblity of the building designer.For general guidonce regordrp labncobon.quolily control,sioruge,delivery.onnr t.r,,ar,d bracing.car o It ANSI/TPI1 Quality Criteria,DS!-89 and SCSI Building Component 7777 Greenback Lane,Suke 109 Safely Information available from Truss Plate Institute,781 11.100 Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine ON lumberls specified,the de sip,,slues ore those e4e ctl.a CC/0112013 t3A1Sr • Job Truss Truss Type Qty Ply LENNAR R43033408 • PL14-233 UPPER F04 FLOOR 1 I - .b 0-- -n, o...1- Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc Wed 00 15 14:53:55 2014 Page 1 " ID:fer?p7cJab_FzM3?rJKNH5z?m GH-FF DPLo4mfoRZXjpNnny9vku6kUGaa_FN4akwG8yT6GA 1 2-6-0 I I 1-11-1 I I 1-2-0 I I 2-5-15 1 Scale=1:28.4 1.503 I I 3x6= 1.5x3 I I 3x4 = 1.5x3 I I 3x5= 1.5x3 I I I 2 3 4 5 6 73x5= 5 _ s e T / aa►'nI w a 4e 7 4 I / 13 12 it 10 9 305= 3o8= 3x8= 1.5x3 I I 1.5x3 11 3x5= I 12.0,1_ 110-7o--0 10-7-011 2 84th—_ I 12-5-1 - Plate Offsets(X,Y)-- 16:0-1-8,Edgel,f7:0-1-8,Edge) -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.29 11-12 >671 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 13C 0.78 Vert(TL) -0.45 11-12 >435 360 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Mates) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flal) 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. ph/size) 14=891/0-4-0 (min.0-1-8),9=891/Mechanical FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. TOP CHORD 2-3=-3178/0,3-4=-3178/0,4-5=-3468/0,5-6=-3468/0,6-7=-2294/0 A.TONIO � BOT CHORD 13-14=0/1957,12-13=0/3626,11-12=0/2294,10-11-0/2294,9-10=0/2294 WEBS 6-11=-375/0,7-10=0/358,2-14=-2101/0.2-13=0/1310,3-13=-252/0,4-13=-481/0,5-12=-378/0,6-12=0/1386, �O yp4 WAS C v. 7-9=-245610 �� Ta d Itr. .j rn NOTES- N 1)Unbalanced floor live loads have been considered for this design. \/ 2)Refer to girder(s)for truss to Truss connections. /67I 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639�ay� 4)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 ��. �Q be attached to walls at their outer ends or restrained by other means. fi �'/STER �' 1ONALti0G LOAD CASE(S) Standard ���D P R OFFS, c��c, �c0GI N E&.- s/o2 ' 8 • 2PE �9r / y SAT OREGO o Q 'POr)SORER �, S A. H - \ EXPIRES:06/30/2015 October 15,2014 A It'ARM%-Verily design para nNten and FEAR 11)7FS ON NO ANL Ih719070 Max REFERENCE PAGE MI t 7413 re it 1/29/20149(1001 USE Design valid for use only with Mil ek connectors.This design is based only upon porometers shown,and is for an individuol bolding component. Applicability of design parameters and doper incorporation of component is responsiblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional lemporory bracing to Insure stability during construction is the responsibility of the -MiTek' erector.Addtioral permanent bracing of the overall structure is the responsibility of the bolding designer.For general guidance regarding labdcahon.audety control.storage,delivery.erection arsd bruci■u.L.null ANSI/lIlt Quality Criteric.050-89 cnd SCSI Building Component 7777 GI eeobas,k Lane,Suilc 109 Solely Informalion available from Truss Plate kvsfitute.781 N.lee Street.Suite 312.Alexondrfa,VA 22314. Una Heights,CA.05610 - If Southern Pt.,.(SP)lumber is specified,tha desl0n values are those effective 06/01/2013 by ALS( 4 .r Job • Truss Truss Type Qty Ply LENNAR • R43033409 • PL14-233_UPPER F05 FLOOR 10 1 Job Reference(optional) • Pacific Lumber a Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Wed Oct 15 14:53:57 2014 Page 1 ID:1Rr?p7cJab_FzM3?rJKNH5z?mGH-CdK9m150APhHmOylvC_d_9zN mlwn2rRgXuD 1 L1 yT6G8 I 2-8.0 1 1 1-10-13 II 1-2-0 111-2-11 i 1-6-0 1 11-2-11 i f1-2-_QHP-10-11 Scale=1:43.4 4x8= 304 II 3x5= 3x4= 4x5= 3x6 FP= 34 = 3x4= 3x4 = 4 2 3 4 5 8 7 8 9 10 11 12 13 14 15 :.:. ii .1 ...,......,_ .....miqui .....,.. ,...117.w...71-mir...=-4.414-7iw"— ciimiiir—i 9 26 25 24 23 22 21 20 19 18 17 18 3x4 = 3x8= 3x8 FP= 4x8= 4x5 = 3x8 = 3x8= 304 = 1.5x3 BP= 13+13 24-3.11 1 -.- 12-4-13 12511.113 1 16841 I 23-1-11 2-8.11 125-4-121 12-4-13 67-0 2-11.11 6-7-3 6-7-0 1-1-1 0-7-0 0-7-0 Plate Offsets(X,Y)-- (6:0-1-8,EdaeL I13:0-1-8,Edael.114:0-1-8.Edgel,121:0-1-8.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/de0 Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.27 22-23 >723 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.42 22-23 >475 360 BCLL 0.0 Rep Stress Incr YES WB 0.92 Hor2(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- - TOP CHORD 2x4 OF No.18B8(flal) TOP CHORD Structural wood sheathing directly applied, except end verticals. GOT CHORD 2x4 DF No.ldBtr(flal) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. _ WEBS 2x4 DF Stud/Sld(flat) REACTIONS. (lb/size) 16=239/Mechanical,26=775/0-3-12 (min.0-1-8),20=1766/0-5-8 (min.0-1-8) • Max Uplift 16=-57(LC 3) Max Gray 16=361(LC 4),26=805(LC 3),20=1766(LC 1) 14yr[OMO J FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4 TOP CHORD 2-3=-2738/0,3-4=-2738/0,4-5=-2595/0,5-6=-2595/0,6-7=-1217/161,7-8=-1217/161, -O . 8-9=0/2126,9-10=0/2126,10-11=0/2125,11-12=-546/608,12-13=-546/608, Yrt'y 0 13-14=-463/144 i r7 t�t• �0f, x'[7:1• GOT CHORD 25-26=0/1737,24-25=0/2966,23-24=0/2966,22-23=-161/1217,21-22=-161/1217, e+d3 l�l 20-21=-706/0,19-20=-1271/0,18-19=-144/463,17-18=-144/463,16-17=-144/463 WEBS 6-22=-386/0,7-21=-745/0,2-26=-1865/0,2-25=0/1074,3-25=-253/0,4-23=-504/0, if r 5-23=-395/0,6-23=0/1664,13-19=-569/89,12-19=-308/0,11-19=0/1284,11-20=-1082/0, 44 14-16=-668/208,8-20=-1798/0,8-21=0/1805 it 4, 49639 4,01sisie 4r, 49639 NOTES- S1011A1,0° 1)Unbalanced floor Hue loads have been considered for this design. • 2)All plates are 1.5x3 MT20 unless otherwise indicated. • 3)Refer to girder(s)for truss to truss connections. 4)This buss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • ti)PR QF4-�a 5)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( • L) • be attached to walls at their outer ends or restrained by other means. �� 0NGIN�F9 s/Q29 6)CAUTION,Do not erect truss backwards. ! ct 8 • 2PE LOAD CASE(S) Standard y N � 4, ti Aj, OREGO ti, 1 ''P�'- l8ER AN Pao • 4' A. HEY• EXPIRES:06/30/2015 October 15,2014 IDIAN1'A;-Yerfay design parade tcrs and AE4L N)7FS 0117HIS A71B IM LUCEO HI7F.R REFFRFWE PAGE FMIf-7473 nee 1/19/1014 BEFORE USE MI Design valid f- or use only with MTek connectors.this design u based ordy upon pa-omelets shown.and is for an Indviduol budding component. - Apptcobilily of design porameters and proper Incorporation of component is responsk5llfy of building designer-not buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stably during construction is the responsibility of the MiTek` erector.Additional permanent bracing of the overall structure Is the responublity of the building designer.For generol guidance regarding loi■icolion,wordy control storage.delivery.erection and bracing.consult ANSI/1711 Quality Criteria.050-89 and SCSI Building Coerponenl 7777 Greenback Lane,Suite 109 Safety Inlormollon ovalable from Truss Plate Institute,781 11.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 if Southern Pine lSPl lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Type Qty Ply LEAR R43033410 1E08 FLOOR 3 1 PL14-233_UPPER 1Truss IMIJOb Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Ned Od 15 14:5389 2014 Page 1 " Pacific LUm0era7rusz Co.. Lake Oswego,Oregon ID:1Rnp7c ab_FzM3?rJKNH5z7mGH-80SWB_7Gi1x_OK680c054a2gB5hYWrXy?Ci5PvyT8G6 I 280 I 1-5-8 Ir1Q__I pica' F91_ I 1-2-0 II 1-10'4 i Scale=1361 3x1= 3x6 FP= 344= 3x4= 304= 3x4= 4x8= 10 t1 12 13 1 2 3 4 8 � 8 0��• -�r.�- -K 171 ea e "• k,14 so. :4 /7 18 15 1 �� 43 22 21 20 18 2 3x8= 3x4= 304 = 304= 3x8 FP= 3x6 = 3x4 I I 4x8= 19-0.12 4-94 17-10.12 - i0-5-14 T-0 -7•o i 21-2-0 2 24 .1 4-1-0 5-�a b'4-° P"1-8 I 9.9-12 0-7-0 Plate Offsets(X.Y)-- 14:0-1-8.Edael.(11:0-1-8.Edfle1 112:0-1-8,Edae1.123:0-1-8.Edae] DEFL. in (loc) Udel L/d PLATES GRIP LOADING(0B SPACING- 2-0-0 CSI. 220/195 TC 0.48 Vert(LL) -0.1216-17 >999 480 MTZO TCLL 40.0 Plates Increase 1.00 BC 0.53 Vert(TL) -0.19 16-17 >770 380 TCDL 10.0 Lumber IssrIncr YES WB 0.58 Horz(TL) 0.02 14 n/a n/a BCLL 5.0 Rep Stress 12 YES Weight:97 lb FT=0%F,0%E BCOL 5.0 Code IBC2012/TPI2007 (Matrix) BRACING- T TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except TOOMBER-P CHORD 2z4 DF No.1&Blr(Bal) end verticals. WEBS ' BOT CHORD 2x4 OF No.1&Btr(flat) BOT CHORD Rigid rtia directly applied or 6.0-0 oc bracing.Egg 2x4 OF Stud/Std(flat) REACTIONS. (lb/size) 14=53910-1-12 (min.0-1-8),19=1443/0-3-4 (min.0-1-8),24=333/0-3-12 (min.0-1-8) Max Gray 24.559(L 4) �y1ONIO Max Gray 14=559(LC 4),19=1443(LC 1),24=427(LC 3) 04 wnsr , FORCES. D -Max.788/33 ,3- Ten.-All forces /97(lb)or less except when shown. p y, TOP CHORD 2-3=-788/331,3 4=-788/331,4-5=0/976,5-6=0/976,6-7=0/703,7-8=01703, r3 y `7� 8-9=-148810,9-10=-1488/0,10-11=-1488/0,11-12=-110210 BOT CHORD 23-24=-104/773,22-23=-331/788,21-22=-331/788,20-21=-3311788,19-20=-1481/0, `% i 18-19=-1481/0,17-18=01829,16-17=011102,15-16=011102,14-15=011102 WEBS 6-19=-1406/0,2-24=-830/112,2-23=-312/17,4-20=-1265/0,6-20=0/864,11-17=-88/413, '.�.al 10-17=-320/0,8-17=0/767,8-18=-143710,6-18=0/1099,12-14=-1235/0 "� 49639 'fV� "o��.4, 496 9 NOTES- 1)Unbalanced floor live loads have been considered for this design. u1010., 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 4)This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 ���EQ.PRQFFs C be attached to walls at their outer ends or restrained by other means. NGINE R s%o2 6)CAUTION,Do not erect truss backwards. LOAD CASES) Standard �' 87022P� 9� - �'0T OR GON R°JY �O• �4l8ER 1, P* Ok A. HEP� EXPIRES:06/30/2015 October 15,2014 AWA/JlL -Verify dasign parameters and REAL T f)TES Oil THIS AND rt HIT-7473 r..1129/2014 BEFORE Design valid for use only wills M1ei.connectors.This design is based only upon por�sibeity h building n des s on-not truss designer.Bracing snt. Applicability of design ort of parameters w web proper in only.Aopon of l temporary oven MiTek for loterol Addilionat permanent brrs b g mensben overall slrue flue Ilsthe p siblity of the but stability ng designF or general guidancesr parting at the 7777 T Greenback Lane,Bulls 109 control,slorage,delivery.erection and bracing.consul' ANSI/1P11 Quality Olivia.518.89 and SCSI building Component Citrus reenba,CA,Lane,Su Iabdy Inlet oil OH -- ilSouthern Pine(SPJ lumbeerlc specified,the delsl gn values area hose offs dive O6/01/2013 53 ASV --- • Job Truss Truss Type Qty Ply LENNAR R43033411 PL14.233_UPPER F07 j FLOOR 5 I J Job Reference(ootionall 4. Pacific Lumber&Truss Co.. Lake Oswego,Oregon 7.530 s Jul 11 2014 fdiTek Industries,Inc.Ned Oct 15 14.54:002014 Page 1 ID.fRr?p7cJab_FzM3?rJKNH5z?mGH-cC01OK8uTK3rdUhKaKXKcobzuV_OFGy6EsShxMyT6G5 I 2-6-0 I I 1-8-9 1 1 1-2-0 I I— 2-6.15 I Scale=1:28.1 1.5x3 II 3x8= 1.5x3 H 3x4 = 1.54 II 3x5 — 1.5x3 lI 1 2 3 4 6 6 73x5= 8 7 1 ii. .-......ggiggirmpwpp,„,...-- I .40000,000,0-kun R aril •f o tie 13 12 11 10 9 355= 34= 34= 1.5x3 II 1.54 II 3x5= F 12-2-9 112-9-9113-4-91 16-1-8 1 12-2-9 0-7-0 0-7-0 2-6-15 Plate Offsets(X,Y1-- 16:0-1.8,Edgel.17:0-1-8.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.27 11-12 >713 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.42 11-12 >462 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:71 lb FT=0%F,0%E _ LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(Ilal) end verticals. WEBS 2x4 DF Slud/SId(flat) BOT CHORD Rigid ceiling direclly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=880/0-1-8 (min.0-1-8),9-880/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 13-14=0/11929,12-13=0/3539,Il-12=0/2248,10-11=0 2248.9-10=0/2248 P�CONIO ��� WEBS 6-11=-380/0,7-10=0/347,2-14=-2070/0,2-13=0/1279,3-13=-251/0,4-t3=-450/0,4-12=-250/85,5-12=-379/0, Of o'r WASI4 6-12=0/1327,7-9=-2406/0 / A,' VG, 14. NOTES- ‘i- % x N 1 )Unbalanced floor live loads have been considered for this design. 1 2)Refer to girder(s)for truss to truss connections. r-r 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. nd 49639 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4, Gk' 5)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 Off, FCISTER ♦'1 be attached to walls at their outer ends or restrained by other means. �sSiONALj�G LOAD CASE(S) Standard c3,01) PR OFie, ��� GNEs/ \�Qc 9 O A% r 87022P. y �Aj, OR GON rt°O� -2 'MBE R 1, OS A. H E�\..4P EXPIRES:06/30/2015 October 15,2014 A IIARtr!!A;-Yeri`y de sign para.nr_or,and READ WITS ON MIS AND I!/;LIKED HI 705 REFEREIKS 047E MI-7473/EL 1;29/181 d BEFORE 050 Design valid for use only with MRek connectors.This design Is based only upon parameters shown.and is or on individual budding component. Applicability of design parameters and proper Incorporation of component is responsbtity of building designer-not tens designer.Bracing shown is for lateral support of individual web members onty.Additional temporary bracing to knee stability during conslruc lion is the responsibility of the erector.Additional permanent brocing of the overoll structure is the responsibility of the building designer.For general guidonce regarding MiTek- fabrication.quoGty control.storage,delivery.ereclion and bracing.consult ANSI/TPI1 Quotity Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Stile 109 Solely Inlormallon avolable from Truss Rote Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314 Citrus Heights.CA.95610 1 If Southern Pine(SP)lumber issperifled.the design values are those effective 06/01J2013 by ALSO Job Truss Truss Type Oty Ply LENNAR . R43033412 PL14-233_UPPER F08 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Wed O0 15 14:54:01 2014 Page 1 ID.fRr?p7cJab_FzM37rJKNH5z?mGH-4Oagcf8 WEeBiFeG W813Z9?74 VvJg_hNFSWCFUoyT8G4 0-1-8 H I 1-3-0 I 1 1-2-6 11 1-2-0 II 1-2-8 1 1-6-0 Scale=1:29.5 4x5= 3x4= 3x4= 3x4= 3x4 = 4x6= 1 2 3 4 5 6 7 8 9 10 11 12 4- ii...■.,-1■. I ■.... I ■. I III■ M.../■...11. ._ ►; ► 21 20 19 19 17 16 ►.; 308= 4x6= 305 = 3x5= 3x5= 304= 4x5= 3x4= 17-5-0 I 17-5-8 Plate Offsets(X,Y)— !16:0-1-8,Edae),117:0-1-8,Edgel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.88 Ver1(LL) -0.32 17-18 >648 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.50 17-18 >414 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Holz(TL) 0.06 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:82 lb FT=0%F,0%E LUMBER- BRACING- _ TOP CHORD 2x4 DF No.l&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 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) 22=944/0-5-8 (min.0-1-8),15=950/0-2-12 (min.0-1-8) _ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2161/0,3-4=-2161/0,4-5=-3494/0,5-6=-3494/0,6-7=-4058/0,7-8=-0058/0,8-9=-3918/0,9-10=-3918/0, o.tONIO 44,Q 11-12=0/120/0,11-12=-2608/0,= 91 , 12-13=-2608/0 S WASJ�W DOT CHORD 21-22=0/1207,20-21=012918,19-20=0!3867,18-19=0/4090,17-18=013515,18-17=0/2808,15-16=0/1383 O O� -`N�-q� WEBS 11-17=0/454,12-16=-675/0,2-22=-1488/0,2-21=0/1199,4-21=-952/0,4-20=0/725,6-20=-469/0,13-15=-1642/0, CJ rC� N Cl `Y� 13-16=0/1559,10-18=0/538,10-17=-1201/0 i y k. Q� NOTES- / • 1)Unbalanced floor live loads have been considered for this design. ,f'/ 2)All plates are 1.5x3 MT20 unless otherwise indicated. ro 49639 4" 3)Provide mechanical connection(by others)of truss to bearing plate at Joint(s)15. �0 .4. _aQ w 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/IPI 1. .4% ')'bl"'- 5)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 -ZONAL P. be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect Truss backwards. LOAD CASE(S) Standard (.3... t,„. F,90.00 2 �� 870. 2PE /�� v tv 'g• 'oj OREGON r't 4/ �� �MBER �1 �4 O`s A. He- EXPIRES:06/30/2015 October 15,2014 / 4 A It'AFIIl.'.k-Verify eisign parameter a5J 1.'E.4D ti)TES ON 7HIS AND Mitt ED NITER REFEREME PAS f HII-7473 rec 1/19/11114 BEFOIE 11dc Design void for use only with Mgek conneclas.This design is based only upon parameters shown.ands for on individual buidirsg component. � Applicobilly of design porometen and proper Incorporation of component is responsibiify of building designer-not truss designer.9rackng shown Is for lateral support of individual web members only.Additional temporary bracing to nose stabilty during construction Is the resporssibillily of the MiTek erector.Additional permanent bracing of the overall structure Is the responsbility of the building designer.For general guidance regarding fabrication,quality control storage.delivery.erection and bracing,consult ANSI/TF11 Quality Cr1eda,DWI?and SCSI 101141ng Component 7777 Greenback Lane,Suite 109 Sdey Intosmdlon available iron truss Plate Institute.781 N.lee Skeet.Suds 312.Alexandria.VA 22314. Citrus Heights,CA,95810 If Southern Pine DPI batter I:spec ified,the design values are those effective 06/01/2013 byALSC _ at Job Truss Truss Type Qty Ply LENNAR 1143033413 PL14.233_UPPER F09 FLOOR 2 1 Job Reference(optional) Pacific Lumber a Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Oct 15 14:54:02 2014 Page 1 ID:fRRp7cJab FzM37rJKNH5z?mGH-Yb82p?99?yJZtoritaohDgJDJg7jETPhAxo0EyT6G3 • 1 2-6-0 I I 1-B0 1 1 1-2-0 11 1-10-4 I Scale=1.22.3 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 :i : � m e or 1 _.._. 11 10 0 eh 3x4= 316= 304= 1.5•3 II 3x4= tat-e I — _93,0_ _ _ I taa-e 1 12-e-12 I 9-56 _ o-- 0-7-0 D-7-0 2-1-4 Plate Offsets(X.Y)— 16:0-1-8,Edael.[10:0-1-8.Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) I/den L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.22 10-11 >699 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.35 10-11 >438 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:57 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(Itat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=698/0-2-8 (min.0-1-8),8=698/0-1-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2205/0,3-4=-2205/0,4-5=-1457/0,5-6=-1457/0 -tt tONIO lit BOB CHORD 11-12=0/1478,10-11=0/2131,9-10=0/1457,8-9=0/1457 WEBS 6-9=0/258,2-1 2=-1586/0.2-11=0/780,4-10=-819/0,6-8=-163310 O O r*WAS G44 (�i ry 1 �-y, NOTES- t;' .:8, eOds1 1)Unbalanced floor live loads have been considered for this design. y % �1 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12.8. 1\ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1�dr 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. Slrongbacks to rd be attached to walls at their outer ends or restrained by other means. •1O 4, 49639. 4 A LIST EK' LOAD CASE(S) Standard NsStONALti�G -�-, .o PROFfss �� �NGtNEF'Y /o2 $ • 2PE �9` y �Aj,OR EGO cy°O� 'PO AMBER \' OS A. HE?' EXPIRES:06/30/2015 October 15,2014 1 4 A ttA roll.G-Vari/ydasign parama tnrs and READ F/)7DS ON 77115 AND LICEUEED MITTY REFERE?CE PAGE MI1.7473 re c.1,1291201d BEFORE USE • Design valid for use only with MiTek connectors.This design Is bored only upon parameters shown and Is for an Individual building component. NI Apdicobilly of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Indivkual web members only.Additional temporary bracing to issue slobitty during cominxlion is the responsibillily of the erector.Additional permanent bracing of the overoll structure is the responsibtily of the bolding designer.For general guidance regarding MiTek' tobrtcation.quality control.storage.delivery.erection and bracing,consult ANSUT►it Quality Criteria.DSI.89 and/CSI Building Component 7777 Greenback Lane,Suite 109 Solely Information ovo0obte ham Truss Plate Institute,781 N.Lee Skeet.Suite 312.Alexondrla,VA 22314. Citrus Heights.CA,95610 11 Southern.Pine ISP)lumber Is specified.the desks values are than effect].06/01J2013 try ALSO Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION i 34 Center 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 (Drawings not to scale) Damage or Personal Injury NMI Dimensions are in ft-in-sixteenths. ilk plates to both sides of truss 1 7 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 o-1/16" 2. Truss bracing must be designed by an engineer.For ■ ILlijiiitt , wide truss spacing,individual lateral braces themselves !0_00 may require bracing,or alternative Tor I _ bracing should be considered. 1-� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'i2 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 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 shell be of the species and size.and Southern Pine lumber designations are as follows: in all respects,equal to or better than that it, Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 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 otherwse noted. I 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©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. M� r.� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: National Design Specification project engineer before use. f cation 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. s nor sufficient. BCSI: Building Component Safety Information, \,f lie km 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.01/29/2013