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v -y _ (oz-2. S w 6, 57\ /- ---- 9-1/4" OPEN WEB JOISTS @ 19.2" &24" O.C. START 24'D.C.FRAMING HERE 1 LENNAR I 2448A LARWOOD PL14-199 MAIN H 10/13/2014 _ _ Products 2 LL E E LL LL EP- LL 1 PIotID Length Product Plies Net Qty F _. _, �, —t , d a a BK1 20-00-00 2x10 DF No.2 1 1 \` 1 BK1 10-00-00 2x10 DF No.2 1 1 BM2 9-00-00 BBO1 1 1 BM3 6-00-00 BBO1 1 4 BM7 5-00-00 BBO1 1 1 BK1 �� ti i�i y----4d c,----,,,,= ==,.., ......:....�,-.�..:.- \ i ALL BEAM SIZES PER ARCHITECT/ENGINEER ` u_ 1 / BKI•BLOCKING RMl• BOARD D 1 1 ACCESSORIES [ QTY II i m 2X10 DF#2&BTR FOR SHEAR BLOCKING 22' i �. /r m I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I 1 I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.II I LL FLOOR LOADING —*t 40 LL I I j 15 DL \ II I W IFLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIAI Im m REFER TO STRUCTURAL PLAN FOR ADDITIONAL b I POST TRANSFER BLOCKING "���U.. AND SHEAR BLOCKING REQUIREMENTS. II ' I �\ m ' . 4-03-00 TOP CORD BEARING u — .mmwzr,•■••• .B . I L PacifidLumber dC)6 y ° Z & TRUSS COMPANY � Q —I n START 111.2'0.C.THIS AREA 6 `el;, 9-1/4"OPEN WEB JOISTS @ 19.2"&24"O.C. LENNAR 1 7 START 24"0.C.FRAMING HERE > 2448A LARWOOD PL14-199 MAIN H I 10/13/2014 Products PIotID Length Product Plies Net Qty o 'd; d o! - - - o! o, I oli '.0 0'� o Eil o' - 0 - BK1 20-00-00 2X10,DF No.2, 1 1 II+ _ LL` i .... _ _ BK1 10-00-00 2x10 DF No.2 1 1 -..l• BM2 9-00-00 BB01 1 1 1. BM3 6-00-00 BBO1 1 4 BM7 5-00-00 BBO1 1 1 • I ALL BEAM SIZES PER ARCHITECT/ENGINEER BK1=BLACKING I m,•0./ ft M1 a RIM BOARD- ie ACCESSORIES QTY r. I - 2X10 DF#2&BTR FOR SHEAR BLOCKING 22' I i I� ( SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN "' I I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. 2 C13 II: FLOOR LOADING I 40 LL ILL 15DL 111110...j��l I • (FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA i'I,�r� ) REFER TO STRUCTURAL.PLAN FOR ADDITIONAL I POST TRANSFER BLOCKING t� AND SHEAR BLOCKING REQUIREMENTS. I SINGLE u TOP CORD BEAR W G iiir jiju__ • ,.. 11I In N N N Ili' .. + I Pacif&umber LL. LL LL LL LL TRUSS COMPANY 1 START 19.70,0.THIS AREA m _.— —.. — '- ow ' 1 ®® le i \ ) iTe , MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: PL 14-199_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:R43015554 thru R43015559 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. , 1 .s' ���O PR.0 87022PE 5. ��j,.OREGON q°O� �0 BER."6 Pte. SA. HEM 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. (tr, liii: r V ®® • aT k MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-199 MAIN H 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:R43015554 thru R43015559 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OTONro O`a 00 WAS _ Cad. 1ST 'Et Est ,p 4963. • sg Cs 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. 4�' I . pub Truss Truss Type Oly Ply LENNAR R430IS554 L14-199 MAIN_H F01 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 Wok Industries,Inc.Mon Oct 13 13:14:11 2014 Page 1 ID:b8AN6WngcOckeK25_x0aiSz9xzl-8OgV90gXPXweS9WPxSevo81iZh5BaKxmKSSFkyTnvg 0-6-8 - I-I I 2-0.0 t 1 1-9-0 I 1.__ __1-9_-__O ._ Scale 1:30.8 1-5x3 II 1.5x3 II 344= 1.50 II 3x12= 3x6 FP= 3x4= 1.5x3 ll 3x4 = 1 3x5_ 2 3 4 5 8 7 8 9 10 II .tee..: ta..mt u■�� d 18 17 16 15 B"4 13 12 11 1.5x3 II 3x6= 3x6 FP= 3x4 II 3x8= 3x5= 1.5x3 II 3x8 = p-6-81 8-9.8 I 17-0-9 7.7.1 b-6-8 8.3.0 8-3-0 b48 Plate Offsets(X,Y)- I1:0-1-8,Edae1,(10:0-1-8,Edee1,112:0-2-0,Edoel,f13:0-3-12.Edge1.I 16:0-2-12,Edge),J17:0-2-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.08 16-17 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) -0.01 10 We n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.188tr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.188tr(flal) end verticals. - WEBS 2x4 OF Stud/Std(Oat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=1141/0-3-8 (min.0-1-8),1=357/0-6-0 (min.0-1-8),10=357/0-6-0 (min.0-1-8) Max Gray 14=1141(LC 1),1=395(LC 3),10=396(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �•;ONIO TOP CHORD 1-2=-1063/0,2-3=-1063/0,3-4=-454/364,4-5=-453/364,5-6=-455/364,6-7=-455/364, 7-8=-455/364,8-9=-1062/0,9-10=-1062/0 04, WAS . BOT CHORD 16-17=-54/1067,15-16=-1266/0,14-15=-1266/0,13-14=-1264/0,12-13=-52/1069 G 4'o WEBS 5-14=-1107/0,1-17=0/1097,2-17=-253/0,3-16=-779/0,5-16=0/1400,10-12=0/1096, I hT's 1�� O O ct y `ra 9-12=-252/0,8-13=-781/0,5-13=0/1400 �t1 \/ NOTES- � r 1)Unbalanced floor live loads have been considered for this design. .0 49639 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'rS7 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 ,i4.`„ 4GIST84- be attached to walls at their outer ends or restrained by other means. s4- 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. . fO1VAI' 5)CAUTION,Do not erect truss backwards. • LOAD CASE(S) Standard <1oD P Rork S,s Z/\. 0,01 N4.,9 /02 Q 870 2PE •9 Ny �o cv N( OREGO 1/J EXPIRES:06/30/2015 October 13,2014 A WARNING.Yerifyhair)parameen and READ NATESON TNISANI)INCLUDED HIIEXREFEREMI PAGE H11-7413 roe 1/23/2014OEMOREUSE milt Design valid for use only with Mirek connectors.This design h based only upon parameters shown.and Is for an individual building component. Applicability of design parameters and proper Incorporodon of component is responsibllly of budding designer-not buss designer.Bracing shown r• is for lateral support at Individual web members only.Additional temporary bracing to insure slablify during construction h the responsibility of the MiTek• erector.Additional permanent bracing of the overal sirudsxe is the responsiblrly of the building designer.For general guidance regarding lobrkalion,quality control storage.delivery,erection and bracing.consult ANSI/11111 Qualify Criteria,050-99 and SCSI Budding Component 7777 Greenback Lane,Suite 109 k Solely Information avolable horn Truss Plate Institute,781 N.Lee Street,Sulte 312,Alexandria,VA 22314. Carus Heights,CA,95610 11 South ern Plne(SP)lumber la specified,the design values are those effective 09/01/1013 by ALSO 0 I Job Truss j'russ Type Qty Ply LENNAR R43015555 _MANN PL14.199 MA F02 loor 1 1 JobEetefence fQptionall Pacific Lumbar&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Mon Oct 1313:14:12 2014 Page 1 ID:b8AN6 WngcOckeKZ5_xaaiSz9xzl-TKy2jVRSIjfnFbkizrzlSOkU2z4pwCf4_C 7fByTrlvf • 0-6-1 1 2 3x4= 3 1.5x3 II I 1—_ . 1-211 I Scala=10/ II _Mill III qill d El 1.5x3 II II 5 4 , 3x4= I 0.e-1 I 1-11-12 I 04-1 1-5-11 Plate Offsets(X,Y)– I2:0-1-8,Edgel LOADING(psf) SPACING- 2-0.0 CSI. DEFL. In (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.01 5 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.01 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:8 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(ftat) except end verticals. WEBS 2x4 DF Stud/Std(Rat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=98/0-5-8 (min.0-1-8),4=102/0-1-12 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 010NIO NOTES- _`�V 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. O OC 2)This truss is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. V r'C' tip If' . 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 /5 It. G be attached to walls at their outer ends or restrained by other means. NO I iV 4)CAUTION,Do not erect truss backwards. -\ / • ,i l LOAD CASE(S) Standard .off 49639 Q7a• 04, �EtISTSAr' ' S4.011ALI O ikED PR.OFF ."<(' NGiN4 /u n r � fi 9 q y . � 870 2PE • y NEAT.OFIEGO �o'' 4/ OS A. HE EXPIRES:06/30/2015 October 13,2014 a t Q WARNING.Verity design parameten and READ MOTES ON IRIS AND I7K1 WED MEEK REFERENCE PAGE HIT-7413 RI 1/19/101d DI-FORME mil. Design valid for use only with MTek connectors.this design Is based only upon pommeters shown.and is for an Indnrktual building component. Applicability of design poramelers and proper incorporation of component Is responsibility of building designer-not truss designer bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibl6y of the M iTek' , erector.Additional permanent bracing 01 the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage,delivery.erection and bracing.consult ANSI/Till Quolly Criteria,638-59 and SCSI building Component 7777 Greenback Lane,Suits 109 Safely Iniormallon available from Truss Plate institute.701 N.Lee Street.Suite 312 Alexandria,VA 22314. Carus Heights.CA,95510 r If South.rn Pine(SP)lumber Is spec rled,the design values are these effective 06/01/2013 by ALSO 4 4,,i ) Job Truss Truss Type Qty Ply LENNAR R43015558 PL14-199_MAIN_H F03 Floor 9 I Job Reference tootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MRek Industries,Inc.Mon Oct 1313:14:13 2014 Page 1 ID:b9AN6WngcQckeKZ5 xQaiSz9x21-xWVFvrS530net1JuWMU6 70HcSNMXN5DDex7KdyTnve i 1 2-0-0 1 1 1-11-4 i 1 1-9-0 1fF� 'Scale=1:30.0 1.5x3 11 1.5x3 II 3x4= 1.5x3 II 3g4= 3x8= 34 FP= 3x4= •.5x3 II 3x4= 1 2 3 4 5 6 7 8 9 10 !.. . Ill'61..11--I.-- ' ---.'.11.1111.11.10.1.1...... 111 .11etral=111J a Irl-ii, 1�4 18 15 IAA 13 12 11 3x4= 3,15= 3x8 FP= 3x5= 3x8= 3x6= 1.5x3 I I 1 - 8-2-4 8412 18-6-12 17-1-41 8-2-4 0=1-8 5-3-0 0-6-8 Plate Offsets(X.Y)— 15:0-3-0,Edoel,F10:0-1-8,Edoel.112:0-2-0:Edge/.f13:0-3-8,Edcel.114:0-1-12.Edgel LOADING(psi) SPACING- 2-0-0 CSI. DEFL, In (lac) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.04 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.69 Horz(TL) 0.01 14 n/a n/a BCOL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 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.18,814(lat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 tic bracing. _ REACTIONS. (lb/size) 17=349/0-1-12 (min.0.1-8),14=1124/0-3-8 (min.0-1-8),10=362/0-6-0 (min.0-1-8) Max OW 17=389(LC 3),14=1124(LC 1),10=397(LC 4) .FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -�yTONIO TOP CHORD 2-3=-1090/9,3-4=-1090/9,4-5=0/1208,5-6=-464/312,6-7=464/312,7-8=464/312, 4" � � 8-9=-1066/0,9-10=-1066/0 - r WASfr,, `i' BOT CHORD 16-17 0/916,15 16=-3641509,14-15=364/509,13 14=-1179/0,12-13=-15/1076 G h`WC�WEBS 5-14=-662/0,4-17=,959/0,4-16=0/747,4-14=-1396/0,10-12=0/1100,'9-12=-252/0, I _ kf, px '0'8-13==765/0„5-13=0/1364 �`)' NOTES- 1)Unbalanced floor live toads have been considered for this design. :d /..4,-,,,r 2)Provide mechanical connection(by others)of truss to bearing plate at JoInt(s)17. '950 .4,49639',Q1. • 3)Thls truss is designed In accordance with the 2012 International building Code section 2306.1 and referenced standard ANSI/TPI 1. �f' CISTER 4)Re Commend 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 'SW/ G be.attached to walls at their outer ends or restrained by other means. NAL:- - 5)Gap between inside of top chord bearing and'flrst diagonal or vertical web shall not exceed 0.500in. ' 6)CAUTION,Do not erect truss backwards. - LOAD CASE(S) Standard 4C(...ED,PROF.ASIA IN �� ANC? FF,Q /° 4C .87.02217E r" r.� N t ,,N. y �qj,.OJ EGO ' ry�Qt</� 'P- /14 8ER Al A '9 : HERS EXPIRES:06130/2015 October 13,2014 e ®WARNIM-yerif ydesign karanlarars and READ IAiES ON IRIS ANi,IMIUDED,Mf 7E8 REFEREIX.E PAGE FR(l.7473 reg'l/29/2014 BEPoREUSE; �1 Design valid for use only with MiTek connectors.Thts deiign Is based oniy upon parameters she vn.and is for an Indivtdyal bufldi ig component. igti Applicablity of design parameters and'proper incorporation of component Is responsibltity of buiding designer-not truss designer.Bracing ihown r- Is for loterdl support of individual web members only.Additional temporary bracing to insure stabifty during construction Is Ole responsibility of the p ql�e�. 'Creator:Additional permanent bracing of the overall structure is the responsiblity of the building designer.For general guidance regarding F VF fabrication.quality control.storage,delivery,erection and bracing.consult ANSI/IPI7 Quality Criteria,DSB-89 arid SCSI Building Component 7777 Greenback Lane,Sulle 109 Solely Informellon available from Truss Plate institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Helghls,CA.95610 If Southern Pine-OP/lumber is ipecifted,the design siatues are these effective 06/01/2013 b5ALSC v • Job Truss Truss Type Qty Ply LENNAR R43015557 PL14.199_MAIN_H F04 Floor 3 1 .Job Reference(opliooay Pacific Lumber&Truss Co., Lake Osvrego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Oct 13 13:14:14 2014 Page 1 ID:b8AN6WngcOckeKZS_xQai Sz9xzl-Pj3p8BT)gKvWvu5447 LXRplJnhlOxoNS Ih6s3yTnvd 0.6.8 1_11 2-0-0 1 1 1-2-4 1 1 2-2-0 1 Scale=1:36.4 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 3x10= 1.503 II 306 FP= 1.5x3 II 3x4= 1.503 I I 1 305— .2 3 4 5 8 7 8 9 10 11 12 Lw• a. I a O r. 20 19 18 17 16 15 14 13 1.5x3 I I 308= 3x8= 3x6 FP= 3x5= 3x10= 305= 3x4= Q-Cr81 10-1-4 10-2112 20-10-12 1 8 9-6-12 0.1.8 10-8-0 Plate Offsets(X,Y)-- f1:0-1-8,Edgel.15:0-2-14.Edgol.16:0-2-8,Edgel,115:0-3-12.Edoet.I 16:0-1-12,Edael.f 18:0-3-0,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udeft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.08 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.13 14-15 >986 360 ECU 0.0 Rep Stress Inv' YES WB 0.73 Horz(TL) -0.01 13 n/a h/a BCDL 5.0 Code IBC2012TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(tlat) 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 OF Stud/Std(flat)*Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-15:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 1=404/0-6-0 (min.0-1-8),16=1390/0-3-8 (min.0-1-8).13=458/0-1-12 (min.0-1-8) Max Gray 1=458(LC•3),16=1390(LC 1),13=500(LC 4) 01 WO ite FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. +Q� TOP CHORD 1-2-1290/0,2-3=-1290/0,3-4=-1083/375,4-5=-1083/375,5-6=0/1954,6-7=-648/501, 0c dfi WAS./44 y, 7-8=6471501,6-9-647/501,9-10=-1792/0,10-11=-179210 1? t �' �h G'> y DOT CHORD 18-19=-73/1493..17-18=-939/0,16-17=-939/0,15-16--,-1904/0,14-15=-97/1548, y- 'r- ;,,, — '0t1 13-14=0/1262 : [�1 WEBS 6-16=-776/0,1-19=0/1331,2-19=-253/0,3-18=-605/0,5-18=0/1432,5-16=-1270/0, I 11-13=-1322/0,11,14=0/556,9-14=0/396,9-15=1087/0,6-15=0/2091 i / NOTES- O ,p�49639 r0p� t44 1)Unbalanced floor live loads have been considered for this design. A CISTER �` 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. . -sstO. 16 3)This truss Is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. NAT ..' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10'1(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 irsl,diegonal or vertical web shall not exceed 0.500in. � fl PR.aft 6)CAUTION,Do not erect truss backwards. \���,.NG;INEF ssio LOAD CASES) Standard ��� R 29 87022RE . - r. vc\'o w.y .,.OREGOf ( j O SA'. HER7 EXPIRES:•06/30/2015 October 13,2014 t r 1 ®IVARN1110-V Irdesignpaiamza'r andREAD1 10TESON.THISAND1NCit1DEDAl i1EHREFEREICE PAGEN11-14l3'ms1/29/201dBEFOREUSE Q ' Design valid for ute only with Mffek connectors.this design Is bored only upon parameters shown.and Is for an Individual building component. Mil Aptskablity of design parameters and proper Incorporation of component Is responsibility of building designer=not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction Is the responslbiily of the p elector.Additional permanent bracing Cl the overall structure is Iho responsibl6y of the building designer.For general guidance regarding MiTek• fabrication.quality control storage.delivery,erection and bracing,consult ANSI/IPII Quollty Crlleda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Solely Inlotmetion.available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95510 It Southern Pine ISPI lumber Is specified,the design values or0.2 hot a effective 06/01/2013 by ALSC r t Job Truss Truss Typo Qty Ply LENNAR R43015558 p114-199 MAIN H F05 Floor 8 1 Job Reference(gplional) Pacific Lumber 8 Truss Co., Lake Oswego.Oregon 7.530 s Jul 11 2014 Wick Industries,Inc.Mon Oct13 13:14:15 2014 Page 1 ID:b8AN6WngcQckeKZ5 xQeiSz9xzl-tvdBLXULbe1M63THenWa4eM7wB017OPWhxQgOVyTnvc 0-6-8 I-1 I 1-7-12 I I 1-6-0 I . Scale=1:20.5 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 3x8 2 3 4 5 6 7 8 r n. ri 1111 .11. — ii I., 13 12 11 10 915 1.553 II 3x8= 3x5= 3x8= 3x4= 1_081H_ - 11.9-12 I 0-6-8 11-3-4 Plate Offsets(X,Y)— i1:0-1-8.Edoel,112:0-3-12,Ednel LOADING(psI) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Ltd PLATES GRIP TCLL 40.0 -, Plates Increase 1.00 TC 0.15 Vert(LL) -0.10 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.16 10-11 >854 360 BCLL 0.0 Rep Stress Ina YES VIM 0.70 Horz(TL) -0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 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 purtins, 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. (1b/size) 9=502/0-1-12 (min.0-1-8),1=500/0-6-0 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1327/0,2-3=-1327/0,3-4=-2203/0,4-5=220310,5-6=-1772/0,6-7=-1772/0 BOT CHORD 11-12=0/1904,10-11=0/2139,9-10 /1053 WEBS 7-9=114010,7-10=0/778,510=398/0,3=11=0/324,3-12=-625/0,1-12=0/1387 f; 00 NOTES-1)Provide mechanical connection(by others)6f truss to bearing plate at JoInt(s)9. • . N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. •3)Recommend 2x6 Strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss'with 3-10d(0.131"X 3")nails. Strongbacks to e r be attached to walls at their outer ends or restrained by other means. .0 r�' 49639 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed O.SOOin. .gyp .Q�. 5)CAUTION,Do not erect truss backwards. .4'� CISTER .' s- ANAL � LOAD CASE(S) Standard ���F0 P R.OFes,. :87.022P.. �c" • . y 0Aj,.OR GON moo, 1// 9�, �MSER �� �O OS A. HEp`�P EXPIRES:06/30/2015 October 13,2014 ■ A4VARMAG-Verify design pa-rameteri'an'READ P0TESON 1H(SA71D:IMQUDE0 MITERREFERENa PAGEN777473 rex'1/29/2014BEFDREUfl Design valid la use only with,Wick connectors.This design is bated only upon parameters shown.and is for on individual building component. MI Appllcablity of design parameters and proper Incorporation of component Is responsiblily of bulding designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure slabibty during construction Is the rasponsibfbly of the WNW erector.Additional permanent bracing of the overall structure is Iho responsibSly of the building designer.For general guidance regarding fabrication.quality control,storage.delivery.erection and bracing.consult ANSI/TP11 Quality Criteria,058-89 and SCSI Building Component 7777 Gieenbaek Lane.Suite 109 Solely Inlormallon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights.CA,95610 It Southern Pine OP)lumber Is specified,the design values are these effective 06/01/2013 byALSC e -. Job Truss Truss Type Qty Ply LENNAR R43015559 P114-199_MAIN_H F06 Floor 5 1 Job Reference(optional) - Pacific Lumber d Truss Co., Lake Oswego,Oregon 7.530 a Jul 11 2014 Wick Industries,Inc.Mon Ocl 1513:14:03 2014 Page 1 ID:b8AN6WngcQckeKZ5 xQaiSz9xzl-L5BZZtUzMx9DkD2TCUlpcsv8KaNDsr7gvbADwyyTnvb 1 2-0-0 I 1 1=4.12 1 1 2-2-0 1 Scale=1:35.9 ' I 1.5x3 II 1.5x3 II 3x4= -1.5x3 II 3x4= 1.5x3 11 4x10= 3x8 FP= 3x4= 1.5x3 II 3x4= 1.5x3 Ii i 1 1 2 3 4 5 8 .7 a 9 10 11 12 111 Z.:�. Y 20 19 18 17 18 15 14 13 3x4= 3x5= 3x8 FP= 3x8= 3x4 II 3x10= 3x5= 3x4= I 9-10-12 i 20.6-12 1 9-10-12 10-8-0 Plate Offsets(X.Y)— l6:0-4-8,Edoel.1 15:0-3-12,Edciel,117:0-1-12,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defi Lid PLATES GRIP TCLL .40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.08 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0:30 Vert(TL) -0.13 14-15 >983 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 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'DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat)'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ' 6-15:2x4 DE No.1&Btr(8at) REACTIONS. (lb/size) 16=1382/0-3-8 (min.0-1-8),20=407/0-1-8 (min.0-1-8),13=459/0-1-12 (min.0-1-8) . Max Gray 16=1382(LC 1),20=460(LC 3),13=500(LC 4) ,(ONIO FORCES. (lb)-Max..Comp./Max Ten.-All forces 250(lb)or less except when shown. -w `Ci�a TOP CHORD 23=-1541/0,3-4=-1541/0,4-5=-135/833,5-6=-134/833,6-7=-643/480,7-8=-642/480, (J •QF -`v 8-9=-642/480,9-10-1790/0,10-11=1790/0 v $. ,- iG BOT CHORD 19-20=0/1142,18-19=-336/1174,17-18=-336/1174,16.17=-1901/0,15-16=-1894/0, 7ti•T' r,rt:. O 'S 14-15-78/1543,13-14=0/1260 h - WEBS 6-16=1339/0,2-20=1196/0,249=-76/418,4-19=0/559,4-17=-1280/0,6-17=0/1454, •1..I 11-13=-1321/0,11-14=0/555,9-14=0/392,9-15=1086/0,6-15=0/2092 f rd _.: NOTES- P $ 49639 <y 1)Unbalanced floor live loads have been considered for this design. �� ��'�S 1 ER� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)20,13. mss`,.... L �G 3)This truss is designed in accordance with the-2012 International Building Code section 2306.1 and referenced standard ANSVTPI 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")balls. Slrongbacks to • -be attached to walls at their Outer ends or restrained by other means. - • 5)CAUTION,Do not erect truss backwards. ���ED.PROF-x, . LOAD CASE(S) Standard �,\� �NGI N- 6) /0.4 �- 87,022P; • r - >N. -y �'oj,.OR GON r, I-4// "POr) BER \1 P' ' SA. He EXPIRES:RES:_06/30/2015 October 13,2014 • _ • ®fVARNlM3-V erif-Jeii9nparameBisanifREAD NOTES 011.TN(SANDfirll(/OfDnr IENREMIENCETAGFM if-1473.resd/19/201dREf0ROSE - ,� Design valid for use only with MRek connectors.This design Is based only upon parameters shown.and Is for an Individual building component E.I. Applicabllty of design parameters and proper Incorpora tion of component Is responsibility of building designer-not truss designer.Bracing shown ppr{pp+i•._x Is for lateral support of individual web mertbers only.Additional temporary bracing to Insure stability during construction b the responsibility of the FyF.Tek• erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding Iabrical-ion.quatly control storage.delivery,erection and bracing.consult ANSI/TPI l Quality Merle,016.69 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Leo Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,65610 It Southern Plne(Sin lumber Is specified,the design values are'these effective 06/01/2013 by ALSO ., . \ 13-1/2"OPEN WEB JOIST @ 24"O.C. LENNAR (NOTE AREA IN GARAGE @ 16"O.C.) 244BA LARWOOD PLi4-199 UPPER 6/3/2014 START FRAMING HERE 10-03-00 I Products ® _ ._ PIotID Length Product Plies Net Qty BM1 23-00-00 3 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 hill C I BM6 7-00-00 3 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 II I BM5 4-00-00 5 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 t.1 = �I w -.: - IIr -:` .I.,: • `� .. • - BM2 23-00-00 5 1/2"x 13 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 RM1 20-00-00 2X14 DF#2&BTR 1 1 RM1 18-00-00 2X14 DF#2&BTR 1 2 o LL r4 2 3 3 2 S BM3 14-00-00 2X14 DF#2&BTR 3 3 �� RM1 13-00-00 2X14 DF#2&BTR 1 1 1111:1!II BK1 8-00-00 2X14 DF#2&BTR 1 1 BM4 8-00-00 2X14 DF#2&BTR 1 1 RM1 7-00-00 2X14 DF#2&BTR 1 1 �; RM1 6-00-00 2X14 DF#2&BTR 1 1 r BM7 5-00-00 2X14 DF#2&BTR 1 1 �•.. ■- - ....+ JAMIMP RMIlt .-+® ®■ ■a le ee=- m" "' "", RM1 3-00-00 2X14 DF#2&BTR 1 1 1_", 11 IBM3I B Tr; P05 " I ALL BEAM SIZES PER ARCHITECT/ENGINEER y. F05 _� lomi FLOOR LOADING F05 '?.1 FOE' trteR1-R1M aG 40 LL A 1s DL F05 -tFOo • ?� F05 •'y ..-7--------, ____ ACCESSORIES QTY +lT F05 O LUS414 7 I 101 F04 I. i 2X6 DF#2&BTR FOR RIBBON 66' PO F04 2X14 OF#2&BTR FOR SHEAR BLOCKING 26' Eli F04 REFER TO STRUCTURAL PLAN FOR ADDITIONAL jt,, F04 POST TRANSFER BLOCKING . AND SHEAR BLOCKING REQUIREMENTS. 1 .- F04 1 , F04 1 f SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN■r; F04 I i I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I i F04 F04 I . (FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA] n'' it IBM 11 JOIST WITH RIBBON • Pacifi umber & TRUSS' COMPANY 13-1/2"OPEN WEB JOIST©24"O.C. LENNAR (NOTE AREA IN GARAGE @ 16"O.C.) 2448A LARWOOD PL14-199 UPPER 9/19/2014 i START FRAAANG HERE > 10.03-00 Products 1 { PIotID Length Product Plies Net Qty 0 BM1 23-00-00 3 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 <�►I -0 ' BM6 7-00-00 3 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 • ,, .; ; 5,_;,' 11 ,.. j, IMI ' -. BM2 23-00-00 5 1/2"x 13 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 _ _ __ RM1 20-00-00 2X14 DF#2&BTR 1 1 • RM1 18-00-00 2X14 DF#2&BTR 1 2 a o 0 0 0 0. o a P 0 0 0 G 0 S 0 0 S G BM3 14-00-00 2X14 DF#2&BTR 3 3 LL LL LL 11. LL LL .4 U. 4. tL LL LL LL 1,_ LL LL RM1 13-00-00 2X14 DF#2&BTR 1 1 1 LV M BK1 8-00-00 2X14 DF#2&BTR 1 1 BM4 8-00-00 2X14 DF#2&BTR 1 1 i -00 00 n RM1 RM1 6 7-00-0D 22X14 X14 DF DF#2#2&&BTR,BTR 1 1 1 1 — ' _� BM7 5-00-00 2X14 DF#2&BTR 1 1 _ _ RM1 3-00-00 2X14 DF#2&BTR 1 1 IRMt °=� ' =ate {�! IIr BM3 111. M IRM11 -. I ALL BEAM SIZES PER ARCHITECT/ENGINEER • I - F07 !i y FO5 �• 1BM7�h :jig h FOS 31" q aK1.BLOCKING FLOOR LOADINfi, 1 F06I m} F05 `'i;� tE2t RM1 RIM BOARD 40 DL K. FOG a • F06 in FOS ACCESSORIES QTY I----oM4J I FOS r'; 0^ LUS414 7 • • 1• F04 l; : 1 2X6 DF#2&BTR FOR RIBBON 66' • � I F04 2X14 DF 4 2&BTR FOR SHEAR BLOCKING 26' 1-I F04 - REFER TO STRUCTURAL PLAN FOR ADDITIONAL POST TRANSFER BLOCKING 11 F04 AND SHEAR BLOCKING REQUIREMENTS. F04 L F04 I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN 1 m Y I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I F04 I F04 FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA] 1.. F04 IBM21 l Pr`I I��]! r----I- r'---- UM JOIST WITH RIBBON Pacifi S umber & TRUSS COMPANY • a MiTek® MiYek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-199_UPPER Fax 916/676-1909 LH 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:R42842734 thin R42842740 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. ��Eo PROfie � � N ,lNEF9 ;-•y -37 2 ' 2PE /9 N y ,. AI> OREGON c,° v 1/ MBER. Rs, A. HER�P EXPIRES:06/30/2015 September 18,2014 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. . min ism cip ill 17 K MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 4-1 99_UPPER Fax 916/676-1909 LH 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:R42842734 thru R42842740 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. vsly-t ONIO itt,p' bS Of WAS �. G_ Sw O �G r r 49639 w� ' ssh Q*) 2‘'• gar_ September 18,2014 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. 1 l'#) i Job Truss Truss Type Qty Ply LH R42042734 PL14-199 UPPER F01 FLOOR 9 1 Job Reference(optional) Peas Lumber&Truss Co., Lake Oswego,Oregon 7.630 s Jul 11 2014 MfTek Industries,Inc.Wed Sep 1713:20:28 2014 Page 1 ID:JgFBEpJwg 1 WGpAGh3ebz26z9xgt-1 GoY2pQmRMpa012TkxkprxoiLhl)2gBgwgZ3eOychLn I 2411 I I 1.4.11 II 1-2.0 II 1.8.1 _I O.)48 Scala• 1:30.3 1.5x3 II 1.5x3 I I 3x8= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3= 1 2 i\\ 3 4 5 8 7 8 9 4.4.4. IVV — : 16 ic, v� �,wi c r 1,� 14 13 12 11 ►, 3x5= 3x10= 3x8= 1.5x3 II 3x5= 3x0= I 17-5-4 I 17-5-4 Plate Offsets((.Y)— [6:0-1-8.Ectge),[11:0=1-8,Edge) LOADING(pat) SPACING- 2-0-0 CSI. DEFL, in (lac) Vdefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.31 12-13 >658 480 MT20 220/195 TCDL 10.0 Lumber Increase. 1.00 BC 1.00 Vert(TL) -0.48 13-14 >427 360 BCLL 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (Matrix) Weight:77 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP C HORD 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 1-4-12 oc bracing. REACTIONS. (lb/size) 10=943/0-5-8 (min.0-1-8),15=949/0-48 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.--All forces 250(lb)or less except when shown. TOP CHORD 2-3=3473/0,3-4=-3473/0,4-5=-4028/0,5-6=-4028/0,6-7=-324610,7-8=3246/0 01oNrO �a BOT CHORD 1415=0/2104,13-14=0/4064,12-13=0/3246,11-12=0/3246,10-11=0/2156 <C' WEBS 6-12=285/0,7-11=487/0,2-15=2259/0,2-14=0/1469,.3-14=-251/0,4-14=-634/0,5-13=375/0,6-13=0/1049, OS OFiWAS-1r,_ 8-10=-2299/0,8-11=0/1335 V ,r'>‹) 4/—iy, Q-,A 14. NOTES- N 1)Unbalanced floor five loads have been considered for this design. • / 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 to ,d- r u' �� 49639 4Q be attached to wells at their outer ends or restrained by other means. .Q �. ,,1� 4)CAUTION,Do not erect truss backwards. +Oz, 4bISTR . • LOAD CASE(S) Standard `r` QN�... - 0-.) PR.04,n ��� tiNGIN�F,9 s�L. .870 2PE 2�• • N y �Ajs.OREGO_ �o,O�N. • t ccti1BER A\ OS 4, 1-i SC'' EXP_I R ES:06/30/2015 September 18,2014 t 1 ®;WARN1Mi;Yarify,-deiign parameters end READ.N0..TESON MIS AND,JNC1f/DED AMEX REFEREACE PAGE N4-7413,ee.1/19/2014 DEfOREUSE. "r Design valid for use only with Mack connectors.This design is based only upon parameters shove,and is for an individual building component. Applicoblity of design parameters and proper Incorporation of component is responslblity of budding designer-not truss designer.Bracing shown pp �• Is for laloral support of Individual web members only.Additional temperer/bracing to Insure nobility during construction b the reiponsiblEty of the iTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding iyr fabrication.gsially control.storage,delivery,erection and bracing,consult 'ANSI/IPI1 Quality Criteria,DS6-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely informollon.available from Truss Hale Institute.781 N.lee Street.Suite 312.Alexandria,VA 22314. CBnrs Heights,CA,95610 II Southern Pine(SP)lumbar Is specified,the design values are these effective 06/01/2013 by ALSC . .I Tab Truss Truss Type Qty Ply LH R42842735 PL14.199 UPPER F02 FLOOR 7 1 Job Reference(optional) - Pacific Lumber E Truss Co., Lake Oswego,Oregon 7.530 s Jut 11 2014 Mrrek Industries,Inc.Wee Sep 17 13:20:29 2014 Page 1 ID:JgFBEpJwg1 WGpAGh3ebz26z9xgl-VSMxG9ROBgSReBdfleF2O9KuN5DRn71p8UIcBSychLm I 2-e.0 I 1 1-1-11 1 F___t29_)I 1-61 1 01118 - Scala=1:29.8 1.5x3 II 1.5x3 II 3x8= 1.5x3 II 3x4= 1.5x3 II 344= 1.543 11 308= 1.543= 1 2 3 4 5 6 7 8 9 .2 la igl.-1111i .- I_ . ■0.1...°°- - ntai - I MI 15 14 13 12 11 ■ 3x5= 3x8= 3x8= 1.543 11 3x5= 3x8= • 1 17-2-4 1 17-2-4 Plate Offsets(X.Yi— (6:0-1-8.Edael.111:0-1-8.Edae1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toe) t/den lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.56 Vert(LL) -0.29 12-13 >698 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.46 13-14 >444 360 BCLL 0.0 Rep Stress Incr YES . WB 0.73 Horz(TL) 0.07 10 nla nla BCD'. 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr((lat) end verticals. WEBS 2x4 DF Stud/Std(flat) DOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. - REACTIONS. (lb/size) 10=929/0-5-8 (min.0-1-8),15=935/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3403/0,3-4=-3403/0,4-5=-3881/0,5-6=3881/0,6-7=3171/0,7-8=-3171/0 o'TONIO JJCDOT CHORD 14-15=0/2069,13-14=0/3959,12-13=0/3171,11-12=0/3171,10-11=0/2119 WEBS 8-12=301/0,7-11=-469/0,2-15=2221/0,2-14=0/1431,3-14=250/0,4-14=-597/0,5-13=-389/0,6-13=0/1014, pS OVi WAS1vy Q► ` 8-10=-2259/0,8-11=0/1291 G 1 FT •,16, i- 0_, 16 . 'Cti A C.A NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to•truss connections. �¢,l 3)This truss Is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P11. .0 y," 4)Recommend 2x6 strop backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strop backs to 49639. �y • 9 g P ( ) 9 O� �4DISTO- ,S�' be attached to walls at their outer ends or restrained by other means. l' 5)CAUTION,Do not erect truss backwards. - �`4'1 B G ONAL. LOAD CASE(S) Standard - . coC`'• NEFR SAO • kr 870 2PE , - r- -7,<\N�Aj,.GREG S. , 5--OtN on�MQER 1\ Q'�. l9— HERN- EXPIRES:06/30/2015 . September 18,2014 1 ®WAR?1IM-VeritjdesignparimitiiandREADNOTESON7(IISAl1 DINCLUDEDNIIENREFERENCEPAGEH11-1413rex 1/19/2011OWOREUSE, Design valid for use only with Mirek connectors.This design h bosed only upon parameters shown,and Is for an individual building component. Appilcobl5ty of design parameleri and proper Incorporation of component Is responsibility of butldirig designer-not truss designer.eroding shown pp MI• Is for lateral support of individual web members only.Additional temporary bracing lc/Insure"stability during construction is the responsibUty of the IVIiTek' erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding lubrication,quality control.storage.delivery,erection and bracing.consult .ANSI/tPll Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormoilon available from Tani Nolo Institute.781 N.Lee SlreeCSuite 312;Alexandria.VA 22314. Carus Heights,CA,95610 If Southern Pine(SP)lumber Is specified,the design values are these effective 06/01/2013 by MAC . ,•) Job Truss Truss Type Qty Ply LN R42842736 PL14.199_UPPER F03 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co.. Lake Oswego,Oregon 7.530 s Jul 11 2014 MfTek Industries,Inc Wed Sep 17 13:20:29 2014 Page 1 ID:JgFBEpJwg1 WGpAGh3ebz26z9xgt-VSMxG9ROBgxReBdfleF209KuU5DWn7rp8UIc8SychLm 1 2.0.0 1 1 1.0.11 1 Hjz2-0 11 1-8-1 1 01118 Scale=12.9.7 1.5x3 11 1.5x3 II 3x8= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 II 3x8= 1.5x3= 1 2 3 4 5 e 7 S 9 1111111FFAgligIIIIIP:'gb 11. 16 c'•- lir 10.4 11114 s 1 Fa 14 13 12 11 firfi 3x5= 3x8= 3x8= 1.5x3 II 3x5= 358= 1 17-1-4 1 17-1.4 Plate Offsets(X.Y)— 16:0-1-8.Edae1,111:0-1-8.EdaeJ LOADING(psf) SPACING• 2-0-0 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.56 Vert(LL) -0.29 12-13 >711 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.45 13-14 >450 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(ftat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. • REACTIONS. (lb/size) 10=924/0-5-8 (min.0.1-8),15=930/0-4-0 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less exceptwhen.shown. TOP CHORD 2-3=3379/0,3-4=3379/0,4-5=3832/0,5-6=3832/0,6-7=3146/0,7-8=4146/0 `TQNIo BOT CHORD 14-15=0/2058,13-14=0/3924.12-13=0/3146,11-12-0/3146,10-11=0/2108' QJ gip, WEBS 6-12=-309/0,-T-11=-464/0,2-15=2209/0,2-14=0/1418,3-14=-250/0,4-14=-585/0,5-13=497/0,6-13=0/1007, 0S ��W� Wy, 8-10=-2246/0,6-11=0/1276 CJ 4' G' ry NOTES-- co f ��. 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1.and referenced standard ANSI/TP[1. ;;;r/ 3)Recommend 2x6 strorigbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to , i' . 49639 `� be attached to walls at their outer ends or restrained by other means. "15�- .? _ ,.......15 , 4)CAUTION,Do not erect truss backwards. �` ISTER LOAD CASE(S) Standard �s4'10- .. • .5)PR.OFF 1' ;4- 'NEFR�'% _87022PE ?r. N eeleetemwe y �Aj,.OREGO. (o /,.' 9Ooc�/I8ER 1\ QUO• A. HE�‘'‘ EXPIRES:06/30/2015 September 18,2014 A WARA =9erifyjit iigdpbrametpaandREADA 2ESONiRISAND'IMIUDEDMIIEKREFEREFKFPAGEMhI-7413 rein'1/29/Z014 BEFORE USE — Design valid for use only wilts MiTek connectors.This design is based only upon parameters shown.and Is for an tndivtdual building component. �• ApplIcabltly of design porameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibllily of the Milk*."Additional peal-men,bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding tabricalion.qualify control storage.delivery,erection and bracing,consult ANSVIP11 Quality Criteria,DSB489 and SCSI Building Component 7777.Greenback Lane,Suite 109 Solely Informollan available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. ellMs tielghts,CA,95610 If Southern Pine(SP)lumber Is specified,the design values are these effecdva 06/01/2013 by ALSO J Job Truss Truss Type Qty Ply .LH R42842737 PL14.199 UPPER F04 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 a Jul 11 2014 MI felt Industries,Inc.Wed 8a•17 13:20:31 2014 Pate 1 ID:JgF8EpJwglWGpAGh3ebz26z9xgt-RgUhhgTojN89tUn2P3HWTaQDZuzcF2T6conjFLychLk 0-1-8 HI 143-0 I p-1x1211 1-2-0 1 9 Scale=1:37.7 3x4= 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 304= 4x4= 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 c t4. 1.;4. 38 35 34 33 - 32 31 30 29 28 27 26 25 24 34= 4x5= 4x4= 9x4= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x5= 3x4= 3x8 W8= 3x5= I 22-2-4 22-2-4 Plate Offsets(X.YI-- [33:0-1-8 Edge.] [34:0-1-8 Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.42 29-31 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.66 29-31 >399 360 BCLL 0.0 Rep Stress Inc' YES WB 0.58 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BO I-CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 DF Stud/Std(flal) REACTIONS. (Ib/size) 36=803/0-5-8 (min.0-1-8),24=807/0-4-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. orONIO TOP CHORD 2-3=-1574/0,3-4=-1574/0,4-5=-3013/0,5-6=3013/0,6-7=-3013/0,7-8=-3892/0, I�� 8-9=-3892/0,9-10=-4302/0,10-11=-4302/0,11-12=-4417/0,12-13=-4417/0, 044 011:W f( 'Y 13-14=-419210,14-15=-4192/0,15-16=-3641/0,16-17=-3641/0,17-18=-3641/0, G �A ' %- . C.A\ 18-19=-2759/0,19.20=-2759/0,20-21=-1548/0,21-22=-1548/0 1 A I mot. x BOT CHORD 35-36=0/846,34-35=0/2230,33-34=0/3013,32-33=0/3489,31-32=0/4141,30-31=0/4399, ` 29-30=0/4399,28-29=0/4344,27-28=0/3955,26-27=0/3239,25-26=0/2192,24-25=0/817 WEBS 5-34=-573/0,6-33=0/628,2-36=-1129/0,2-35=0/1000,4-35=-901/0,4-34=0/1150, 22-24=-1122/0,22-25=0/1004,20-25=-885/0,20-26=0/777,18-26=-659/0,18-27=0/552, '. �'I 15-27=-432/0,15-28=0/325,9-31=0/251,9-32=-373/0,7-32=0/588,7-33=-1022/0 45, 4 49639..4,. NOTES- 4svc, 1S,'° 1)Unbalanced floor live loads have been considered for this design. P(AL. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss Is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. SUongbacks to be �E0 PR,Ope attached to walls at their outer ends or restrained by other means. s 5)CAUTION,Do not erect truss backwards. ,, �0I NEF9 s/D2 LOAD CASE(S) Standard �� 87* 2PE •9 N y �Aj, OREGO ti,elli Q` A. HES; EXPIRES:06/30/2015 September 18,2014 I Q WARNING-Verily design panne ten and READ I/O YES ON MS AND INCLUDED NITER REFERENT PAGE 111-7473 rev.1/79/1014 BEfORE IOSC Design valid for use only with f.4Tek connectors.This design Is based only upon parameters shown.and is for an individual bolding component. . ApplicoblIty of design parameters and proper incorporation of component Is responsiilty of bolding designer-not truss designer.Bracing shown h for lateral support of individuol web members only.Addrlional temporary bracing to Insure siabiily during construction is the responsibility of the bracing erector.Additional permanent brag of the overal structure Is the responsibility of the building designer.For general guidance regarding MITek' fabrication.quality control stooge.delivery,erection and bracing,consult ANSI/Gil Qualify Criteria,OS11-89 and SCSI Bolding Component 7777 greenback Lane,Suite 109 Solely Inlormallon available horn Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Cana Helthta,CA.95810 IFSouthern Pine(SP)lumber Is 1pecNied,the d”Ignveluet are these effective 0!/01/2013 byALSC - t;') 3 . Job Truss Truss Type Qty 'Ply LH 842842738 P114-199 UPPER F05 FLOOR 8 I Job Reference(optional) • Pacific Lumber&Tens Co., Lake Oswega,Oregon 7.530 s Jul 11 2014 MITek Industries,Inc.Wed Sep 17 13:20:32 2014 Page 1 ID:JgF8EpJwglWGpAGh3ebz26z9xgt-v113uATGUbJ?VeMEznalOnyOHIJ2 VrGriSXGnnychLj 0-1-8 H 11•G° I a1o2+ I i 1-2.0 ,r; • Scala=1:37.5 4x4= 304= 4x4= 4x4= 2x4 II 3x4= 3x4= 3x4= 3c6 FP= 3x4= 3x4= 4x4= 1 2 . 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 ''l 11,2kH CAI AL"11. 1 Ir( 111 ir_A.... .1.■. 1 Ak...1.111■.1.■,14■J 1.t°3 36 35 34 33 32 31 30 29 28 27 26 25 24 3x8= 4x5= .4x4= 4x4= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x5= 3x4= 3x8 WB= 3x5= I 22-0-12 37-0-12 Plate Offsets(X.Y1— (6:0-1-8.EdgeJ[33:0-1-8.Edgel.f34:0-1-8.Edgej LOADING(psi) SPACING- 1-4-0 CSI. DEFL- in (lac) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.41 29-31 >635 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.65 29-31 >406 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.08 24 n/a rite BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:111 lb FT=0%F,0%E LUMBER- •BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtns, 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. OTHERS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 36=798/0-5-8 (min.0-1-8),24=802/0-3-0 (min.0-1-8) FORCES. (Ib)-Max.Comp/Max.Ten.-A8 forces 250(Ib)or less except when shown. 0-O•1O TOP CHORD '2-3=-1565/0,3-4=1565/0,4-5=-2987/0,5-6=-2987/0,6-7=-2987/0,7-8=-3825/0, 8-9=-3825/0,9-10=-4244/0,10-11=-4244/0,11-12=-4369/0,12-13=4369/0, c2 Ofr.WAS)n, y, 13-14=-4154/0,14-15=4154/0,15-16=-3612/0,16-17=-3612/0,17-18=-361210, 49.0 ty,'WR y • 18-19=-2739/0,19-20=-2739/0,20.21=-1538/0,21=22=,1538/0 . �Ox tit' BOT CHORD 35-36=0/841,34-35=0/2215,33-34=0/2987,32-33=0/3399,31-32=0/4077,30-31=0/4346, ..29-30=0/4346,28-29=0/4300;27-28=013922,26-27=0_/3214,25-26=0/2178,24-25=0/812 WEBS 5-34=-565/0,6-33=0/724,'2-36=1123/0,2-35=0/994,4-35=-894/0,4-34=0/1134, 1 22-24=-1115/0,22-25=0/997,20-25=879/0,20-26=0/771,18-26=-653/0,18-27=0/545, re r�+, 15-27=-426/0,15-28=0/319,9-31=0/260,9-32=-377/0,7-32 /622,7-33=-1082/0 13 ,p .49639 4,, • +{�, 4bISTER ' NOTES- nS CS 1)Unbalanced floor live loads have been considered for this design. - .NALE� 2)All plates are 1.5x3 MT20 unless otherwise-indicated. 3)This truss Is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Required 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 . v PR OF: attached to wallsat their outer ends or restrained by.other means. Qs F 5)CAUTION,Do not erect truss backwards. GN3I NEF !02 , LOAD CASE(S) Standard k '9 r :870 2PE - r-- co ,N y �Aj OREG•, ct At//' 'pO•n�M8ER 1� .7 • S NP A.. Heck EXPI R ES:06/30/2015 September 18,2014 t, - _ ■ WARNRS,•VedI design parameters and READIYO ESON7H1 AND INa D'M17EN ERE a r 9.P„. S UDE REF hCE;PAGF MIf•7473 rex 7/19/IO1d WORE 113£ IF Design valid for use only with MEek connectors.TMS design h based only upon parameters shown,and is for on Individual building component. �� Applicability of design parameters and proper Incorporation at component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of IndMdual web members only.Additional temporary bracing to Insure stablIly during'canslruclion Is the responsibility of the erector.Additional permanent bracing of the overa0 structure Is the responsibility of the building designer.For general guidance regarding MiTere fabrication.quality control storage.,derrvery.erection-and bracing.consult ANSI/IFIt Quality Cdierla,DS9-89 and SCSI Building Component 7777 Greenback Lena,Suite 109 Solely Information available horn Truss Plate Inslituto,781 N.Lee Street:SuIle 312.Alexandria,VA 22314. Citrus Heights,CA,95010 if Southern Pine ISP)lumber is specified,the design values are these effective 06/01/2013 by ALSC • II 'Job Truss -Truss Type Gty Ply LH R42842739 PL14-199_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 Sep 17 13:20:33 2014 Page 1 ID:J0F8EpJwglWGpAGh3ebz26z9xgt-NDbR6WUvFuRs6oxRXUK Y?Vfbimlj2zP36G8KDychli I 2-1.0 1 I 1-2-0 I I 1-1-12 I 2-$0 I Scale=1:14.1 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 43x4= 5 • • • •• mZ ....- . - e 9 e 7 3x4= 6k 1.54 II 3x4= 3x4= I 2-4-0 12-11-0 I 3-6A' 7-8 7-4-12 I 2-4-0 0-7-0 0-7-0 1- 3-9-4 Plate Offsets IX.YI— (2:0-1-8.E•ge].[7:0-1-e.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In floc) Weft Lid PLATES GRIP TCLL 40.0 Plates'increase 1.00 TC 0.23 Vert(LL) -0.04 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:_33 lb FT=0%F,0%E LUMBER• BRACING- TOP CHORD 2x4 OF No.1&Btr(ftat) TOP CHORD Structural wood sheathIng directly applied or 6-0-0 oc purlins, except BOT CHORD 2ic4 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. (Ib/size) 9=400/0-2-12 (min.0-1-8),6=400/0-2-0 (min.0-1-8) II FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. • TOR CHORD 2-3=690/0,3-4=-690/0 010NIO p, BOT CHORD 8-9=0/690,7-8=0/690,6.7=0/708 �C WEBS 2-9=757/0,4-6=760/0 05 04-WAS-114 -y, G 'C4 � WG', `7 NOTES- F.� 44;. 0df 1)Unbalanced floor live loads have been considered for this design. - I y F1 2)Provide mechanical connection(by others)of truss to bearing plate at Joint(s)9,6. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. r� 4)Recommend 2x6 atrongbacks,.on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Al r '' be attached to walls at their outer ends or restrained by other means. `7'p ,p 49639.. 4y, C/STER ' LOAD CASE(S) Standard .SSIONAL G 0,EO PR:o: 4\0 �NCy1N ..9 /0 2 94-. 87022PE - • r• y � 1� N "Oi,. REGO. 5 4o 0...3 we, \-‘ E-(P I R E S:'06/30/2015 September 18,2014 1 _ 1 a WARNING_TVerifydderiynparalnetn0 and READ/8)TESON7NISAND ELUDEOyi7EKREFERE/r PAGE HIV 7473'iesc1/19/1014BEFOAEUS£ Design valid for use only with MiTek connectors. is design Is bdsed ant,/upon parameters ihown.and is for an Individual building component. ApplicablGly of design parameters and proper Incorporation at component Is responsiblity of bulling designer-not truss designer.Bracing shown �• Th 1 Is for lateral support of individual web members only.Addilionottemporary bracing to Insure stability during construction Is the reiponsibB6ty of the • erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Forgeneral guidance regarding GYG 1 fabrication.quality control,storage,delivery,erection and bracing.consull ANSI/IPII Quality Criteria,DSB-89 and SCSI Building Component .7777 Greenback Lane,Suite 109 Safely Information available Item Truss Plate Institute,781 N.Lee Street;Suite 312,Alexandria,VA 22314. Citrus Heights,CA.951110 :if Southern Pine ISP)lumber Is spec8ied,the'deslan values are those effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply LH R42842740 PL14-199 UPPER F07 FLOOR 1 1 _ Job Reference(optional) Pacific Lumbar d Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Sep 17 13:20:33 2014 Page 1 ID:J1f8EpJwglWGpAGh3ebz26z9xgt-NDbR6WUvFuRs6oxRXUK Y?VbZIfYj0UP36GgKOychLi I 2.1-n 1 1 1.2-n 1 f 2.5.17 I I 2-6.0 I " Scale=1:19.7 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 _3 3x4= 4 5 6 i III 1000000,111t1111 e- -511.11111111111111111111111111111111111111111111111 e e e ►1 1 G. 10 9 8 i<. 1.5x3 I I 1.5x3 II 3x6= 3x4= 3x4= I 2-4-0 12-11-0 1 3-6-0 I 11-4-4 I 2-4-0 0-7-0 0-7-0 7-10-4 Plate Offsets fX.YI— (2:0-1-&.Edge].(3:0-1-8.Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.15 8-9 >917 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(LL) -0.22 8-9 >619 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 7 We n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No:18BU(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 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=618/0-2-12 (min.0-1-8),7=618/0-4-0 (min.0-1-8) FORCES. (Ib)-Max.CompJMax.Teh.-All tomes 250(Ib)or less except when shown. . TOP CHORD 2-3=-1325/0,3-4=-1827/0,4-5=-1827/0 otONIO 1 BOT CHORD 10-11=0/1325,9-10=0/1325,8-9=0/1325,7-8=0/1261 ,p WEBS 2-11=-1454/0,5-7-1354/0,5-8=0/608,4-8-32410,3-8=0/616 GOc7�Og:WAS NOTES- y� 'Ir. TOx 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. ,i 3)Thls 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 8110-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to K1 r-- \ 49639 be attached to walls at their outer ends or restrained by other means. 4, 4�!C.X44" �GIST6R� �" . LOAD CASE(S) Standard c�SS,lONAt$14 ��EOPR.Opk, . ��,, �‘,GIN EFR % :870 2PE 9f• (!) y �K)is.OF�EGO._ "ti�OWN 9O AMBER 1� On A. C% 4. HER EXPIRES:06/30/2015 September 18,2014 a WARNING-Verity design parametan and MADTATES ON MIS AND 1)K7.IIDFD NI TEK REFEREIXF PAGE hllf-1473 re cr]/29/101dBEf08EUSE tee' Design valid la,use only With FNlek connectors.This design is based only upon parameters shown,and is for an individual building component. 1• Applicability of design parameters and proper incorporation of component Is respamiolity of building designer-not truss designer-Bracing shown is for lateral suppoit of 6sdNidual web members'only.Additional temporary bracing to Insure stability during construction is the responsibility of the iVliTek� erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication.quolty control storage,delivery.erectkin and bracing.consul! ANSI/7P11 Gutsily Criteria,D58-89 end SCSI Betiding Component 7777 G}eenback Lane,Suite 109 Salely Inlormallon available from Truss Plate Institute,781 N.Led Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1 If Southern Pine ISP)lumber Is spe tiled,the design values are those effective 06/01/2013 by ALSO " Symbols Numbering System A General Safety Notes PLATE LOCATION.AND ORIENTATION 3/4 er.plate on" Centlat joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury 1/1".Mr Dimensions are in'ft-in-sixteenths. 11404h. -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 BCSI. TOP CHORDS Q 1/1 2. Truss bracing must be designed by an engineer.For 4 wide tiuss spacing,individual lateral braces themselves p may require bracing;or alternative Tor.I _ O .. p bracing should be considered. I O 4 3. Never exceed the design loading shown and never CJ stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For4'x 2 orientation,'.locate c'� as'r csa — designer,erection supervisor,property owner and plates 0 'n6'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Thissymbol indicates.the JOINTS ARE GENERALLY'NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required'direction of-slois in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI I. 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%,'ai'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 dimensionis the plate, 10.Camber Is a non-structuraiconsideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length'parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION • 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects;equal to or better than that SYP represents values as published specified. Indicated by symbol shown and/or de by AWC in the 2005/2012 NDS by text in the bracingaection of the SP represents ALSC approved/new values 13.Top chords must be sheathed or puffins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated oh design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise,noted. w 15.Connections not shown are the responsibility of others. ///��� Indicates location where bearings (supports)occur. Icons`va but 16.Do noval f, alter truss member or plate without prior reaction section indicates joint O 2012 MiTek®All Rights Reserved approval of.gn engineer. 1 number where bearings occur. Min se shown is for Crushing M•111 17.Install and load vertically unless Indicated otherwise. Effl R rA 18.Use of green'ortreated lumber may pose unacceptable environmental,health or'performance'risks.Consult with Industry Standards: project engineer before use. ,ANSI/TP11: National Design Specification for Metal 19.Revietw,all portions of this design(front,back,words Plate Connected Wood Truss Construction. and'picturesJ before use.Reviewing pictures alone DSB-89: Design Standard for Bracing., Is not sufficient. BCSI: Building Component Safety Information, Ile j® 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 ReferenceSheet:MII-7473 rev.01/29/2013 ..4