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20190259 TrussSpecsMiTek" MiTek IDSA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 1902500 RON DEERING HOMES The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal: R58053731 thru 858053748 My license renewal date for the state of Washington is May 1, 2019. C ,CIL Dyk,� r 57182 . Dyer, Cecil D hG EXCLVJ SNS TAKEN -O yEV� �E~AN.... i j BaWI; ❑ RZJECTED-- ,. a 11111At1105 FURNISH hs 0 Q' QHMIT Ct+;.- frfEa €TEXT OFIRECTED r'tir'' .'f'> r,r cumments made on the shop draw nils duffing not rF-iievP_ rwrat;tor fro:rn cj)mpi;,r:_a w!t!I :� �;, �: . , r,f ttia dra�rrings and speeific;ations. Tr:, ;check o1ir f,r r riew of general conicrmance with li.:; deSitri ::(rcep! r ! teh project and gemeral compliance: with lh- irL0m)rrl(,r, rfiven in the con€racf documents. The.r i. ,tractur i'; Tt'; V•r •, , ;, ipr: cr)rfirming and correlating all rj,,a(Aities l f,r... .:cation proce,.:� andl rJ nonstruction; coordinating his work w ,n fhatcf and performing his work in a ;afe anr]g Satisfactory manner. t Date May 9,2019 IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI1TP1-1, Chapter 2. LLo w � 0 0 0 0 0 M I 11-00-00 0 W O W M, GE01 I Project # 1902500 Date: 5/8/2019 Sales; Dan VVIMns:n Name: RON DEERING HOMES Sub.: Let:# VELM WA 98597 LOUW 811> TRUSS Gable 5x6 = s Dec 6 2018 MITek Industries, Inc. Wed R68053731 Seale = 1:23.4 t¢ LUMBER - &11 12 TOP CHORD 2x4 DF No.2 "Except* e truss system. abroad use, the building designer must verity Ne epplirabillty of design parameters and propedy lnmrparate this design Into the overall 3-4,4-5: 2x6 DF No.2 BOT CHORD 11-11 WEBS 2x4 DF No.2 OTHERS 5-11-12 ! Rnenvlla CA 95661 5-11-122 1 Plate Offsets (X V)— [3:0-1-15 O -0-0I [3:0-3-0,M-8],15:0-1-15 0-0-01 [5:03-0,0-0 61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) II L/d PLATES GRIP TCLL 25.0 Plate Gdp DOL 1.15 TC 0.22 Vert(LL) -0.02 6-8 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.04 6-8 >999 240 BCLL 0.0 Rep Stress lncr YES WE 0,04 Hcrz(CT) 0.01 6 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matdx-SH Wind(LL) 0.01 2-8 >999 240 Welght 611b FT=0% LUMBER - ' TOP CHORD 2x4 DF No.2 "Except* e truss system. abroad use, the building designer must verity Ne epplirabillty of design parameters and propedy lnmrparate this design Into the overall 3-4,4-5: 2x6 DF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. (Ib/size) 2=583/0-5-8, 6=583/0-5-8 Max Harz 2=57(LC 16) Max Uplift 2=121(LC 12), (1 21LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 260 (Ib) or less except when shown. TOP CHORD 24=-658/146, 4-6=-658/148 BOT CHORD 2-8=-35/507, 6-8=-35/507 WEBS 4-8=0/253 BRACING TOP CHORD Structural wood sheathing directly applied or -6-0-0 cc pudlns. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.Spsf; h=26f1; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and GC Exterior(2) -1-4-0 to 2-3-3, Intedor(1) 2-3-3 to 5-11-12, Extedor(2) 5-11-12 to 9-6-15, Intedor(1) 9-6-15 to 13-3-8 zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nomtal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI(TPI 1. 4) Gable studs spaced at 1A-0 cc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) a This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Qt=1b) 2=121,6=121. v c,sCIL D)}t*, �g WAS il'G h� Ae +�jeY �A vIS'1'!✓� sfiI�NAL�'L3�� May 9,2019 r WARNING - Verily dealga parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MIi-7473 red 100011016 aEFORE USE. ' Oesgn valid for use only with MlTek®mnnedom,Thlsdesignls basedoolyupon xrrmetersshown, and is for an lndMdual bulidlrg component,not 7 e truss system. abroad use, the building designer must verity Ne epplirabillty of design parameters and propedy lnmrparate this design Into the overall buildingdealgn. Bradrg lndimtedlsio prevent buckllrg ofintliNdual Wss webanNor chord members only. Additbnel temporeryantl permanenlbraang 8 MiTek Is always required for stablllry, collapsed wlih and to prevent collae possible personal injury and property damage. For general guldance regarding the fabdcaaon, storage, deliveryry,, erection and bracing of muses and truss systems, see ANI Quality Cnterig DSB-89 and BCSI Building Component Salerylnformation avallab[a I Truss Plate handle, 218 N. Lee SGae6 Suite 312, Alexandra, VA 22314, 611Tek USA, Inc. I 400 Sunrise Avenue, Butte 270 ! Rnenvlla CA 95661 Job Tmss Truss Type Qty li PlyRON DEERING HOMES 2x4 OF No,2 24 23 22 21 858053732 1902600 OE02 GABLE i1 i 1 3-24: 2x6 OF Not JOINTS Job Reference (optional) Louws Truss, Inc, Ferndale, WA -98248, 3 8.240 s Dan 6 2018 MITek Industries, Inc. Wed May 8 15'.11:24 2019 Page 1 ID:j7k7aBl WEbXPVP3Q9YVnVMzlckVcQOQEVVWGt2vCc_hnC73ohXR6sK02jyVR6Tl3xzlWYH e = 1:45.0 LUMBER- BRACING - TOP CHORD 2x4 OF No,2 24 23 22 21 20 19 18 17 2x4 OF No.2 *Except* 3-24: 2x6 OF Not JOINTS OTHERS 5x6 = bt1-02 8-0-3 11-0-0 119 151113 236-0 6-11-12 2-0-7 95-13 0 11 3.8-13 8-0-0 Plate Offsets (X Y)— [24:0-3-0,0-3-0] LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall LJd PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TO 0.34 Vert(LL) -0.02 2-25 >999 360 MT20 220/195 TOOL 7.0 Lumber DOL 1.15 BC 0.25 Vert(CT) -0.05 2-25 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.14 Horz(CT) 0.01 24 n/a we BCDL 10.0 Code RC2015/TPI2014 Maldx-SH Wind(LL) 0.02 2-25 >999 240 Weight: 136111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 OF No,2 TOP CHORD BOT CHORD 2x4 OF No.2 BOT CHORD WEBS 2x4 OF No.2 *Except* 3-24: 2x6 OF Not JOINTS OTHERS 2x4 OF No,2 REACTIONS. All bearings 12-0-0 except Qt=length) 2=0-5-8. (Ib) - Max Hom 2=106(LC 12) Max Uplift All uplift 100 lb or less at jolnt(s) 15, 23, 22, 21, 20, 19, 18, 17 except 2=-118(LC 12), Structural wood sheathing directly applied or 6-M cc purlins. Rigid ceiling directly applied or 6-0-0 cc bracing, Except: 10-0-0 oc bracing: 2-25,24-25. 1 Brace at Jt(s): 27 24=-117(LC 12) Max Grav All reactions 2501b or less at Joint(s) 15, 23, 22, 21, 20, 19, 18, 17 except 2=506(LC 1), 24=739(LC 1), 24=739(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-494/108 BOT CHORD 2-25=-91/365, 24-25=-92/361 WEBS 7-24=-261/26,3-28=-573/200,27-28=-549/186,26-27=-595/215, 24-26=-6371234, 3-25=0/254 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Orion (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4Sjdsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exlerior(2) -14-0 to 2-3-3, Inledor(1) 2-3-3 to 11-9-0, Exterior(2) 11-9-0 to 15-4-3, Interior(1) 154-3 to 24-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 14-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at jolnt(s) 15, 23, 22, 21, 20, 19, 18, 17 except Qt=1b) 2=118, 24=117. OWARNING-Varthl dealgn paramelera and READ NOTES ONTNIS AND INCLUDED MREK REFERENCE PAGE MR -7473 rev. 104032013 BEFORE USE. Design vend for use only Mid MITeldt mnnec om, This design Is based only upon parameters shown, and Is for an Indtvdual building component, rot a truss system. Before use, the bulldirg designer must verify the applicability of design parameters and property inmmorate Nis dealgn Into the overall bulltling dealgn. Fri Indicated Is to prevent buckling of individual truss web anduor chord members only. Additional temperer, and permanent boning is ekvays toddled fur stability and to prevent collapse with possllbe personal Injury and property damage. For general guidance ragardlg the animation, doing. dell,.ryry erection shut bracing of masses antl truss systems,see ANSI/rPlf Oualtty Criteria, Di and SCSI Building Component Sa/arylnformaflon do s. 1. from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. C,Y1C11. Dy�'C� �k' 4 WAS `t O 4G S71K k, 'IST'SR S�IOhALQ�Ch May 9,2019 MiTek' MITek USA, Inc. 400 Sunhae Avenue. Suite 270 b Truss Truss Type qty Ply DEERING HOMES I � 7-11: 2x6 DF 240OF 2AE WEBS 2x4 OF No.2 LOADING (psf) R58111113 1902600 IL T02 Common Girder 1 i �RON LJd PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 Job Reference (optional) Louws Truss, Inc, Femdale, WA -98248, 8240 s Dec 6 2018 MITek Industries, Inc. Wed May 8 15:11:37 2019 2.4 7x8 = 5x3 = 10x10 = 3x10 !; 4 118-12 101- -0 16-5-13 19-2-t1 238-0 4-3-5 38-13 3-8-9 -0 38-13 38-13 4-3-5 sla = 1:40.8 Iv Plate Offsets (X Y)-- 17:0-2-4 Edge] [9:0-3-8 0-5-0] [11:0-0-0 0-4-8] TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 OF No.2 *Except' 7-11: 2x6 DF 240OF 2AE WEBS 2x4 OF No.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl LJd PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.06 7-8 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL ITS BC 0.52 Vert(CT) -0.09 7-8 >999 240 BOLL 0.0 Rep Stress lncr NO WB 0.66 Hoa(CT) 0.01 7 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -SH Wind(LL) 0.04 7-8 >999 240 Weight: 13216 FT=O% LUMBER - wf TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 OF No.2 *Except' 7-11: 2x6 DF 240OF 2AE WEBS 2x4 OF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 DO bracing. WEBS 1 Row at midpt 5-10 REACTIONS. (Ib/size) 1=-109/0-5-8, 7=2112/0-6-8,10=474710-5-8 Max Ho¢ 1=-94(LC 13) Max Uplift 1=-345(LC 20), 7=-414(LC 9), 10=-849(LC 8) Max Gray 1=309(LC 15), 7=2163(LC 20), 10=4747(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-448/853, 2-3=-19411071, 3-4=-18711265, 4-5=-174/1265, 5-6=-994/232, 6-7=-3097/592 BOT CHORD 1-12=-745/408, 11-12=-745/408, 10-11=-948/304, 9-10=-146/844, 8-9=481/2718, 7-8=481/2718 WEBS 4-10=-1303/225,5-10=-2676!579, 5-9=467/2601, 6-9=-2156/464,6-8=-287/1773, 3-10=-399/209, 2-11=-451/144 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; 7CDL=4.2psf; BCOL=4.8psf, h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and night exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All hearings are assumed to be OF No.2 crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at Joints) except Qt=1b) 1=345,7=414,10=849. 7) Hangers) or other connection devlce(s) shall be provided sufficient to support concentrated loads) 803 Ib down and 161 to up at 12-0-12, 803 lb down and 161 Ib up at 14-0-12, 803 lb down and 161 Ib up at 16-0-12, 803 to down and 161 Ib up at 18-0-12, and 803 lb down and 161 Ib up at 20-0-12, and 80316 down and 161 Ib up at 22-0-12 on bottom chord. The design/selecdon of such connection device(s) Is the responsibility of others. LOAD CASE($) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (I Vert: 1-4=-64, 4-7=-64, 1-7=-20 AA -00040 wf AWARNING.Vedfydeargn Parameters end READ NOTESON THISANDINCLUDED MITEBREFERENCEPAGEM167473rev. 101032015 BEFORE USE. Design valid for use only with MlTekr9 connectors. This design Is based only upon parameters drown, and Is for an Indlvdual ImIding component, not a Luse system. Before use, fhe building designer must verify be appllcablllty of design parameters and properly Incarcerate his design Into me overall building design. Bracing indicated is to prevent buckllrg of Individual muss web angor chard members only. Addhorba temporary and permanent bmdng MITek' Is always required forstabimy and to netentoollapsewhot Weslbie personal Injury and property damage. Forgenaraiguldanceregardingme fabboaton, storage, delivery, erdPI and bmdng of busses and Was systems see ANSI/TPll Qualify Cmerla, DSB-89 and BCSI Building Component SI^ek USA, Ino. SafetyInform rflon available from Tools Plate Institute, 218 N. Lee Street, Suite 312, Alexandre, VA 22314. 400 Sunrise Avenue, Suite 270 Job Tmss Truss Type qty 'Ply RON DEERING HOMES a muss system. Before use, to building deegner must verify to applicability of design parameters and prcpedy Inmlporata his design Into the overall bulldina lgn.BmdnglndlcatedletopreventbuallrgoflndlvldualWsswebandlorohordmembenonly. Additionaltern,raryandpennananlbreGng 858053733 1802600 T02 Common Girder 1 1 MiTek USA, Inc Saletylnlwmaflon available from Truss Plate In WILte,218 N. Lee Street, Suite 312, Alexandra, VA 22314. 400 Sundae Avenue, Suite 270 I Job Reference (optional) Louws Truss, Inc, Ferndale, WA -98248, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 13=-803 14=-803 15=-803 16=-803 17=-803 18=-803 8.240 s Dec 6 2018 MITek Industries, Inc. Wed May 8 15:11:37 2019 Page 2 ID:J7k7aB1WEbXPVP3g9YVnVMzlckVjwgKzyffCtg3GcUB2gk6ERaeK6hfbT7gRd6U0gzlWy4 ,&WARNING-Vediydesl9n Paremefersend READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGEMN7473le, IWOWX15 BEFORE USE. Design valld for use only wit MITek® connectors. This design Is based only upon parameters Anown, and Is for an NIAdual building component not a muss system. Before use, to building deegner must verify to applicability of design parameters and prcpedy Inmlporata his design Into the overall bulldina lgn.BmdnglndlcatedletopreventbuallrgoflndlvldualWsswebandlorohordmembenonly. Additionaltern,raryandpennananlbreGng MiTek' Is always required for stability and to prevent collapse with Possible personal Injury and property damage. For general guidance recerding to fabdcadon,storage, dellvenl erection and bradrs of cusses and truss systems,see ANSI/TPN Quality Crderla,DSB-89 and BCS) Building Companenf MiTek USA, Inc Saletylnlwmaflon available from Truss Plate In WILte,218 N. Lee Street, Suite 312, Alexandra, VA 22314. 400 Sundae Avenue, Suite 270 1902500 GE03 (Common Supported Gable I1 j 1 I R58063734 I 8.240 s Dec 6 2018 MITek Industries, Inc. Wed May 8 15:11:25 4x4 = Scala =1:23.5 It NOTES - 1) Unbalanced roof live loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI, DEFL. In (II Well Ld PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TO 0.11 Vert(LL) -0.00 11 rdr 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.05 Vert(CT) -0.01 11 n/r 90 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide BOLL 0.0 Rep Stress hour YES WE 0.01 Horz(CT) 0.00 10 n/a n/a 14, 13, 12. BCDL 10.0 Code IR02015/TPI2014 Matrix -SH Weight: 5416 FT=O% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-M cc pumns. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 DF No.2 REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=59(LC 12) Max Uplift All uplift 100 Ib or less at Joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Gray All reactions 260 lb or less atloint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Ccmer(3) -14-0 to 2-M, Exterior(2) 2-0-0 to 61 Comer(3) 6-M to 9-7-3. Examor(2) 9-7-3 to 134-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Truss designed forwind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joinl(s) 2, 10, 16, 17, 18, 14, 13, 12. "�571$2 GISTTs Z s`Sr�NAL��Ci May 9,2019 AWARNING VeH/y design pa.,n.Nvssnd READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE M-7473n.,1WOV015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters alarm, and Is for an trldlvldual bullding component nwt a truss aystem. Before use, the building designer must verity he aphlczbllity of design parameters and popady incontorate his dealgn Into ha overall buldingdesgn Bredng Indicated is to prevent bunfun,oflndiridual Wss web anciorchord members only. Additional temporary and permanent bradng MiTek' Is always required for sllo ity and to prevent oellepse with possible personal injury and property damage. For general guidance regarding the fabdoatlon,storage, deliveryry erection and bracing of trusses and muse systems, see ANS17rPH Qoslky Crlferfa, DSB-89 and BCS( Buadleg Component Mine, USA, Inc. SaDlylnfom ration available Gam Truss Plate lcamum 218 N. L. Shnel, Suite 312, Alexandra, VA 22314, 400 Sundsse Avenue, Suite 270 CA9W61 Job r Truss Truss Type qty Ply R011 DEERIN13 HOMES WEBS 2x4 DF Not REACTIONS. (Ib/size) 1=2035/0-5-8, 5=2008/0-5-8 LOADING (psf) 858053735 1902500 T03 Common Girder 1 1 L/d PLATES GRIP TCLL 25.0 Plate Gdp DOL 1.15 TC 0.35 Jab Referenda (optional) Louws Truss, Inc, Ferndale, WA- 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed May 815:11:38 2019 Page 1 ID.j7k7aBi WEbXPVP3Q9YVnVMzlckV-B6EIAlglzBowum3Nc8FLne6gOVyi K_NZfHs1Y7zlWy3 3-3-0 6-0-0 8 -- 8-12 12(1.0 3-3-4 2 42 ( 212 33-0 l Scale=1:22.0 4x4 = 3,,6 — oxo a ono — ono 1, 3x6 = JL26 Plate Offsets (X.Y)— [7:04-0,0-441 TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF Not REACTIONS. (Ib/size) 1=2035/0-5-8, 5=2008/0-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 25.0 Plate Gdp DOL 1.15 TC 0.35 Vert(LL) -0.07 6-7 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.89 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress lncr NO WE 0.40 Horz(CT) 0.03 5 Na No BCDL 10.0 Code IRC2015FFP12014 Matrix -SH Wind(LL) 0.04 7 >999 240 Weight 58 lb FT=O% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF Not REACTIONS. (Ib/size) 1=2035/0-5-8, 5=2008/0-5-8 Max Horz 1=48(LC 31) Max Uplift 1=-401(LC 8), 5=396(LC 9) FORCES. (Ib) - Max. Comp.lMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3587/702, 2-3=-2582/522, 3-4=-25811523, 4-5=-35921705 BOT CHORD 1-8=-636/3148, 7-8=-636/3148, 6-7=-590/3152, 5-6=-590/3152 WEBS 3-7=-401/2081,4-7=-1019/257, 4-6=-140/845, 2-7=-1014/254,2-8=-138/839 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc put -Ins. BOT CHORD Rigid ceiling directly applied or 9-8-11 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp Q Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psi bottom chord live load nonconcuvent with any other Ilve loads. 4) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of Imes to bearing plate capable of withstanding 100 a uplift at joint(s) except Gt—lb) 1=401,5=396, 7) Use USP JL26 (With 6-10d nails into Girder & 4-10d x 1-1/2 nails Into Truss) or equivalent spaced at 2-M oc max, starting at 1-11-4 from the left end to 9-11-4 to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger Is In contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-3=-64, 3-5=-64, 1-5=-20 Concentrated Loads (Ib) Vert: 7=-615(B) 9=-615(B) 10=-615(8) 11 =-615(6) 12=-615(5) WARNING -Vetl(y desl9n Pvemetara antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10'07/2015 BEFORE USE. sign valid for use only with MITekto mnne=m, This design Is based only upon parameters shown, and Is for an In iydual bo kilo, mmponenp not use system. Before use, he building designer must verify the applicability of design parameters and properly Incorporate his design Into the overall nen deelan. BaGnn Indicated Is to prevent buckliw of IndiNdual imss web endler chortl members only. Additional temoerary aM oermaneot brach. Building Component EC1L y WAsFj��G' a h r 57182 O�L�SgIp1tiAL� �� May 9,2019 MiTek" MITek USA. Inn Suite 270 Louws Tmas, Inc, Ferndale,WA- �1 Gable 4.4 = 13 1I IJob Reference (optional) s Dec 6 2018 MiTek Industries, Inc. Wed R58053736 Scale =1:52.7 3x4 = 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 5x6 = Plate Offsets (X Y)-- [36;0-3-0,0-3-0] Oesign valld nor use only wiUM Al,I co�mentors. This design is based only u(wn parameters snown, and is for an lndlAdual building component, not a truss syatere. Before use, the Willing designer must verity the applicability of design parameters and prudery inmrpoate this dsslgn Into the overall bdoingdesigIn BreUng Indicated is to preventbw*1[,, oflndludual Was web and(orchord members only. Additional temporary and permanent bracing MjTek LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in line) I/deA _Jd PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TO 0.10 Vert(LL) -0.00 25 n/r 120 MT20 220/195 TOOL 7.0 Lumber DOL 1.15 BC 0,05 Vert(CT) -0.01 25 rVr 90 BOLL 0.0 Rep Stress lncr YES WE 0.12 Horz(CT) 0.01 24 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -SH Weight: 19916 FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF Nc.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 OF No.2 REACTIONS. All bearings 30-0-0. (Ib)- Max Horz 2=-132(LC 17) Max Upllft All uplift 100 Ib or less atjolnt(s) 2, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26, 24 Max Grav All reactions 250 In or less atjolnt(s) 2, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26, 24 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 12-13=-82/253, 13-14=82/257 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf, BCDL=4.8psf; h=25ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Comer(3) -1-4-0 to 2-3-3, Extear l2) 2-3-3 to 15-0-0, Comer(3) 15-0-0 to 18-7-3, Exledor(2) 18-7-3 to 31-4-0 zone; co ntllever left and right exposed ; and vertical ]attend fight expesed;C-C for members and forces & MWFRS tormentors shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed far wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-0-0 cc. 7) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jotnt(s) 2, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26, 24. 11) Beveled plate or shim required to provide full bearing surface with truss chard atjolnt(s) 2. May 9,2019 AWARNING. Wdfydealgnparametera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14I1-7410rev. 10,03,2016BEFORE USE. Oesign valld nor use only wiUM Al,I co�mentors. This design is based only u(wn parameters snown, and is for an lndlAdual building component, not a truss syatere. Before use, the Willing designer must verity the applicability of design parameters and prudery inmrpoate this dsslgn Into the overall bdoingdesigIn BreUng Indicated is to preventbw*1[,, oflndludual Was web and(orchord members only. Additional temporary and permanent bracing MjTek Is always required forstablllty and to prevent midges min possible personal Injury and property damage. For general guldanne regarding Me fabncabem, storage, delivery eredbn and baling of tresses and truss systems, see ANSI/fP114uaIHy Currents, OSB -a9 and BCSI Building Component orrek USA, Ino. SafetyleiwmaBon avallable from Thus Plate lostiote,218 N. Lee Street, Suite 312, Alexandra, VA 22314. 400 Sunnie Avenue, Suite 270 RozavWe.CA55661 �1 R58053737 , a t was, Inc, Ferndale, WA - 96248, 8.240 s Dec 6 2018 MORK Industries, Inc. Vied May 8 15:11:39 2019 Page 1 ID.j7k7aBiWEbXPVP309WnVMzIckV-gJo5NdV*UxnVvea9rmaJsfwJvLB3UVjuxbb5ZzIWy2 -1-0-0 7-9.4 15-0-0 22-2-12 30-0-0 31-0-0 1-0-0 71-4 7-2-12 7-242 7-9-0 1-0-0 Scale =1:52.7 4x4 = axe — '- - - 3x4 = 1.5x4 II 5x8 = 1.5X4 I LOADING (pat) TCLL 25.0 TOOL 7.0 BCLL 0.0 6CDL 10.0 SPACING- 2-0-0 Plate GOP DOL 1.15 Lumber DOL 1.16 Rep Stress Incr VES Code IRC2015/TPI2014 CSI. TO 0.66 BC 0.64 WB 0.21 Matrix -SH DEFL. In Vert(LL) -0.11 Vert(CT) -0.22 Hcrz(CT) 0.08 Wind(LL) 0.08 floc) I/defi 6-8 >999 6-8 >999 6 rVa 2.10 >999 Lid 360 240 Na 240 PLATES MT20 Weight: 13216 GRIP 220/195 FT=0% LUMBER- bAcIng design. Bri indicated is to prevent burklirg of individual Imes web anNor drord members only. Additibmi temporary and permanent bracing BRACING - MiTek' Is always required for stability and to prevent collapse wild possible personal injury and property damage. For general guidance regarding the TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc pudins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 WEBS 1Row at midpl 5-9,3-9 REACTIONS. (Ib/size) 2=1341/0-5-8,6=1341/0-5-8 Max Horz 2=-132(LC 13) Max Uplift 2=-248(LC 12),6=i 13) FORCES. (Ib) -Max. Cont Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2212/351, 34=-1496/316, 45-1495!316, 5-6=2212/351 BOT CHORD 2-10=-341/1874, 9-10=-34111874,8-9=-228/1874,6-8=-228/1874 WEBS 49=-97/828,5-9=-751/271,5-8=0!320,3-9=-751/271, 3-10=0/320 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf, BCDL=4.epsf; h=25ft; Cat. II; Exp C; Enclosed; MW FRS (envelope) gable end zone and C -C Exlenor(2) -1-0-0 to 2-3-3, Interior(1) 2-3-3 to 15-0-0. Exterior(2) 15-0-0 to 18-7-3, Intenor(1) 18-7-3 to 314-0 zone; cantilever left and right exposed ; end vertical left and right exposeli for members and fomes & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of fuss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except Gt=lb) 2=248,6=248. May 9,2019 Ig AWARNINO-Verie,dealgaperadaters and READ NOTES ON THIS ANDINCLVDEDMREKREFERENCE PAGE Mi144JJrev. 1040120158EFOREOSE. Design valid for use only with MITakO connectors. This design is based only upon parameters sfuwn, and Is for an In lvdual building component, not a Imus system, Before use, the building designer most verify the appllceblllty of design parameters and pmpary Incorporate this design Into the overall bAcIng design. Bri indicated is to prevent burklirg of individual Imes web anNor drord members only. Additibmi temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wild possible personal injury and property damage. For general guidance regarding the fabdcabon, storage, dellvery arectlon and bracing of trusses and muss systems, see ANSI/TPI1 Qui Coked , Di and BCS! Building Compenenf Safety M from Truss Plate lnsbiute, 218 N. Lee Suite 312, 22314. MfTek USA, Ino 400 Sunrise Avenue, a. amend available Street, Alexandre, VA Suite 270 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/de6 Ltd TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 2 >999 360 TCDL 7A Lumber DOL 1.15 BC 0.03 Veri -0.00 2-4 >999 240 BCLL 0.0 " Rep Stress Incr YES WE 0.00 Hou(CT) 0.00 4 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -P I Wind(LL) 0.00 2 "`"" 240 LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BOTCHORD REACTIONS. (Ib/size) 2=197/0-5-8, 4=40/i Max Hoa 2=47(LC 11) Max Uplift 2=-61(LC 12), 4=-7(LC 9) Max Grav 2=197(LC 1), 4=40(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown R58053738 Scale= 1:10.2 PLATES GRIP MT20 220/195 Weight: 91b FT = 0% Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. Rigid celling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cal. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to beading plate at jolnt(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joint(S) 2, 4. WARNING-Vermly design parametws and READ NOTES ON THIS AND INCLUDED Mi REFERENCE PAGE Mlb7475 rev. 1QxX;?01S BEFORE USE. sign valid (or use cnlywith MITek6 wnnectors, This design Is based only upon parameters shown and is for an Individual educing component, not U. system. Berpre use, he hi designer must wai Na applicability of deslan parameters and ompedv Incomorste this design Into the overall to prevent tonalbg of Individual truss web and/or chord members only. Additional temporaryand permanent baling prevent collapse Win passible peaomal Injury and property damage. For general guidance regarding the n and bacimg at trusses and Was systems,sae ANSI?PH Quaity Compo ifed., OSB -89 antl BCS/ eager, Conent ura Ts Plate InAtuts, 218 N. Lee StnZ, Suite 312, Alexandria, VA 22314. �,GIL DY., May 9,2019 I& M!Tek` Suite 270 Job Truss Truss Type Qty Ply RON DEERING HOMES /dell L/d PLATES GRIP TCLL 25.0 858053739 1902500 GE06 Common Supported Gable t 1 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC0.04 Job Reference (opt'onah i o zeua -au o zu no mrl e, ndusules, rid, "ad may ale: I l:,U rola Scale a 1:32.3 4.4 = Ix LOADING (psf) SPACING- 24M CSI. DEFL. In (loc) /dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 15 n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC0.04 Vert(CT) -0.01 15 mir 90 BCLL 0.0 Rep Stress lncr YES WB 0.03 Horz(CT) 0.00 14 lira n/a BCDL 10.0 Code IRC20157PI2014 _ Matrix -SH i Weight: 9016 FT=O% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF Nc.2 OTHERS 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD Rigid telling directly applied or 10-0-0 cc bracing. REACTIONS. All bearings 17-0-0. (Ib)- Max Horz 2=81 (LC 12) Max Uplift All uplift 100 1b or less at)oint(s) 2, 14, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16 Max Gray All reactions 250 Ib or less atjolnt(s) 2, 14, 21, 22, 23, 24, 25, 26, 20, 19, 18, 17,16 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf, BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) -IA-0 to 2-1-0, Exledor(2) 2-1-0 to 8-9-0, Corner(3) 8-9-0 to 124-3, Exterior(2) 124-3 to 18-10-0 zone; Cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 cc. 7) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrenl with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 10016 uplift atjolnt(s) 2, 14, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16. 11) Beveled plate or shim required to provide full beading surface with truss chord atjolnt(s) 14. �' ,CIL D)'P, r-- j, dam, �'GISTE�� `e?' SS�ONALV:O May 9,2019 AWARNING. Verify design parsmeass and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MIL7479 re¢ fdadjoZg15 BEFORE USE. ' Deelgn valid far use only wtth MlTek® connecmrs. This resign Is based only upon parameters stlown, and Is er an IndlNdual building component not a hvss ayslem. Before use, the building desgner most verity, me applicability of design parameters and pmpedy Incarcerate this design into he overall buildingdeeiga Bracing indicated Is to prevent buckllrg of individual truss web andlor chord members only. Additional temporary and permanent bracing WGIC Is always required for stability and M prevent mllapse with possible personal injury and property damage. For general guidance reg arding he fabrication, storage, delivery, erection and trading of trusses and truss systems, fare ANSIRPIf Qualify Crkerla,DSB-B9 and 6CSl Building Component kill USA. Inc. Safetylnrormanion available from Truss Plate Idol 218 N. Lae Street Suite 312, Alexandra, VA 22314. 400 Sunnis Avenue. Suite 270 Louws Truss, Inc, Ferndale, WA -98248, n 8.240 a Dec 6 2018 MITek Industries, Inc. Wed May 8 15:11:42 2019 Page 1 ID:j7k7aBiWEbXPVP3Q9YVnVMzlckV-4uUDOlol PJLMNM8r JHxUHMb7LWGko9avgFhuzlWy7 4x6 II Scale =1:30.8 Ta LOADING (psh TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code IRC2015/TPI2014 Truss Type Qty Ply RON DEERING HOMES858053740 L19026000��TOM65��Common BRACING. TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 OF 240OF 2.0E BOT CHORD Girder 1 1 MITek USA, Inc. ! 400 Sunrise REACTIONS. (lb/size) 1=3702/0-5-8, 5=3491/0-5-8 Avenue, Suite 270 Max Horz 1=70(LC 31) Job Reference (optional) Louws Truss, Inc, Ferndale, WA -98248, n 8.240 a Dec 6 2018 MITek Industries, Inc. Wed May 8 15:11:42 2019 Page 1 ID:j7k7aBiWEbXPVP3Q9YVnVMzlckV-4uUDOlol PJLMNM8r JHxUHMb7LWGko9avgFhuzlWy7 4x6 II Scale =1:30.8 Ta LOADING (psh TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code IRC2015/TPI2014 CSI. TO 0.98 BC 0.73 WB 0,69 Matrix -SH DEFL. In Vert(LL) -0.16 Vert(CT) -0.26 Horz(CT) 0.07 Wind(LL) 0.10 (]cc) I/deft L/d 6-7 >999 360 6-7 >790240 5 n/a Na 7-8 >999 240 PLATES GRIP MT20 220/195 Weight: 861b FT 0% LUMBER- BRACING. TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 9-10-6 cc bracing. WEBS 2x4 OF No.2 MITek USA, Inc. ! 400 Sunrise REACTIONS. (lb/size) 1=3702/0-5-8, 5=3491/0-5-8 Avenue, Suite 270 Max Horz 1=70(LC 31) Max Uplift 1=-699(LC 8), 5=658(LC 9) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-637011193, 2-3=-4378/840, 3-4=4377/840, 4-5=-6332/1187 BOT CHORD 1-8=-1083/5625, 7-8=-1083/5625, 6-7=-1007/5588, 5-6=1007/5588 WEBS 3-7=-659/3600, 4-7=-19911460, 4-6=-263/1624,2-7=-2033/466, 2-8=-268/1657 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=110mph (&second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) e This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will It between the bottom chord and any other members. 5) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss to bearing plata capable of withstanding 100 Ib uplift at joint(s) except Qt -1b) 1=699, 5=658. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 720 Ib down and 150 to up at 1-5-4, 720 Ib down and 150 D up at 3-5-4, 720 Ib down and 150 to up at 5-5-4, 720 Ib down and 150 Ib up at 7-5-4, 720 to down and 1501b up at 9-5-4, 720 to down and 150 Ib up at 11-5-4, and 720 to down and 1501b up at 13-5-4, and 720 Ib down and 150 Ib up at 15-5-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-64, 3-5=-64, 15=-20 Concentrated Loads (Ib) Vert: 9=-720 10=-720 11=-720 12=-720 13=-720 14=-720 15=-720 16=-720 �p,Cil D Yg� May 9,2019 AWARNING- Ve,i/y dealgnparameums.ndREAD NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MIL747J rev. 1d03/2015aEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a muss system. Before use, the bulldirg designer must verify, to applicabllity of design parameters and properly Incorporate this design Into the overall bullding design. Brooing lndheted is to prevent buallrg of Individual buss web shot chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldence regardlrg the fabrication, storage, derivery erectbn and baring of trusses and truss systems,see ANSPTPll Qualify CrMedia,DSB-89 and SCSI Building Convemrrt Solely Information avallab le from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek USA, Inc. ! 400 Sunrise Avenue, Suite 270 LOUws I mss, MG, Ferndale, WA - 98248, 8.240s Dec 6 2018 MITek Industries, Inc, Wed May 8 15:11:29 2019 4x4 = Scale= 1:33.0 --- [o u m w le ea eL n <u 'la la II 1a Truss Truss Type Cryply !RON DEERING HOMES r1W2SOC BOT CHORD 2x4 DF No.2 except end verticals, LOADING host) SPACING- 2-0-0 GE05 ed Gable Common Supported 2 ',. 1 I/defl Ud PLATES GRIP TCLL 25.0 IJob Reference (optional) LOUws I mss, MG, Ferndale, WA - 98248, 8.240s Dec 6 2018 MITek Industries, Inc, Wed May 8 15:11:29 2019 4x4 = Scale= 1:33.0 --- [o u m w le ea eL n <u 'la la II 1a LUMBER- BRACING - M7 18-0-0 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, BOT CHORD 2x4 DF No.2 except end verticals, LOADING host) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Gdp DOL 1.15 TO 0.10 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1,15 BC 0.04 Vert(CT) -0.00 1 Nr 90 BOLL 0.0 ' Rep Stress her YES We 0.04 HOR(CT) 0.00 16 Na trialBCDL 10.0 Code IRC2015/TPl2014 Matrix -SH Weight: 99 lb FT=0% LUMBER- BRACING - M7 TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, BOT CHORD 2x4 DF No.2 except end verticals, WEBS 2x4 DF No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc brondit OTHERS 2x4 DF No.2 REACTIONS, All bearings 18-0-0. (lb) - Max Harz 2=103(LC 12) MiTek USA, l no Safety lnlcral svelte Is from Truss Plata handle, 218 N. Lee Sbeat, Suite 312, Alexandra, VA 22314. Max Uplift All uplift 100 Ib or less etjoint(s) 16, 2, 23, 24, 25, 26, 27, 28, 21, 20, 19, 18, 17 _ Roseville. CA 9 261 Max Grav All reactions 250 Ib or less at joint(s) 16, 2, 22, 23, 24, 25, 26, 27, 28, 21, 20, 19, 18, 17 FORCES. (Ib) -Max. Comp./Max, Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu&110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) -1-4-0 to 2-3-3, Exterlor(2) 2-3-3 to 9-10-4, Comer(3) 9-10-4 to 13-5-7, Extedor(2) 13-5-7 to 17-104 zone; cantilever left and right exposed; end vertical left and dghl exposed;C-C for members and fomes & MWFRS for reactions shown; Lumber DOL=1.80 plate grip DOL=1.60 3) Truss designed forwind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIFrPI 1. 4) All plates are 1.5x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 Go. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be OF No.2 crushing capacity of 625 psi, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjolnt(s) 16, 2, 23, 24, 25, 26, 27, 28, 21, 20, 19, 18, 17. "CECIL Dy�� May 9,2019 AWARNING -VeHry design Paramseva and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-04]9 res 1"342015 BEFORE USE. M7 Deslgo valid for use only with MITek® conneetols. This design Is based only upon parameters shown, and Is for an Indly anal building component, not ;' s tees syetem. Balers use, the bAdlrg deslgner must verify the apptcabiiity of design parameters and propedy incorporate this dregn Into the overall building deslgn. Bfadog Indicated is to prevent buckling of IndMdual truss web and/ordtord members only. Additional temporary and permanent trading MiTek" is sheers required ler stability and b prowdeallapsew;th possible personal Injury and propertydamage. Fmrgeneralguldanceregardirgthe torrent.,storage, deliveryry ereden and bating of trusses and truss systems, sea ANSI7Pl1 Quality CrHerle,DSS-a9 and BCSI Building Component MiTek USA, l no Safety lnlcral svelte Is from Truss Plata handle, 218 N. Lee Sbeat, Suite 312, Alexandra, VA 22314. i 400 Sunrise Avenue, SOIte 279 _ Roseville. CA 9 261 SUV WJ........... rar I IUGI C, VVM- cause, ..,9u s VEC 0 Lu, . MI I as Iru llSmea, me. VVea May 6 10: 11:9V LV Ie Page 1 Scale = 1:34,5 44 = 4 s Truss a Qty Ply DEERING HOMES :�8053742 1.5x4 6 ^1 2VZ IRON 8512 17902500 T05 Common 1 r ry /Job RIferenoe (ool'onal) SUV WJ........... rar I IUGI C, VVM- cause, ..,9u s VEC 0 Lu, . MI I as Iru llSmea, me. VVea May 6 10: 11:9V LV Ie Page 1 Scale = 1:34,5 44 = 4 REACTIONS. (Vslze) 2=845/0-5-8,7=73610-5-8 Max Horz 2=103(LC 12) Max Uplift 2=169(LC 12),7=.l 1 7(IUC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-1239/236,3-4=-1110/264,4-5=-884/231 BOT CHORD 2-9=-21111035,8-9=-95/651, 7-8=-162/787 WEBS 3-9=-286/175, 4-9=-1311479, 4-8=59/260, 5-7=-865/167 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110 mph (3 -second gust) Vasd=87mph; TODL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; Enclosed, MWFRS (envelope) gable end zone and C -C Extenor(2) -1-4-0 to 2-3-3, Intedor(1) 2-3-3 to 9-10-4, Extenor(2) 9-10-4 to 13-5-7, Interior(l) 13-5-7 to 17-10-4 zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chard In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All openings are assumed to be OF No.2 crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joiri except Qt=1b) 2=169,7=117. AWARNING-Veber, design Ao smaIaws end READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M11-7479 rev. 1WOV2015 BEFORE USE, Design valid for use onlyvAN MiTek® connectore. This design Is based only upon parameters shown, and Is for an indioduel building component, not a truss system. Before use, the bulldIg designer must verify the appllcablllty of design parameters and pmpedy Incorporate the design Into the overall bulldbsclesign. Bradng Indicated is to preventbucklire oflndhi tress web andforchord members only. Additional temporary and permanent bracing Is always required for stability and b prevent wllapse with passibe personal Injury and property damage. For general gulden, regarding the �r CEcu. D yp, Y p� WAs 1� 1 182 �k151 sS"'ONALV,�� May 9,2019 Nil MiTek" AITbn USA, lnu 100 Sundae Avenue, Suite 270 10 1.5x4 6 ^1 2VZ VZ r ry 9 8 3x4 = 3x4 = 3x4 = 7 3x4 = F-- 6-3-3 11-11-13 184040 "-3 5R-11 ~ -6-0-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (loc) I/deft LJd PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.03 2-9 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.31 Vert(CT) -0.07 2-9 >999 240 BOLL 0.0 Rep Stress Inch YES WB 0.33 Horz(CT) 0.02 7 ni Be BCDL 10.0 Code IRC2016ITP12014 Matnx-SH Wind(LL) 0.02 9 >999 240 Weight: 841b FT=O% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc pudlns, BOT CHORD 2x4 OF No.2 except end verticals. WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. REACTIONS. (Vslze) 2=845/0-5-8,7=73610-5-8 Max Horz 2=103(LC 12) Max Uplift 2=169(LC 12),7=.l 1 7(IUC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-1239/236,3-4=-1110/264,4-5=-884/231 BOT CHORD 2-9=-21111035,8-9=-95/651, 7-8=-162/787 WEBS 3-9=-286/175, 4-9=-1311479, 4-8=59/260, 5-7=-865/167 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110 mph (3 -second gust) Vasd=87mph; TODL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; Enclosed, MWFRS (envelope) gable end zone and C -C Extenor(2) -1-4-0 to 2-3-3, Intedor(1) 2-3-3 to 9-10-4, Extenor(2) 9-10-4 to 13-5-7, Interior(l) 13-5-7 to 17-10-4 zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chard In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All openings are assumed to be OF No.2 crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joiri except Qt=1b) 2=169,7=117. AWARNING-Veber, design Ao smaIaws end READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M11-7479 rev. 1WOV2015 BEFORE USE, Design valid for use onlyvAN MiTek® connectore. This design Is based only upon parameters shown, and Is for an indioduel building component, not a truss system. Before use, the bulldIg designer must verify the appllcablllty of design parameters and pmpedy Incorporate the design Into the overall bulldbsclesign. Bradng Indicated is to preventbucklire oflndhi tress web andforchord members only. Additional temporary and permanent bracing Is always required for stability and b prevent wllapse with passibe personal Injury and property damage. For general gulden, regarding the �r CEcu. D yp, Y p� WAs 1� 1 182 �k151 sS"'ONALV,�� May 9,2019 Nil MiTek" AITbn USA, lnu 100 Sundae Avenue, Suite 270 Job Truss Truss Type Qty IPly IRON DEERING HOMES (loo) �T06A Lid , I 858053743 1902500 Plate Ghp DOL 1.15 Common 19 1 -0.04 1-8 >999 360 MT20 Job Reference (option) Lottws Truss, Inc, Founded, WA - 98248, 8.240 s Dec 6 2018 MITek IndusM1tes, Inc. Wed May 8 15:11:41 2019 Page 1 IDj7k7aB1WEbXPVP3Q9YVnVMzlckV�hwroJiAG6BUIDoyHGo2PHkMs)5?XME?MF4h9S,lWyO 5-25 940-4 135-6 18-0-0 5-2-6 4-7-14 3-11-2 4-2-10 4x4 = Scale = 1:33.7 3X4 = LOADING lost) SPACING- 2-0-0 CS1. DEFL. in (loo) /dell Lid PLATES GRIP TOLL 25.0 Plate Ghp DOL 1.15 TO 0.27 Vert(LL) -0.04 1-8 >999 360 MT20 220/196 TCDL 7.0 Lumber DOL 1.15 BC 0.36 Vert(CT) -0.08 1-8 >999 240 WEBS BCLL 0.0 Rep Stress Inch YES WE 0.33 Horz(CT) 0.02 6 Na n/a BCDL 10.0 Code IRC2015TTP12014 Matdx-SH Wind(LL) 0.03 1-8 >999 240 Weight: 82 to FT=O% LUMBER- BRACING - TOP CHORD 2x4 OF No,2 TOP CHORD BOT CHORD 2x4 OF No.2 WEBS 2x4 OF No.2 BOT CHORD REACTIONS. (Ib/size) 1=740/0-5-8, 6=740!0-5-8 fabdatlon,Menem.,delivery, meet and baring of trusses and oum systems,sea ANSI/TPIt qualify CHttela, DSBi and BCS/ Building Component Max Horz 1=84(LC 11) MITek USA. Inc. Safeyleformation available from Tess Plate lnsthon,218 N. Lee SVeef, Suite 312,Alexandna, VA 22314, Max Uplift 1=-130(LC 12), 6=-118(LC 13) 400 Sundae Avenue, Suite 270 FORCES. (Ib) -Max. Camp,/Max, Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-12481258, 2-3=-1135/286, 3-0=-891/233 BOT CHORD 1-8=-223/1061, 7-8=-97/658,6-7=-164/793 WEBS 2-8=-297/180,4-6=-8711169,3-8=142/503,3-7=-58/269 Structural wood sheathing directly applied or 5-3-11 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES, 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cal. II; Exp C; Enclosed; MWFRB (envelope) gable end zone and C -C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 9-10-4, Exterior(2) 9-10-4 to 13-5-7, Interior(1) 13-5-7 to 17-10-4 zone; cantilever left and right exposed ; end vertical left and tight exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Jolnt(s) except Ot=1b) 1=130,6=1 18 l D yE WA o� 57182 `S'�IONALE�� May 9,2019 AWARNING -Venlydedgnpmemetenand READ NOTES ON THIS ANDWOLUDEDMOEK REFERENCE PAGE 111I67473,W. 1000V2015BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon persimmons shown, and Is for an individual running component not a truss system. Before use, me building designer must mildly the ocAcabllity of design parameters and properly mmmom e this design Into the overall building daslgn. Balinglmileandl is to prevent bucl,11N oflndlNdual truss web and/or chord members only. Additional lemroary and permanent bractng MiTeK Is allays required rmstebillty and to prevent colopseedth possible personal lnlury and pecarydamage. Forgendregueseveregar0irgthe fabdatlon,Menem.,delivery, meet and baring of trusses and oum systems,sea ANSI/TPIt qualify CHttela, DSBi and BCS/ Building Component MITek USA. Inc. Safeyleformation available from Tess Plate lnsthon,218 N. Lee SVeef, Suite 312,Alexandna, VA 22314, 400 Sundae Avenue, Suite 270 R58053744 Supported Gable Louws Truss, Inc, Ferndale, WA -98248, 8,240a Dec 62018 MiTek Industries, Inc. Wed May 815:1 V332019 Page i ID:J7k7aB1 WEbXPVP3Q9YVnVMzlckV-r9Rp7ac99eAdn_AQpbfA4bP1 UURufoBq WO8GtvzIWy8 19-0-0 38-00 1994-0 19-0-0 19-0-0 14-0 I 3x - o - 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 5x6 = 6.00 12 54 = 15 16 Scale= 1:64.7 Plate Offsets (X Y)-- [10:0-3-0 0-3-01 [21:0-3-0,0-3-0], [44:0-3-0,0-3-01 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (loo) I/defi Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 30 n/r 120 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.01 30 n/r 90 BCLL 0.0 Rep Stress lncr YES WE 0.08 Horz(CT) 0,01 29 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -SH Weight: 288111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-M cc Outline. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing. OTHERS 2x4 DF No,2 WEBS 1 Row at midpt 15-44, 14-45, 13-46, 16-43, 1742 REACTIONS, Aft bearings 38-0-0. (Ib) - Max Horz 1=-174(LC 13) Max Uplift All uplift 100 Ib or less at Joint(s) 1, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 29 Max Grav All reactions 250 16 or less at JGlnt(s) 1, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 29 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 260 (Ib) or less except when shown. TOP CHORD 12-13=-84/264,13-14=-96/299, 14-15=-102/316, 15-16=102/318, 16-17=-96/301, 17-18=-84/266 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf, 8CDL=4.8psf; h=25ft; Oat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Comer(3) 0-0-0 to 3-9-10, Extenor(2) 3-9-10 to 19-0-0, Comer(3) 19-0-0 to 23-0-0, Exledor(2) 23-0-0 to 39-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 cc, 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Ib uplift at joint(s) 1, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 29. ,&WARNING- Verily Ceslgn peremet rs.rd READ NOTES ON THIS AND INCLUDED MITEK REFERENCERAGE MY -7473 rev. IW03IM15 BEFORE USE. Ci�'C1L Dyp � 4 WA,S C?O 182 a Y May 9,2019 MR MiTek' HlTek USA, Inc, 400 Sunrise Avenue, Sulle 270 5x6 = 6.00 12 8.240 s Dec R68053745 Scale =1:65.2 1.6x4 II 3x4 = 648 3x4 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress her YES Code IRC2015/TP12014 CSI. TC 0.49 BC 0.53 WE 0.72 Matrix -SH DEFL. in Vert(LL) -0.15 Vert(CT) -0.24 HOR(CT) 0.02 Wind(LL) 0.05 (loc) Ildefl L/tl 9-10 >999 360 7-9 >858 240 10 n/a n/a 1-12 >999 240 PLATES GRIP MT20 220/195 Weight: 1851b FT= 0% LUMBER- BRACING- TOP CHORD 20 OF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No.2 WEBS 1 Row at It 3-10,4-10 REACTIONS. (Ib/size) 1=563/Mechanical, 10=2192/0-5-8, 7=512/0-5-8 Max Hoa 1=-174(LC 13) Max Uplift 1=-117(LC 12), 10=-328(LC 12), 7=-162(LC 13) Max Grav 1=635(-C 23), 10=2192(LC 1), 7=620(-C 24) FORCES. (Ib) - Max. Comp.lMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-984/167, 2-3=-352/142, 3-4=-381657, 4-5=-38/795,5-6=-406!195, 6-7=-663/185 BOT CHORD 1-12=-221/800, 11-12=-221/800, 9-10=-315!150, 7-9=-96/514 WEBS 2-12=01274, 2-11=£52/227, 3-11=42J458, 3-10=-813/279, 4-10=-939/138, 5-10=-7101290,5-9=-104/582,6-9=-388!217 NOTES - 1) Unbalanced roof live loads have been considered for INS design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87nl TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) 0-0-12 to 3-10-6, Interior(1) 3-10-6 to 19-0-0, Extedor(2) 19-0-0 to 22-9.10. Interior(1) 22-9-10 to 394-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This mss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) a This mss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10,Opsf. 5) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 6) Refer to glyder(s) for truss to mss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gl=Ib) 1=117,10=328,7=162. CECIL -I) Y4 May 9,2019 Q WARNING -Verify dealgn Peremetere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. I"W20186EFORE USE. Design valid for use only with MlTela mnnectore. This design is based only upon parameters shown, and Is Foran Indlvldual buillding component, not ^ e miss system. Be%re use, he 1,01dint; designer trust verify the eppliarbilly, decided parameters and propady lnmrporate this design Into the overall bulldingdeslgn. BalIndicatedIstopreventpuddingOfIndividualWsswebanddorchordmembersonly. Additional temporary and permenentbrourg MiTek Is always required Irr slablllty and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the (abricetion,storage, deliveryry erection and b2Gng of trusses and truss systems, see ANSI/TPII Ouallfy Cdhrla,DS&89 and BCS! Building Component MITel, USA, Ina Sdag, lniarmatlon avallable ham Truss Plate Instants, 218 N. Lop 5Ueet, Suite 312, Alanandria, VA 22314, 1 400 Sunrise Avenue, Suite 270 902500 858053746 Louws Truss, Inc, Ferndale, WA -98248, 8.240 s Dec 6 2018 MiTek Industries, ID:j7k7aBiWEbXPVP3G9YVnVMzlckV- YZaYGdPhGOL1 4-5-5 8-4-2 14-0-5 20-0-0 4-5-5 1 3-10-13 } SA -3 5 -11 -ii Scale =1:59.5 44 II 2.4 II 5 2x4 2x4 2x4 l 2x4 6.00 12 3x4 O / 2x4 4 11 4 2x4 2x4 '. 3x4 i 2x4 ',I 3 III, 2x4 2x4 6 i LUMBER- 3x4 ={y BRACING - TOP CHORD 2x6 OF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 7 45 6 BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 14 3 12 11 10 9 5 OTHERS 5x6 = WEBS 1Row at mldpt 5-6,4-6 4x4 = (Ib)- Max Horz 1=376(LC11) 8-0-2 6-6x8 14-0-5 Max Grav All reactions 250 lb or less at joint(s) 1, 13, 10, 11, 12, 14 except 6=486(LC 1), 8=782(LC 1), 20-0-0 8=782(LC 1) 8-0-2 0-11-6 58-13 1 5-11-11 Plate Offsets (X Y)- [7:0-2-12,0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TO 0.50 Vert(LL) -0,03 6-7 >999 360 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.25 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress lncr YES WE 0,15 Hoa(CT) -0.00 6 Na n/a BCDL 10.0 Code IRC2015/TPI2014 Matill Wind(LL) -0.03 6-7 >999 240 Weight: 20816 FT=O% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, a Wss system. Before use, rite WIJHig designer must verify Ne aplAgal lit, of deslgn parameters and properly Incorporate His design Into the overall 1-2: 2x4 DF No.2 except end verticals. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF No.2 6-0-0oc bracing: 1-14,13-14. OTHERS 2x4 OF No.2 WEBS 1Row at mldpt 5-6,4-6 REACTIONS. All bearings 8-5-8 except j length) 6=Mechanical, 8=0-3-8, 8=0-3-8. (Ib)- Max Horz 1=376(LC11) Max Uplift All uplift 10016 or leas etjolnt(s) 1, 8 except 6=-162(LC 12), 13=-157(LC 12), 9=-256(LC 3) Max Grav All reactions 250 lb or less at joint(s) 1, 13, 10, 11, 12, 14 except 6=486(LC 1), 8=782(LC 1), 8=782(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-345/246, 2-3=-2661200, 3-4=-438/143 BOT CHORD 6-7=-179/266 WEBS 3-8=-573/191, 4-6=-372/176,2-13=-289/167 NOTES - 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.Spsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) 0-0-0 to 3-7-3, Interior(l) 3-7-3 to 19-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) All plates are 1,5x4 MT20 unless otherwise Indicated. 4) Gable studs spaced at 1-0-0 cc, 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members, with BCDL = I0.0psf. 7) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 10016 uplift at joint(s) 1, 8 except (It -lb) 6=162,13=157.9=255. Cg,CTL Dy�� May 9,2019 AWARNING- Veriyy dealgn paramefara andREAD NOTES ON THIS AND INCLUDED M?ER REFERENCE PAOEMII.7479 reg 1WQY29156EFORE USE, ` Design valid for use only with MITek® wnnecton, This design Is based only upon parameters shown, and Is for an In mdual building mmpWent not a Wss system. Before use, rite WIJHig designer must verify Ne aplAgal lit, of deslgn parameters and properly Incorporate His design Into the overall bullding design. Baling lndlcated is to prevent budllrg of Individual truss web an Vor Word members only, Additional temporary and permanent braring 1 M!Tek' Is arways required for stability and 0 Prevent collapse withpasslbie personal injury and property damage. For general guidance regarding the fabdmbon,storage, delivery eredlb, and bracing of cusses and Wss systems,sae ANSI?Pll Quality Criteris,DSB-89 and BCS1 Building Component Saferyinformaflon fmm T. Plate Imbute,218 N. Lae Street, Suite 312, Alexandra, VA 22314. 611Tek USA, Inc. 400 Sunrise Avenue, available - Suite 270 Job r Truss Truss Type qty Ply jRON DEERING HOMES ' BOT CHORD 2x4 OF No.2 a Wss system. Baron use, the building designer must vent' the applicability of design parameters and properly Incorporate this design Into the overall R58063747 1902500 T07B MONOPITCH 11 1 I DEFL. In (loc) IldeA Job Reference (opl'onal) Louws Truss, Inc, Fen ie, WA -98248, 8.240 s Dec 6 2018 MITek 6.00 12 Inc, Wed May 815;11:452019 3X4 = 7 6 E 1.5x4 11 3x4 = 3x6 = Scale =1:66,3 Plate Offsets (X Y)— [3:0-3-0,0-3-01 BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 OF No.2 a Wss system. Baron use, the building designer must vent' the applicability of design parameters and properly Incorporate this design Into the overall WEBS 2x4 OF No.2 LOADING lost) SPACING- 2-0-0 CSI. DEFL. In (loc) IldeA Ud'I PLATES GRIP TCLL 25.0 Plate Gap DOL 1.15 TC 0.54 Vert(LL) -0.07 1-7 >999 360 i MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.50 Vert(CT) -0.13 1-7 >999 240 BCLL 0.0 Rep Stress Inor YES WE 0.51 Horz(CT) 0.03 5 We n/a BCDL 10.0 Code IRC2015/TPI2014 MaMx-SH Wind(LL) 0.06 1-7 >999 240 Weight: 10516 FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 OF No.2 a Wss system. Baron use, the building designer must vent' the applicability of design parameters and properly Incorporate this design Into the overall WEBS 2x4 OF No.2 BOT CHORD bulldingdeslgn. BradnglndicatedlstoprevenlbuckllgoflndlAdualtmsswebaralMoldmembersonly. AddlWnaltemporaryandpemanentbaclag WEBS REACTIONS. (Ib/size) 5=823/Mechanical, 1=82310-5-8 fabdcatlon, storage, delivery, adoJo o and bm ing or truss. and Inds systems. a.. ANSdIPH Gusto Criteria, DS"9 and BCSI Building Component Max Hoa 1=379(LC 9) MiTek'USA, Inc. S.Aay lafordI available from Tuns Plate In hale, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Max Uplift 5=238(LO 12),1=-141(LC 12) 400 Sunni. Avenue, Suite 27077 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1370/232, 2-3=-7511186 BOT CHORD 1-7=-365/1136, 6-7=-36511136, 5-6=-235/570 WEBS 2-7=0/277, 2-6=-635/227, 3-6=-53/472,3-5=-819/284 Structural wood sheathing directly applied or 4£-15 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-5,3-5 NOTES - 1) Wind: ASCE 7-10; Vuh-110mph (3 -second gust) Vasd=87mph; TCDL=4.2psh BCDL=4,8psf; h=25ft; Cat. II; Exp Q Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) 0-2-12 to 3-9-15, Interlor(1) 3-9-15 to 19-9-12 zone; cantilever left and right exposed ; end vertical left and Tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chard In all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 4) All bearings are assumed to be OF No.2 Crushing capacity of 625 psi. 5) Refer to gader(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joints) except Qt=1b) 5=238,1=141. SOIL D),t May 9,2019 A WARNING. Verify deadR PenmeM1n and READ NOTES ON THIS AND INCLUDED &1ITEK REFERENCE PACE &111-0473,.✓. 10'03/2915 BEFORE USE. ' Design valid for use only win MITek®annecton. This design Is based only upon orsan are.town, and fa for an Individual builurg wmporant, not a Wss system. Baron use, the building designer must vent' the applicability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. BradnglndicatedlstoprevenlbuckllgoflndlAdualtmsswebaralMoldmembersonly. AddlWnaltemporaryandpemanentbaclag MiTek` Is always regutred for srzblity, and b prevent collapse war possible peacnal Injury and property damage. For general guidance regarding the fabdcatlon, storage, delivery, adoJo o and bm ing or truss. and Inds systems. a.. ANSdIPH Gusto Criteria, DS"9 and BCSI Building Component MiTek'USA, Inc. S.Aay lafordI available from Tuns Plate In hale, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunni. Avenue, Suite 27077 Job Tmss Truss Type -Oty PlyRON DEERING HOMER SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Up PLATES GRIP 858053748 1902500 T07A MONOPITCH i 1 1 TOOL 7.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.12 2-8 >999 240 Job Reference (optional) a.zga s Uec o eV 10 MI I en Inausmes, Inc. uvea May O 10:11:49 [ul`J 6.00 12 5 3x4 = a 6 1E.4 11 3x4 = 3x6 = Seale =1:56,6 Plate Offsets (X Y)-- [4:0-3-0,0-M] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Up PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TO 0.54 Vert(LL) -0.05 2-8 >999 360 MT20 2201195 TOOL 7.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.12 2-8 >999 240 BOLL 0.0 Rep Stress lncr YES WE 0.49 Hom(CT) 0.03 6 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrbr-SH Wlnd(LL) 0.05 2-8 >999 240 Weight: 107 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6,4-6 REACTIONS. (Ib/slze) 6=8191Mechanical, 2=926!0-5-8 Max Horz 2=390(LO 11) Max Uplift 6=-236(LC 12), 2=-180(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1350/206,3.4=-748/177 BOT CHORD 2-8=-359/1115, 7-8=-359/1115, 0-7=-234/567 WEBS 3-8=0/274, 3-7=-615/218,4-7=-501471, 4-6=-814/282 NOTES - 1) Wind: ASCE 7-10; Vuit=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Extenor(2) A40 to 2-3-3, Inlenor(1) 2-3-3 to 19-9-12 zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 4) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 5) Refer to girder(s) for truss to tmss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=236,2=180. May 9,2019 AWARNING -Verity tleaig..... m.Mr, antl READ NOTES ON THIS AND INCLUDED MUSK REFERENCE FADE MU -7473 ren 1403/2015 BEFORE USE. Oeslgn veld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Ire lmdusl building component. notNit e buss system. Before use, he building designer must vetlryry the apPllwblllry cl design parameters antl properly incorporate Nis tleslgn Into the overall 1 mildingdesign Brading Indicated is to prevent buckling oflndividual truss web andror chord members only.Additional temporary and permanent bracing MJTek' Is a*v yb required lot styblllty and b prevent collapse with posslble personal Injury and property damage. For general guidance regarding to fabtldIdon,storage, dellveor erection and bracing of trusses and muss systems, sea ANSI/Vaf qualdy Criteria, OSB -89 and SCSI BaUdIng Component Mrrek USA, Int Saferylnfermatlon avallabie them Tuns Plate lnshUne,218 N. Lee Stlael, Suite 312, Ale.andda, VA 22314, 400Sumsse As 270 m0D� ((nm 0 aK �n oma' o av�p0g-o �W,3 20 om N m �Q16 �i mmom n,�m T d O 0 J 'a o 0 0 O m N N c2i 3 �- mi5 ' 3 a a 0 J 0 N S5N tlnn N 0`p 0O. O 0 0 0 p J U J i O N S Oto N J m N O N < O S O 3 c a au 3 0 0 N ul o N o 0 3 Z m N a m o < m O a° s g -g a Na° m m O g m �vmi hi m° e d ti c d m m N m o a m l 3 m a m m c d a o o n f mF O� m C O 3NN n d J N S TOPCHORD ° ma n �� N o 0 O O J Yom" n N M N TOPCHORD w (O W V p p A W 0- 40 09� � mna NZ P3Fmti 6D N mm °gym m" &2p1 o.g "< q� c R b ' A o '�° �" m m N m c m° a m' H `� ° T O O m2. Nn c.Pd'n bQ T1 mo mo 2 �v o ay 9, �m as e� d d� na N F 0 >90 z m 0.0 cm 0 0 W 6 N < b d m � C 1. p3 ai yal a C n d RE 3 3 A 3l m Z r.3 e`F CD Ai G c 2 �e n A cm m y iaA M O mz mzo U Q 'J m c m mS m o mo rc� mzw m w x 0 ;aw '',z awN s� y m 0 pm a o, "+ 00 �z M �m ,6 o a �° 0w �y Np y O mm AZ S� N m c �� N(wji D Nw w N y y m N d N N 9 -V D M y r m �(n 00 Az m �A D = �c z3 N (D 5 J r H 61 w N m 0 d A D �p x ® m n '�' s m m `off c 0 J m Nz m — A C 3 F m c �M Tm A0 m 0 MZ N O N m C 1 o N m cm Z m N a m o < m O a° s g -g a Na° m m O g m �vmi hi m° e d ti c d m m N m o a m l 3 m a m m c d a o o n f mF O� m C O 3NN n d J N S TOPCHORD ° ma n �� N o 0 O O J Yom" n N M N TOPCHORD w (O W V p p A W 0- 40 09� � mna NZ P3Fmti 6D N mm °gym m" &2p1 o.g "< q� c R b ' A o '�° �" m m N m c m° a m' H `� ° T O O m2. Nn c.Pd'n bQ T1 mo mo 2 �v o ay 9, �m as e� d d� na N F 0 >90 z m 0.0 cm 0 0 W 6 N < b d m � C 1. p3 ai yal a C n d RE 3 3 A 3l m Z r.3 e`F CD Ai G