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Yelm Creek Estates Lot 9 - TrussMW MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 22001892-A SFI Holdings The truss drawings) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Trus -way Inc. state Pages or sheets covered by this seal: Kl 1224707 thru I{11224721 My license renewal date for the state of Washington is September 28, 2023. r��p.ol,�nl•1c z�'� IMPORTANT NOTE: The seal on these truss cemponent designs is a certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific Information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUPI i, Chapter 2. Job TNFritti Vancouver, WA -96681, Dec a.nMgc[G Truss Truss Type Ly Ply SFI Holdings 8914 ]-]-14 40.4 11-7-10 1 K11224707 22001092-A A01 GABLE Job Reference (optional) o<Gn mEvK 7NvmbAs, UOJnNp fSA3? �UkAbV vec rnev , IO:mo T7K64 N28alOM9cIGCixzkVs2-GzEvnz7NvmbAs4UOJnNpmtSA3?S?NkAbVmeoKzkXCB E-0 -16E Gia 165-1241 1 -se 58 413 IEE SSE 4-11-2 12 55E - 3X6 = Scale= 166.9 3x4 = 4x12 i 3x4 = 3x4 = 3x4 = M L K 3x4 Plate I$ LOADING (psf) SPACING- 2-0-0 CSI. LEFL. In (loc) I/dell L/d PLATES GRIP TCLL (roof) 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.17 RS >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 SC 0.45 Vert(CT) .0.30 R -S >944 180 TCLL 7.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.03 N Iva Bra BCLL 0.0 ' BCDL 10.0 Code IRC2018liP12014 Matrix -MS Wind(LL) 0.09 R -S >999 360 Weight: 262 Ib FT 20% LUMBER- BRACING - TOP CHORD 2x4 OF NoA&Btr TOP CHORD Structural wood sheathing directly applied oro -515 oc purlins. BOT CHORD 2x4 OF No.i&Btr BOT CHORD Rigid calling directly applied or 6-0-0 no bracing. WEBS 2x4 OF No.1&Btr OTHERS 2x4 OF NoA&Btr REACTIONS. All bearings 10-68 except Qt=length) B=0-5-8. (Ib) - Max Hoa B=142(LC 13) Max Uplift All uplift 100 Ib or less al joint(s) J. L, K except B=-249(LC 14), N=403(LC 14) Max Grav All reactions 2501b or less atjoint(s) J, O, O, M, L, K except 8=1155(LC 2), N=1601(LC 2) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2090/397, C -D=1745/329, D -E=-864/251, E -F=-577/240, F-13=741/274, G -H=-797/247, H-1=172/711, W=-99/391 BOT CHORD B -S=-311/1903, R -S=174/1309, P -R=-231697, M -N=-293/126, L -M=-2931126, K -L=-293/126, J -K=-2931126 WEBS H -P=1131710, H -N=1517/426, I -N=.393/189, D -R=-831/205, D -S=-10/558, C -S=-4621176, E -R=-40/382 NOTES. 11 Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=34ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C -C Exledor(2E)-1-6-0 to 1-10-13, Intedor(1) 1-10-13 to 13-7-3, Exterior(21R) 13-7-3 to 20-4-13, Interior(l) 20-4-1310 29-10-12, Exterior(2E) 29-10-12 to 33-3-9 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 opltjA]G 2�, 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 O Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4 WA 4) TCLL: ASCE 7-16; Pr -25.0 Pat (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=30.0 psf; Pf=20.8 lost (Lum DOL=1.15 Plate DOL=1.15); I8=1.0; Rough Cal B; Fully Exp.; Ce=0.9; Cs=1.DD; Ct=1.10 Q' o 5) Unbalanced snow loads have been Considered for this design. 6) This truss has been designed for greater of min mot live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. vd sboia 8) Plates checked for a plus or minus 5 degree rotation about Its center. �O FF 9) Gable studs spaced at 1.4-0 ED. AF, C/ST84 ' 10) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 11) . 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 IGNALO will in between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 10016 uplift atjoint(s) J, L. K except February 18,2022 lif=lhl R=244. N=403_ A WARNING - Very design paranMois and READ NOTES OIJ THIS AND INCLUDED MITEK REFERENCE PAGE Min -]4]]Few. 511912@aBEFORE USE ��to of design4 Design ustvalid Far use only wAh , MTek®wnneclars. This design is based anty upon parameters shown, and is for an individual building component, not atmsseysiem. a placing oci use, lke ed IS t gpevenermust g ofI verlWhe eppllhouse w b andhor parameters Mem and properly Ay Intrsrporem this design into the overall is alwaysrequi.d forsgintlkalnd is to t lbucsewithf possible personal bury an cpoprtydamse.For general guldance temporzryantl permanent b2cing MiTek' Isalways,storagrotstaeryantlto eprevent Collapsewill)possiblepersonal Injury and property damage. Falun Canad,DSB89 regardingthe fabrication, storage, tlelivery,smallonand s Plhousing orlmssasand "so systems, see off, MO 20601 Corona, Crlferla,OSB-a9antl aCSl Building Component C50 orona, Circe Se/etylnlortnaffon available from Tmss Plate lnslBme,26]O Crain HigMvay, Suite 203 Waltlod, M020601 Corona,CA 92880 6412 8914 ]-]-14 40.4 11-7-10 1 a &14 Plate I$ LOADING (psf) SPACING- 2-0-0 CSI. LEFL. In (loc) I/dell L/d PLATES GRIP TCLL (roof) 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.17 RS >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 SC 0.45 Vert(CT) .0.30 R -S >944 180 TCLL 7.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.03 N Iva Bra BCLL 0.0 ' BCDL 10.0 Code IRC2018liP12014 Matrix -MS Wind(LL) 0.09 R -S >999 360 Weight: 262 Ib FT 20% LUMBER- BRACING - TOP CHORD 2x4 OF NoA&Btr TOP CHORD Structural wood sheathing directly applied oro -515 oc purlins. BOT CHORD 2x4 OF No.i&Btr BOT CHORD Rigid calling directly applied or 6-0-0 no bracing. WEBS 2x4 OF No.1&Btr OTHERS 2x4 OF NoA&Btr REACTIONS. All bearings 10-68 except Qt=length) B=0-5-8. (Ib) - Max Hoa B=142(LC 13) Max Uplift All uplift 100 Ib or less al joint(s) J. L, K except B=-249(LC 14), N=403(LC 14) Max Grav All reactions 2501b or less atjoint(s) J, O, O, M, L, K except 8=1155(LC 2), N=1601(LC 2) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2090/397, C -D=1745/329, D -E=-864/251, E -F=-577/240, F-13=741/274, G -H=-797/247, H-1=172/711, W=-99/391 BOT CHORD B -S=-311/1903, R -S=174/1309, P -R=-231697, M -N=-293/126, L -M=-2931126, K -L=-293/126, J -K=-2931126 WEBS H -P=1131710, H -N=1517/426, I -N=.393/189, D -R=-831/205, D -S=-10/558, C -S=-4621176, E -R=-40/382 NOTES. 11 Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=34ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C -C Exledor(2E)-1-6-0 to 1-10-13, Intedor(1) 1-10-13 to 13-7-3, Exterior(21R) 13-7-3 to 20-4-13, Interior(l) 20-4-1310 29-10-12, Exterior(2E) 29-10-12 to 33-3-9 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 opltjA]G 2�, 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 O Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4 WA 4) TCLL: ASCE 7-16; Pr -25.0 Pat (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=30.0 psf; Pf=20.8 lost (Lum DOL=1.15 Plate DOL=1.15); I8=1.0; Rough Cal B; Fully Exp.; Ce=0.9; Cs=1.DD; Ct=1.10 Q' o 5) Unbalanced snow loads have been Considered for this design. 6) This truss has been designed for greater of min mot live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. vd sboia 8) Plates checked for a plus or minus 5 degree rotation about Its center. �O FF 9) Gable studs spaced at 1.4-0 ED. AF, C/ST84 ' 10) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 11) . 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 IGNALO will in between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 10016 uplift atjoint(s) J, L. K except February 18,2022 lif=lhl R=244. N=403_ A WARNING - Very design paranMois and READ NOTES OIJ THIS AND INCLUDED MITEK REFERENCE PAGE Min -]4]]Few. 511912@aBEFORE USE ��to of design4 Design ustvalid Far use only wAh , MTek®wnneclars. This design is based anty upon parameters shown, and is for an individual building component, not atmsseysiem. a placing oci use, lke ed IS t gpevenermust g ofI verlWhe eppllhouse w b andhor parameters Mem and properly Ay Intrsrporem this design into the overall is alwaysrequi.d forsgintlkalnd is to t lbucsewithf possible personal bury an cpoprtydamse.For general guldance temporzryantl permanent b2cing MiTek' Isalways,storagrotstaeryantlto eprevent Collapsewill)possiblepersonal Injury and property damage. Falun Canad,DSB89 regardingthe fabrication, storage, tlelivery,smallonand s Plhousing orlmssasand "so systems, see off, MO 20601 Corona, Crlferla,OSB-a9antl aCSl Building Component C50 orona, Circe Se/etylnlortnaffon available from Tmss Plate lnslBme,26]O Crain HigMvay, Suite 203 Waltlod, M020601 Corona,CA 92880 Job Truss Truss Type 4tY PIY SFI Holdings K11224707 22001892-A A01 GABLE 1 1 Job Reference (optional) Tm5-Way, Vanwuvar, WA-9atie1, ID:moMXbeeN28alOM9ciGCbakYs2-GzEvnz7NvmbAs4UOJnNpmfSA3?S?fUmbVmeoKzkXCB 13) This This Tmss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) No notches allowed In overhang and 1-6-0 from left end and 0-0-0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. WARNING- Veiity deslpn ps�aowle�s entl RFAG NOTES ON THIS ANOINCLHOEn MITEK REFERENCE PAGE hill -]4]3 rev. 511911020 BEFORE USE. e��„n �nlla fnrece nnNwPM1 MRek® connectors. TM1Is tleslpn is based anN upon parameters aM1own, antlts furan individual bulldpg wmponenl, net pmponenr MiTek` 250 KluO Circle Corona, GA 92880 J06 Truss Tmss Type Qty Ply 3FI Holdings K11224708 22001092-A A02 Common H 1 Job Reference (options) Trus -Way, Vancouver, WA61 -986, 5A0 12 4x8 = 8.0'do s uec. ti tun Mu ex Industries, mcvv . eo Feb to Scale=1:579 3x4 = 3x4 = 4x8 = 4x8 = 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL (roof) 25.0 Plate Grip DOL 1.15 TC 0.38 Verl(LL) -0.17 J >999 240 MT20 2201195 Snow (Pf/Pg) 20.8130.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.32 J -K >999 180 TCLL 7.0 Rep Stress Incr YES We 0.56 Horz(CT) 0.10 H me n/a BCLL 0.0 ' BCOL 10.0 rix -MS Code IRC2018/rP12014 MatWind(LL) 0.11 J >999 360 Weight: 151 Ib FT 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.l&Btr TOP CHORD Structural wood sheathing directly applied or 3-4-12 as purlins. BOTCHORD 2x4 DF No.i&Btr BOTCHORD Rigid ceiling directly applied or 9-1-3 oc bracing. WEBS 2x4 DF No.i&Btr REACTIONS. (size) H=0-5-8, 8=0-5-8 Max Herz B=137(LC 13) Max Uplift H=-220(LC 14), B=-287(LC 14) Max Grant H=1426(LC 2), B=1526(LC 2) FORCES. (Ib) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3076/617, C -D=-2788/567, D -E=-1944/495, E -F=-1943/494, F -G=-2802/589, 3-1-1=3095/647 BOTCHORD B -K=-503/2801, J -K=-387/2264, IJ= -394/2269, H-1=536/2822 WEBS E -J=-186/1117, F -J=-7731218, F -I=-22/520, G-1=-002/175, D -J=-767/207, D -K=-61505, C -K=391/163 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=140mph (3 -second gust) iii 11 mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; 8=4511; L=34ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C -C Exterior(21E) -1-6-0 to 1-10-13, Interior(1) 1-10-13 to 13-7-0, Extedor(2R) 13-7-3 to 20-4-13, Intra ior(1) 20-4-13 to 30-7-3, Extbalth E) 30-7-3 to 340.0 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) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL Lum DOL=1.15 Plate DOL=1.15); Pg=30.0 psf; Pf=20.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; C1=1.10 4) Unbalanced snow loads have been considered for this design. ONUNG Z, 5) This truss has been designed for greater of min roof live load of 12.0 psf ar2.00 times gal roof load of 20.8 psf on overhangs O non -concurrent with other live loads. 4 WASyN, 6) Plates checked for a plus or minus 5 degree rotation about its center. ,S O), 7) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. asO 8) ' This floss 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joints) except (jt=lb) H=220, B=287. +d 10) This truss Is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and ,P ,p 54074 y referenced standard ANSIPFPI 1. O �OIS1'CR� SSrGNALG February 18,2022 Mills A WARIJING- Vedly design psranwlers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-]I]3 rev. 5119(1020 BEFORE USE. Design valid for use antywtlh MRek®aomleclom. This design is based only upon parameters Shown, and {sfor an individual builtlin9 Component. not W1 abusssystem. Beforeuse, theed Is to prevent enburden off Neappllbuss yb design ion Chordmembers antlonly, Mintogoremthisdsslgn Intotheaveall Is evogdregn.dforsglntllcatndis provencobudewith ossiblua ersonwebury ancPordrtydamge.Frgenerquidaneregading the eM bracing MiTeK Is ahvays required Storage, dellaeiry. antl to and iii wllapsewents and Imesrsyste i s. see tl prepedy tlamage. Furgty Cate eldDS849 andBNe250 Sfety Inmrmatioavailable from erectionandbreengINute,260 Crain sghway,s,uite ANSUDPli Ouallty CrllertaOSB-69 andBCal aulrtling Component Corona. Circle Safety Information available from Tmss Plate Institute, 26]0 Crain Highway. GUXe 203WaMod, MD 20601 Drano, CA 92880 Job inc Wed Feb Tb Page Trus -Way, Vancouver, WA -98661, 6. big a Dec ti lnousnes, alOM zkYs2 Yw XD. DRzss dHT?I Truss Truss Type illy Ply SFI Holdings ID:moZ6Xb8eN28alOM9ciGCixzkVs2-gYw1P_9GChzIjXDz_wxWOH4hh0Rzss_dHT410fzkXC6 -15-0 6-13 115-10 17-0-0 2255 27-10-13 345-0 355-0 22007892-A A03 Common 4 1 Jab Reference optional)K17224]09 4x6 = Scale=1:59.3 3x4 — Sze = 3x4 = 3xfi = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) IIdeD L/d PLATES GRIP TCLL (roof) 25.0 plate Grip DOL 1.15 TC 0.39 Ved(LL1 -0.17 K >999 240 MT20 220/195 Snow (Pf/Pg) 20.6/30.0 'Lumber DOL 1.15 BC 0.56 Vert(CT) -0.31 K -L >999 780 TOOL 7.0 Rep Stress lncr VES W13 0.55 Hoa(CT) 0.10 H nla nla BCLL 0.0 ' BCDL Code IRC2018/TPI2014 Maid x -MS Wind(LL) 0.11 K >999 360 Weight: 153 In FT 20% 10.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.i&Btf TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins. BOT CHORD 2x4 OF No.18Bir BOT CHORD Rigid ceiling directly applied or 9-10-6 oc bracing. WEBS 2x4OF N0.1&Btr REACTIONS. (size) B=0-5-8, H=0-5-8 Max Horz B=-137(LC 12) Max Uplift B=-285(LC 14), H=285(LC 14) Max Grav B=1524(LC 2), H=l 524(LC 2) FORCES. (lb) - Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3070/608, C -D=2783/558, D -E=1938/486, E -F=-19381486, F -G=-2787/563, G -H=-3054/603 BOT CHORD B -L=-457/2796, K -L=341/2259, J -K=34012257, H -J=-450/2778 WEBS E -K=-180/1111, F -K=765/206, F -J=-13/521, G -J=380/159, D -K=-767/207, D -L=-61505, C -L=-391/163 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=140mph (3 -second. gust) Vasd=111mph; TCDL=4.2psf; BCDL=G.Opsf, h=25f1; 8=45ft; L=3411; eave=4ft; Cat. 11; Exp B; Enclosed; Mi (direc(ional) and C -C Exterior(2E) -1-6-0 to 1-10-13, Intenor(1) 1-10-13 to 13-7-3, Exterior(2R) 13-7-3 to 2D-413, Inlerior(1) 20-4-13 to 32-1-3, Exterior(2E) 32-1-3 to 35-6-0 zone; cantilever left and fight 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) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=7.15 Plate DOL=1.15); Pg=30.0 per; Pf=20.8 psf (Loan DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cal B; Fully Exp.; Ce=0,9; Cs=1 A0; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 01il G 2 l, 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs G non -concurrent with other live loads. WASyLI' 6) Plates checked fora plus or minus 5 degree rotation about its center. Off, 7) This truss has been designed for a 10.0 psf bottom chord live load nonooncument with any other live loads. O� 8)' This truss has been designed for a live load of 20.Opsf on the hottom 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 IS uplift at joint(s) except Qt=1b) B=285, H=285. A a 10) This tress is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and VA 54074,pQ referenced standard ANSVITI 1. EOrsTBi" SSIGNAL�6 February 18,2022 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE MII-]4]3 rev. 511912g206EFORE USE. Design valid for use only with Mitek® connectors. Tris tlasgn is eased only upon parameters shown, and is for an Individual bu8tling component, not a buss system. eeraci use, the ed Is to designer mucng of individual the levy w b design ahead mem and properly Additional hem this design into the overall is always requi.aracingintlicalnd to pr preventhucxli with onside personal bury an chartlmemamage.bers .r genial gempamryantling the permanent bracing MiTek 'salwaysmq required for delabgity antltopr eaongont ewilssand truss syste injury and Property damage. Falun Berardi DSe89 regarding fabncalinforationtivailablemdionaaG bmGngollmsses0 Cain Highway systems. ANBNFPl7Ouelity CRteda, g89 e9 and aC9l Building Component or Klug Circle Sefeiylnformation available tram Toss Plate lnsllule, 26>g Crain Highway, Suite 203 WaWoR,MD2Wg1 Drone, CA 92880 r ID:moZ6Xb8eN28alOM9ciGCixzkVs2-gYw1P_9GChzIjXDz_wxWOH4hh0Rzss_dHT410fzkXC6 -15-0 6-13 115-10 17-0-0 2255 27-10-13 345-0 355-0 180 6-13 5-55 5-55 b -5S 5 -SS 6-1-3 1-6-0 4x6 = Scale=1:59.3 3x4 — Sze = 3x4 = 3xfi = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) IIdeD L/d PLATES GRIP TCLL (roof) 25.0 plate Grip DOL 1.15 TC 0.39 Ved(LL1 -0.17 K >999 240 MT20 220/195 Snow (Pf/Pg) 20.6/30.0 'Lumber DOL 1.15 BC 0.56 Vert(CT) -0.31 K -L >999 780 TOOL 7.0 Rep Stress lncr VES W13 0.55 Hoa(CT) 0.10 H nla nla BCLL 0.0 ' BCDL Code IRC2018/TPI2014 Maid x -MS Wind(LL) 0.11 K >999 360 Weight: 153 In FT 20% 10.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.i&Btf TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins. BOT CHORD 2x4 OF No.18Bir BOT CHORD Rigid ceiling directly applied or 9-10-6 oc bracing. WEBS 2x4OF N0.1&Btr REACTIONS. (size) B=0-5-8, H=0-5-8 Max Horz B=-137(LC 12) Max Uplift B=-285(LC 14), H=285(LC 14) Max Grav B=1524(LC 2), H=l 524(LC 2) FORCES. (lb) - Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3070/608, C -D=2783/558, D -E=1938/486, E -F=-19381486, F -G=-2787/563, G -H=-3054/603 BOT CHORD B -L=-457/2796, K -L=341/2259, J -K=34012257, H -J=-450/2778 WEBS E -K=-180/1111, F -K=765/206, F -J=-13/521, G -J=380/159, D -K=-767/207, D -L=-61505, C -L=-391/163 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=140mph (3 -second. gust) Vasd=111mph; TCDL=4.2psf; BCDL=G.Opsf, h=25f1; 8=45ft; L=3411; eave=4ft; Cat. 11; Exp B; Enclosed; Mi (direc(ional) and C -C Exterior(2E) -1-6-0 to 1-10-13, Intenor(1) 1-10-13 to 13-7-3, Exterior(2R) 13-7-3 to 2D-413, Inlerior(1) 20-4-13 to 32-1-3, Exterior(2E) 32-1-3 to 35-6-0 zone; cantilever left and fight 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) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=7.15 Plate DOL=1.15); Pg=30.0 per; Pf=20.8 psf (Loan DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cal B; Fully Exp.; Ce=0,9; Cs=1 A0; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 01il G 2 l, 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs G non -concurrent with other live loads. WASyLI' 6) Plates checked fora plus or minus 5 degree rotation about its center. Off, 7) This truss has been designed for a 10.0 psf bottom chord live load nonooncument with any other live loads. O� 8)' This truss has been designed for a live load of 20.Opsf on the hottom 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 IS uplift at joint(s) except Qt=1b) B=285, H=285. A a 10) This tress is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and VA 54074,pQ referenced standard ANSVITI 1. EOrsTBi" SSIGNAL�6 February 18,2022 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE MII-]4]3 rev. 511912g206EFORE USE. Design valid for use only with Mitek® connectors. Tris tlasgn is eased only upon parameters shown, and is for an Individual bu8tling component, not a buss system. eeraci use, the ed Is to designer mucng of individual the levy w b design ahead mem and properly Additional hem this design into the overall is always requi.aracingintlicalnd to pr preventhucxli with onside personal bury an chartlmemamage.bers .r genial gempamryantling the permanent bracing MiTek 'salwaysmq required for delabgity antltopr eaongont ewilssand truss syste injury and Property damage. Falun Berardi DSe89 regarding fabncalinforationtivailablemdionaaG bmGngollmsses0 Cain Highway systems. ANBNFPl7Ouelity CRteda, g89 e9 and aC9l Building Component or Klug Circle Sefeiylnformation available tram Toss Plate lnsllule, 26>g Crain Highway, Suite 203 WaWoR,MD2Wg1 Drone, CA 92880 Tone -Way, Vancouver, WA -98661, 4x8 = Scale=1:57.8. 3x4 = 3z4 = 4x6 = 4x6= 58— LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) gdeft Utl PLATES GRIP TCLL (roof) 25.0 Plate Grip DOL 1.15 TC a38 VeR(LL) -0.17 J >999 240 MT20 220/195 Snow(PVPg) 20.8/30.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.32 J -K >999 180 TCOL 7.0 Rep Stress lncr YES WB0.56 Horz(CT) 0.10 H n/a n/a BOLL 0.0 ' BCDL 10.0 Code IRC2018rrP12014 Matrix -MS Wnd(LL) 0.11 J >999 360 Weight: 151 Ib FT 20% LUMBER. BRACING - TOP CHORD 2x4 DF No.t&Btr TOP CHORD Structural woad sheathing directly applied or 34-12 oc puffins. BOT CHORD 2x4 OF No.1&Blr BOT CHORD Rigid ceiling directly applied or 9-1.3 ac bracing. WEBS 20 DF No.1&Blr REACTIONS. (size) H=0-5-8, B=0-5-8 Max Harz B=137(LC 13) Max Uplift H=-220(LC 14), 8=287(LC 14) Max Great H=1426(LC 2), B=1526(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-3076/617, C -D=2788/567, D -E=19441495, E -F=-1943/494, F -G=-28021589, G -H=-3095/647 BOT CHORD B -K=-503/2801, J -K=-387/2264, I -J 39412269, H-1=536/2822 WEBS E -J=-18611117, F -J=-773/218, F-1=-22/520, G-1=402/175, D -J=767/207, D -K=61505, C -K=-391/163 NOTES. 11 Unbalanced roof live loads have been consideretl for this design. 2) Wnd: ASCE 7-16; Vult=140mph (3-sewnd gust) Vasd=111mph; TCDL=4.2psf; BCDL=6.OpsF, h=25fl; B=45H; L=34tt; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C -C Extefior(2E) -1-6-0 to 11-10-13, Intedor(1) 1-10-13 to 13-7-3. Exterfor(2R) 13-7-3 to 2044-13, Interior(1) 20-4-13 to 30-7-3, Extedor(2E) 30-7-3 to 34-0-0 zone; cantilever left and right exposed; end vertical left and right exp ssed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=25.0 par (roof LL Lum DOL=1.15 Plate DOL=1.15); Pg=30.0 psf; Pf=20.8 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. GLd1NG Zx 5) This truss has been designed for greater of min roof live load of 12.0 psi or 2.00 times flat roof load of 20.8 par on overhangs .�,�' WAS •90 non -concurrent with other live loads. 6) Plates checked for a plus or minus 5 degree rotation about its center. r+' 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. TO 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 07 will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift aljoint(s) except QtAls) H=220, B=287. ed 10 This truss is designed in accordance with the 2018 International Residential Cade sections R502.11.1 and 8802.10.2 and V 54074 O -V referenced standard ANSI/TP] 1. OA FGISTE48 �SSZ NAL G February 18,2022 A WHRNING-Ve,iry tlesipn parameleesantl REAO NOTES GN TrIIa AND INCLBOEo MITEK REFERENCEPAGE MII-]4]3 rev. SI19/20208EFCRE USE. �' esign valltl kr use only wtlb MReh®connectors. TAIs tlesgn Is basetl only upon parameters sM1own, antl is fa e01rAlNtlusl builtling wmponanl, nW a Muss sydam. Before use, Ilm builtling tlesigner mull verify IM1e applicabilAy oldasign pammelera antl properly Inwryerele /his Oeslgn into the overall is aloerysregn.d for rstglntlicalnd is prevent collapse with possible personal webanand property general guidance Me enl Macing MiTek' is alwayon, storage delivery, and to and ding collapsewith an trusssystems. see pmpe Ahamage. Fahey generallglalDSB regarding fabrication, storage tlelivery,eredlon antl bracing of lmssesantlbuss systems. see Ad min coast Crireria, aaa-e9 and aCal Building Component 250KingA92 _ .. .......... . . .. �._ ,.__ __.__..�_._ �-......_ mac.,. �..,., u,..h...,., c��xe ani w�la�n un amnt Corona, CA 92080 Truss Truss Type 1]l Pl Sri HoldingsK11224710 7892-A r AOq Common 5 1 . Jab Reference o lional Tone -Way, Vancouver, WA -98661, 4x8 = Scale=1:57.8. 3x4 = 3z4 = 4x6 = 4x6= 58— LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) gdeft Utl PLATES GRIP TCLL (roof) 25.0 Plate Grip DOL 1.15 TC a38 VeR(LL) -0.17 J >999 240 MT20 220/195 Snow(PVPg) 20.8/30.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.32 J -K >999 180 TCOL 7.0 Rep Stress lncr YES WB0.56 Horz(CT) 0.10 H n/a n/a BOLL 0.0 ' BCDL 10.0 Code IRC2018rrP12014 Matrix -MS Wnd(LL) 0.11 J >999 360 Weight: 151 Ib FT 20% LUMBER. BRACING - TOP CHORD 2x4 DF No.t&Btr TOP CHORD Structural woad sheathing directly applied or 34-12 oc puffins. BOT CHORD 2x4 OF No.1&Blr BOT CHORD Rigid ceiling directly applied or 9-1.3 ac bracing. WEBS 20 DF No.1&Blr REACTIONS. (size) H=0-5-8, B=0-5-8 Max Harz B=137(LC 13) Max Uplift H=-220(LC 14), 8=287(LC 14) Max Great H=1426(LC 2), B=1526(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-3076/617, C -D=2788/567, D -E=19441495, E -F=-1943/494, F -G=-28021589, G -H=-3095/647 BOT CHORD B -K=-503/2801, J -K=-387/2264, I -J 39412269, H-1=536/2822 WEBS E -J=-18611117, F -J=-773/218, F-1=-22/520, G-1=402/175, D -J=767/207, D -K=61505, C -K=-391/163 NOTES. 11 Unbalanced roof live loads have been consideretl for this design. 2) Wnd: ASCE 7-16; Vult=140mph (3-sewnd gust) Vasd=111mph; TCDL=4.2psf; BCDL=6.OpsF, h=25fl; B=45H; L=34tt; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C -C Extefior(2E) -1-6-0 to 11-10-13, Intedor(1) 1-10-13 to 13-7-3. Exterfor(2R) 13-7-3 to 2044-13, Interior(1) 20-4-13 to 30-7-3, Extedor(2E) 30-7-3 to 34-0-0 zone; cantilever left and right exposed; end vertical left and right exp ssed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=25.0 par (roof LL Lum DOL=1.15 Plate DOL=1.15); Pg=30.0 psf; Pf=20.8 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. GLd1NG Zx 5) This truss has been designed for greater of min roof live load of 12.0 psi or 2.00 times flat roof load of 20.8 par on overhangs .�,�' WAS •90 non -concurrent with other live loads. 6) Plates checked for a plus or minus 5 degree rotation about its center. r+' 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. TO 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 07 will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift aljoint(s) except QtAls) H=220, B=287. ed 10 This truss is designed in accordance with the 2018 International Residential Cade sections R502.11.1 and 8802.10.2 and V 54074 O -V referenced standard ANSI/TP] 1. OA FGISTE48 �SSZ NAL G February 18,2022 A WHRNING-Ve,iry tlesipn parameleesantl REAO NOTES GN TrIIa AND INCLBOEo MITEK REFERENCEPAGE MII-]4]3 rev. SI19/20208EFCRE USE. �' esign valltl kr use only wtlb MReh®connectors. TAIs tlesgn Is basetl only upon parameters sM1own, antl is fa e01rAlNtlusl builtling wmponanl, nW a Muss sydam. Before use, Ilm builtling tlesigner mull verify IM1e applicabilAy oldasign pammelera antl properly Inwryerele /his Oeslgn into the overall is aloerysregn.d for rstglntlicalnd is prevent collapse with possible personal webanand property general guidance Me enl Macing MiTek' is alwayon, storage delivery, and to and ding collapsewith an trusssystems. see pmpe Ahamage. Fahey generallglalDSB regarding fabrication, storage tlelivery,eredlon antl bracing of lmssesantlbuss systems. see Ad min coast Crireria, aaa-e9 and aCal Building Component 250KingA92 _ .. .......... . . .. �._ ,.__ __.__..�_._ �-......_ mac.,. �..,., u,..h...,., c��xe ani w�la�n un amnt Corona, CA 92080 W K11224711 A05 I Common Supported Gable 11 1 1 Vancouver, WA- 98661, Beau s uec o zun mi l an ntusmee, Inc. vvet rem i� ,.,.u.,..� ��« =a= ID: moZ6Xb8eN28alOM9ciGCixzkYs257CA1OBBUCMJa7yXg2UD7WiGfQbX3KK3zRDyY_zkXC5 5.DD 12 3x4 = 5' M N O Scale =1:59.1 3z4 = qW AV AU AT AS AR AQ AP AO AN AMAL AK' AJ AI AH AG AF AE AD AC AB A4 3x4 = .r = I8 34-0-0 Plate Offsets (X Y) [1-:0-3-0.0-a-01, [N:0-2-0 EdG 1 - LOADING (par) SPACING- 240.0 CSI. DEFL. In (fee) I/defl L/d PLATES GRIP TCLL (roup 25.0 Plate Grip DOL 1.15 TC 0.15 Ven(LL) -0.00 A rdr 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC. 0.05 Vert(CT) -0.00 A WE 90 TCDL 7.0 Rep Stress Incr YES We 0.07 Horz(CT) 0.00 Z n/a n/a BCLL 0.0 ' Code IRC2018/TP12014 Matrix -5 Weight: 2121b FT 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied orb -0-0 oc purlins. BOTCHORD 2x4 OF NOA&Btr BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.1&Btr REACTIONS. All bearings 34-0-0. (lb) - Max Hoa B=137(LC 13) Max Uplift All uplift 100 Ib or less al joint(s) N, B, AM, AN, AO, AP, AQ, AR, AS, AT, AU, AV, AW, AK, AJ, Al, AH, AG, AF, AE, AD, AC, AS, AA Max Grav All reactions 250 Ib or less at jeint(s) N, Z, B, AM, AN, AO, AP, AQ, AR, AS, AT, AU, AV, AW, AK, All, Al, All, AG, AF, AE, AD, AC, AS except AA=259(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD L -M=-85/250, M -N=88/265, N-0=-88/265, O -P=85/250 NOTES, 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu11=140mph (3 -second gust) Vasd=111 mph; TCDL=4.2psf, BCDL=6.0psf; h=250; B=45ft; L=34111; eave=211; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C -C Comer(3E) -1-6-0 to 1-10-13. Extedor(2N) 1-10-13 to 13-7-3, Comer(3R)13-7-3 to 20-4-0, Exterior(2N) 204-0 to 30-7-3. Corner(3E) 30-7-3 to 34-0-0 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 ANSUTPI 1. 4) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL Lum DOL=1.15 Plate DOL=1.15); Pg=30.0 psf; Pf=20.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. G1JlING Z - 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times gat roof load of 20.8 psf on overhangs non -concurrent with other live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. rS CTS 8) Plates checked for a plus or minus 5 degree rotation about its Center. 9) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 par bottom chord live load nonconcurrenl with any other live loads. 12) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide '4 54 %4 Wa will fit between the bottom chard and any other members. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) N, B, AM, AN, OA �FOISTO AO, AP, AQ, AR, AS, AT, AU, AV, AW, Al AJ, All AH, AG, AF, AE, AD, AC, AS, AA. �SdowN G 14) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS1t PI 1. February 18,2022 A WARNING-Vu,ify design paramalms and READ NOTES ON THIS AND INCLUDED MITER DEFERENCE PAGE N411-7473 rev. "912020 BEFORE USE �'- Deslgn valitl to AM1ruse ontywMRk® eoenneclors. This design is based Dory Individual parameters shown, and Is toren i�ual bulldlig component not atNss system. Before use, IM1e bulMing tleslgnermtsl verify the appllwbllAytftleslAnporameters and pmpedy Inwmorale alis tlesign tato Iba overall Is aingtlesi9n.dfor stgintlicalnd is prevent cobacseingof possible personal yand haNrtydamae.For general luidancaryard permanent bracm9 MiTek' Isanvayarestoredfor ellabiyyantliopreventcollapsenespossiblepersonal Inlay and property damage. antral general guidance DSBm9mdBarding Ne fandration,storage, delivery, erection and bracinAof lNssesandlnwsyivallu see wonder PAD 20601 l%y Crlrene, D5Bb9 and SCSI Bulltling Component 260 Mug Circle .............__..___._.i-_.....,. r.... oi,te,...ia�ae 9e7n r.=I�ulne�.tna Dna wMklo MD2 1 Corona, CA 92880 Job Truss Truss Type Of Ply SH Holdings TOP CHORD Structural wood sheathing directly applied or 6-0-0 kc purlins. BOT CHORD 2X4 DF No.1&Bir BOT CHORD K11224712 22001092-A B01 Common Supported Gable 1 1 All bearings 24-0-0. (lb) - Max Hom B=-84(LC 12) Job Reference (optional) Max Uplift All uplift 100 Ib or less at joint(s) B, AC, AD, AE, AF, AG, AH, Y, X. W, V, L, T, R Max Grav All reactions 25D Ib or less at joint(s) B, AB, Trus -Way, VenCOWOr, WA-Uetiei, k1:aE Scale =1:43.3 Jzb - AH AG AF AE AD AC AB AA Z Y X W V U T 3x4 = (g 24-0-0 Plate Offsets (X Y) If 0-3- 0 Edg I LOADING (pat) SPACING- 2-0-0. CSI. DEFL. in like) fides Lid PLATES GRIP TCLL (roof) 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 S mr 120 MT20 220/195 Snow (Pfft) 20.8130.0 Lumber DOL 1.15 BC 0.05 Vert(CT) -0.00 S nfr 90 TCDL 7.0BCLL Rep Stress Incr YES We 0.03 HOR(CT) 0.00 R Old n/a Pr.nt Ion • Code IRC20181TPI2014 Matrix -S Weight: 126 He FT=20% LUMBER- FORCES. (Ib) -Max. Comp./Max. BRACING - TOP CHORD 2x4 DF No.1&elr TOP CHORD Structural wood sheathing directly applied or 6-0-0 kc purlins. BOT CHORD 2X4 DF No.1&Bir BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. OTHERS 2x4 DF No.1&Btr REACTIONS. All bearings 24-0-0. (lb) - Max Hom B=-84(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) B, AC, AD, AE, AF, AG, AH, Y, X. W, V, L, T, R Max Grav All reactions 25D Ib or less at joint(s) B, AB, AC, AD,.AE, AF, AG, AH, Z, Y, X, W, V, U, T, R Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1)Unbalanced roof live loads have been cknsitlered for this design. 2) Wnd: ASCE 7-16; Vul1=140mph (3 -second gust) Vastl=111mph; TCDL=4.2psf, BCDL=6.Opsf h=25ft; B=45ft; L=24ft; eave=2ft; Cal. II; Exp 8; Enclosed; M WFRS (directional) and C -C Comer(3E) -1-6-0 to 1-6-0, Exter1od2N) 1-6-0 to 9-0-0, Comed3R) 9-0-0 to 15-0-0, Exlerior(2N) 15-0-D to 22-6-0, Comer(3E) 22-6-0 to 25-6-0 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 ANS17rPl 1. 4) TCLL: ASCE 7-16; Pr --25.0 pat (roof LL Lure DOL=1.15 Plate DOL=1.15); Pg=30.0 psf; Pf=20.8 psf (Lure DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cal B; Fully Exp.; Ce=0.9; CS=1.00; C1=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Plates checked for a plus or minus 5 degree rotation about its center. 9) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 1-4.0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 12) ' 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 2-041 wide will fit between the bottom chord and any other members. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) D, AC, AD, AE, AF, AG, AH, Y. X, W, V, U, T, R. 14) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. REAk NOTES ON THIS ANO INCWOEO MITEK REFERENCE PAGE MII-T4T3,er. SIIerz020 BEFORE USE. clots. This tlesign Is basne only upon parameters shavn, end Is loran InJlNtluel buildilg rgmponenl, npr ..e. m., .,oma mo ��n .a,v ne. nnnarameters and oraoesly incoroomle lhistleslan Iola lM1eoverall and bradng of [misses and Voss systems, see fmm�oTmss%ale Institute, 2670 nenl bracing IM1e :al Building Component Crain HigMvay, Suite 203 YoNvxc iy9`[ ed�,� 54074 �A E'GISTBR� SSIIONALL�O February 18,2022 MiTek' 250 Klug Circle Corona, CA NOW Job Trus -Way, Vancouver, WA-en661, .,..,.,.,ma__._._.__.._ ---- Truss Truss Type Qty Ply SFI Holdings KI 1224713 22001892-A B02 Common 1 1 78-13 Job Reference o lional 0-2-t0 0 . ID:moZ6XbeeN28alOM9ciGCuzkVs2-ViHig2E0nXkuRSg6LA2wdA2wdVKkUeWcGggVfP3CCJZkXC2 -ib-0 63-14 12-0-0 178-2 24-0-0 258-0 1 63-14 58-2 582 6-3-14 Scale =1:43.3 4x6 = 3x6 = 3x4 = 3x4 = 3x4 = 3x6 = CJ LUMBER- BRACING- TOPCHORD 20 DF No.i&Bir BOTCHORD 2x4DFNo.1&Bir WEBS 2x4 DF Novi&Btr REACTIONS. (size) B=0 -5-e, Max Hoa 6=-84(LC 12) Max Uplift B=-220(LC 14), F=220(LC 14) Max Great B=1104(LC 2), F=1104(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (11h) or less except when shown. TOP CHORD B -C=-2001/490, C -D=-1777/457, D -E=1777/457, E -F=2001/490 BOT CHORD B -J=-34711810, H -J=-16711198, F -H=-347/1810 WEBS D -H=-91/670, E -H=-466/208, D -J=-91/670, C -J=4661208 NOTES - 1) Unbalanced roof TOPCHORD Structural wood sheathing directly applied oro -5-12 Be purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing. live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vastl=111mph; TCDL=4.2psp, BCDL=6.Opsf; h=25(1; B=45(1; L=24ft; eave=oft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C -C Exterior(2E) -1-6-0 to 1-6-0. Interior(1) 1-6-0 to 9-0-0, Exterior(21p) 9-0-0 to 15-0-0 Interior(1) 15-0-0 to 22-6-0, Exterior(2E) 22-6-0 to 25-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MINERS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL Lum DOL=1.15 Plate DOL=1.15); Pg=30.0 psf; Pf=20.8 par (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cal B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 par or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads. 6) Plates checked for a plus or minus 5 degree rotation about its center. 0,NJING 2r. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. G 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 'NNS, will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D Ib uplig at joinl(s) except B=220, F=220. 10) This truss is designed in accordancewith the 2018 International Residential Code sections R502.11.1 and R802,10.2 and referenced standard ANSI/TPI 1. AQG �F54074a W� A alSTflR GNALti�G February 18,2022 Mjwd WPRNING -VenfY design parameters and READ NOTES GNTHIS AND INCLUGEGhA1TEK REFERENCE PAGE MII-y4)3rev. 5I19120209EFORE USE. Nilsisn valid kruse onywXA Mmek®wnnectors. This design Is based Dory upon parameters shown, and is (a an individual Sending component, not s system. eefom use, IM1e bulMing designer must ven(y Ne applkabllity al design pamme(ers and propery inwryorole Nis design Inco the overall �IdWays ecuffed for slanrtlylaaand iiosprevent collapse gsh possible epersosweInjury and n property damage, For gengeneral guidance regarding the cation, storage. delivery. erection and bracing Of bosses and Suss systems, us ARSoPIi0uality n entbracing MiTek" CMerre, OSadB and Best Building Component 250 nCircle Coro corona.a, CA 928ge 0-2-10 15-98 �" 0-2-10 78-13 0-2-t0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Lid PLATES GRIP TCLL (root) 25.0plate Grip DOL 1.15 TC 0.37 Ved(LL) -OAB H -P >999 240 MT20 220/195 Snow (PF/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.41 Ved(CI) -0.19 H -P >999 180 TCDL 7.0 Rep Stress Incr YES WE 0.09 Holz(CT) 0.05 F We n/a BCLL 0.0 ' Code IRC2018/rP12014 Matrix -MS Wnd(LL) 0,06 H -P >999 360 Weight: 97 IS FT 20% BCDL 10.0 LUMBER- BRACING- TOPCHORD 20 DF No.i&Bir BOTCHORD 2x4DFNo.1&Bir WEBS 2x4 DF Novi&Btr REACTIONS. (size) B=0 -5-e, Max Hoa 6=-84(LC 12) Max Uplift B=-220(LC 14), F=220(LC 14) Max Great B=1104(LC 2), F=1104(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (11h) or less except when shown. TOP CHORD B -C=-2001/490, C -D=-1777/457, D -E=1777/457, E -F=2001/490 BOT CHORD B -J=-34711810, H -J=-16711198, F -H=-347/1810 WEBS D -H=-91/670, E -H=-466/208, D -J=-91/670, C -J=4661208 NOTES - 1) Unbalanced roof TOPCHORD Structural wood sheathing directly applied oro -5-12 Be purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing. live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vastl=111mph; TCDL=4.2psp, BCDL=6.Opsf; h=25(1; B=45(1; L=24ft; eave=oft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C -C Exterior(2E) -1-6-0 to 1-6-0. Interior(1) 1-6-0 to 9-0-0, Exterior(21p) 9-0-0 to 15-0-0 Interior(1) 15-0-0 to 22-6-0, Exterior(2E) 22-6-0 to 25-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MINERS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL Lum DOL=1.15 Plate DOL=1.15); Pg=30.0 psf; Pf=20.8 par (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cal B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 par or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads. 6) Plates checked for a plus or minus 5 degree rotation about its center. 0,NJING 2r. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. G 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 'NNS, will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D Ib uplig at joinl(s) except B=220, F=220. 10) This truss is designed in accordancewith the 2018 International Residential Code sections R502.11.1 and R802,10.2 and referenced standard ANSI/TPI 1. AQG �F54074a W� A alSTflR GNALti�G February 18,2022 Mjwd WPRNING -VenfY design parameters and READ NOTES GNTHIS AND INCLUGEGhA1TEK REFERENCE PAGE MII-y4)3rev. 5I19120209EFORE USE. Nilsisn valid kruse onywXA Mmek®wnnectors. This design Is based Dory upon parameters shown, and is (a an individual Sending component, not s system. eefom use, IM1e bulMing designer must ven(y Ne applkabllity al design pamme(ers and propery inwryorole Nis design Inco the overall �IdWays ecuffed for slanrtlylaaand iiosprevent collapse gsh possible epersosweInjury and n property damage, For gengeneral guidance regarding the cation, storage. delivery. erection and bracing Of bosses and Suss systems, us ARSoPIi0uality n entbracing MiTek" CMerre, OSadB and Best Building Component 250 nCircle Coro corona.a, CA 928ge o rNs-Way, Vancouver, WA 9154361 Truss Truss Type Q 2z4 OF No.t&Btr SFI Holdings BOTCHORD 2x4 OF No.1&Bir WEBS 2x4 DF No.1&Bir K11224714 0 01 Flat 2 1 Max Uplift D=-545(LC 8), C=545(LC 9) Max Grav D=554(LC 11), Job Reference (optional) ID:moZ6Xb8eN28alOMgciGCixzkYs2-zurhtOEfYgsl3cFJvuZ9Amtvaty_436fu3B981zkXCi 1-10-8 r i-10 8 Style=1:38.7 D c 3x8 II 5x6= Plate Offs 1 (X Y}- (C'0-3-0 0-2-12] _- LOADING (pap SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL (mol) 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.00 D >999 240 MT20 220!195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 D >999 180 TCDL 7.0 Rep Stress ]nor YES WB 0.34 Horz(CT) -0.00 C n/a n/a BCLL 0.0 Code IRC201B7rP12014 Matrix -MP Wind(LL) 0.00 D "" 360 Weight: 31 Ib FT=20% LUMBER -aRACING- FORCES. (lb) -Max. Comp./Max. Ten. -All forms TOP CHORD 2z4 OF No.t&Btr BOTCHORD 2x4 OF No.1&Bir WEBS 2x4 DF No.1&Bir REACTIONS. (size) D=Mechanical, C=Mechanical Max Hoa D=250(LC 9) Max Uplift D=-545(LC 8), C=545(LC 9) Max Grav D=554(LC 11), C=554(LC 10) 250 (Ib)or less except when shown. TOP CHORD A -D=-539/555 WEBS A -C=541/541 TOP CHORD 2-0-0 oc purlins: A -B, except end verticals. BO7 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - i) Wnd: ASCE 7-16; Vult=740mph (3 -second gust) Vasd=111 mph; TCOL=4.2psY, BCDL=6.0psf, h=25tt; B=45ft; L=240; eave=4tt; Cal. II; Exp B; Enclosetl; MWFRS (directionaq and C -C Comer(3) zone; cantilever left and fight exposed; entl vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL ASCE 7-16; Pi=25.0 par (roof LL Lum DOL=1.15 Plate DOL=1.15); Pg=30.0 psf; Pf=20.8 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cal B; Fully Exp.; Ce=0.9; Cs=1.00; C1=1.10, Lu=50-0-0 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 5 degree rotation about Its center. 5) This truss has been designed fora 10.0 psf 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 fit between the bottom chord and any other members. 7) Refer to girder(s) for buss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (It=1b) D=545, C=545. 9) This truss is designed in accordance with the 2018 International Residential Coale sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical Pullin representation aloes not depict the size or the orientation of the purlin along the top smaller bottom chord. WARNING -VenN tleslgn pam,nele,s antl READ NOTES ON TRIG ANOINL WDED MIIEK REFERENCE PAGE MII-]9I],ev. 51192828 BEFORE USE. .slan valW for usa onN with Mmeh®cannecWrs. TIAs design is basetl aAN upon pammefem shown, antl Is fM an Intlividpai Wilding component, mol 2670 xd�� 54074 oT Fc�sra¢e° SSZONALE�G February 18,2022 MiTek' 258 Klug Circle Carona, CA 928M Jab Truss Truss Type Cly Ply SFI HoItlIn9s TC 0.64 Veri(LL) -0.10 F -AC >999 240 MT20 2201195 Snow (Pf/Pg) 20.8/30.0 Lumber DOL 1.15 Kt1224715 22001892-A C01 Common Structural Gable 1 1 Horz(CT) 0.00 D n/a me BCLL 0.0 ' 018/fP12014 Code IRC2 Matrix-MP Wnd(LL) Job Reference (Regional) BCD! 10.0 LUMBER- BU Y, Vancouver, WA-aatitil, 4x6 = 4x6 = Scale =1:30.2 I� LOADING (psQ SPACING- 2-0-0 NOTES. 1) CSI. DEF!. in floc) Udeg Utl PLATES GRIP TCLL (roof) 25:0 Plate Grip DOL 1.15 TC 0.64 Veri(LL) -0.10 F -AC >999 240 MT20 2201195 Snow (Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.49 Ven(CT) -0.15 F -AC >836 180 TCLL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 D n/a me BCLL 0.0 ' 018/fP12014 Code IRC2 Matrix-MP Wnd(LL) 0.05 F -AC >999 360 Weight: 73 In FT 20% BCD! 10.0 LUMBER- BRACING. TOP CHORD 2X4 OF No.i&Bb TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.i&Btr BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 OF No. 1&Btr OTHERS 2x4 OF No.1&Bir REACTIONS. All bearings 2-11-8 except (jt=length) D=0-5-8, 3=0-3-8. (Ib)- Max form B=-111(LC 12) Max Uplift All uplift 1001b or less at joinl(s) B except D=-150(LC 14), H=-187(LC. 14), G=-206(LC 19) Max Grav All reactions 250 Ib or less at joint(s) G except B=453(LC 2), D=671(LC 20), H=551(LC 19), B=404(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 13-13=6401 50. C -D=-681/147 BOT CHORD B -H=0/464, G -H=0/464, F -G=0/464, D -F=0/464 WEBS C -F=0/264 Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vul1=140mph (3 -second gust) Vasd=111mph; TCD!=4.2psf; BCDL=6.OpsF, h=25ft; B=45tt; L=24ft; eave=4g; Cat. II; EXP B; Enctosed; MWFRS (directional) and C -C Exterior(2E) -1-6-0 to 1-8-0, Interior(1) 1-6-0 to 3-", EXterlor(2R) 3-9-0 to 9-9-0, Interior(1) 9-9-0 to 12-0-0, Exterior(2E) 12-0-0 to 15.0-0 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/FPI 1. 4) TCLL: ASCE 7-16; Pr=25.0 Pat (roof LL Lum DOL=1.15 Plate DOL=1.15); Pg=30.0 psf; Pf=20.8. psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cal B; Fully Exp.; Ce=0.9; Cs=1.00; C1=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concuffent with other live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Plates checked for a plus or minus 5 degree rotation about its center. 9) Gable studs spaced at 14-0 Go. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wgh any other live loads. 11) ' 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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) B, B except (n=lb) D=150, H=187, G=206. 13) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. WARNING - Verify design Amlo a,ac,s and READ NOTES ON THIS AND INCfUOEn MITEK REFERENCE PAGE MII-7473 rev. 5119(!020 BEFORE USE. _.--..-�i. •_. ...............a uTeu.n.........,...<ml<neanni <nw.nn mh•„nnn narwmelers shown. anC is foraniMlNEual OUlltlinO comoonenl,nM from Truss February 18,2022 MiTek' 25o Klug circle Cwana, CA 92880 Jab YO Vancouver, WA 98W1 Truss Type Gly Ply SH Holdings K11224716 1Tmss 22001892-A CO2 Common i 1 Job Reference (optional) ID:moZ6Xb8eN28alOM9ciGCixzkYs2-wGzR13Gv4S6TIwPhOJbdFByAArWAT2DZLMgGDezkXC7 4x6 = 2zA 1± Scale = 1:28.0 3x6 = 3x6 = 6-9-0 136-0 6-9-0 u_" Plate Offsets (X Y) [A70 21 0 1 81 [C:0-2-1 0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl L/d PLATES GRIP TCLL (roof) 25.0 Plate Grip DOL 1.15 TC 0.66 Ved(LL) -0.11 D -J >999 240 MT20 220/195 Snow(PI/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.16 D -J >999 180 TCDL 7.0 Rep Stress lncr YES B 0.04 Horz(CT) 0.01 C me n/a BCDL 10.0 BC0.0 ' WB IRC201STPI2014 Matrix -MP Wind(LL) 0.06 D -J >999 360 Weight: 45 lb FT 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.i&Str TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins. BOT CHORD 2x4 DF No.i&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. WEBS 2x4 DF No.i&Bir REACTIONS. (size) A=0-5-8, C=0-5-8 Max Hoa A=91 (LG 13) Max Uplift A=-88(LC 14), C=88(LC 14) Max Greer A=596(LC 18), C=596(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-730/785, B -C=730/185 BOT CHORD A -D=551535, C -D=-55/535 WEBS B-13=01325 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wintl: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111mph; TCDL=4.2psf; BCDL=6.OpsF h=2511; B=45f1; L=24fl; eeve=oft; Cat. II; Exp B; Enclosed; M WFRS (directional) and C -C Extertor(2E) 0-0-0 to 3-0-0. Interior(l) 3-0-0 to 39-0, Exledor(2R) 3-9-0 to 9-9-0. Intertor(1) 9-9-0 to 10-8-0, Exterior(2E) 10-6-0 to 13-6-0 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) TCLL: ASCE 7-16; Pr -25.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1:15); Pg=30.0 psf, Pf=20.8 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been Considered for this design. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live toad 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 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 le uplift at Jennie) A, C. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. A WARNING -Verify design Vammelem end READ NOTEG ON THIS AND INGLUOED PAITEK REFERENCE PAGE MII-]4>3 rev. 511812929 OEFORE USE. Component YPpNilPTG 2�,q[ 'dp ,� 54074 �y4 o� FcfsTaRC° �' �SSrONAL'1�1'G� February 18,2022 MiTek- 250 Mug Circle Corona, CA 92880 Job Truss Truss Type my PIY SFI HoIdinge fG0-0-0 0-4-121 K11224717 22001892-A CO3 Common Girder 1 2 SPACING- 2-0-0 CSI. DEFL. In Job Referenceo lional Well L/d PLATES GRIP TCLL (roof) 25.0 Trus -Way, VaSCSI WA -98661, 6x6 = MUS28 MU826 = en mua�o oxo- '•"""' 5x6= 58= MUS28 MUS26 Scale =1:28.3 Plat OR ets (X Y) LUMBER - BRACING- TOPCHORD IA'O 3 0 0.2 11) (E'0 3 0 0.211) (F'0-4-0 0.4-121 fG0-0-0 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loo) Well L/d PLATES GRIP TCLL (roof) 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.10 G-1 >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.74 Vert(CT) -0.16 G-1 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.41 Hoa(CT) 0.04 E me me BCL 0.0 ' Code IRC20181TP12014 Matrix -MP Wind(LL) 0.06 G-1 >999 360 Weight: 134 Re FT=20% BCDL 10.0 2x4 DF No.188tr BOT CHORD 2x6 DF 2400E 2.0E WEBS 2x4 OF No.t&Btr REACTIONS. (size) A=0-5-8, E Max Hoa A=-91(LC 35) Max Uplift A=-968(LC 12), E=834(LC 12) Max Grav A=5892(LC 2), E=5083(LC2) FORCES. (111)-Maz.Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-9511/1583, B -C=-9428/1598, C -D=-6399/1428, D -E=-8463/1413 BOT CHORD A -G=1336/8252, F -G=807/5299, E -F=-1185/7340 WEBS C -F=671/4029, D -F=-358/125, C -G=-980/5900, B -G=-007/134 TOPCHORD Structural wood sheathing directly applied ora -11-4 oc purlins. BOT CHORD Rigid wiling directly applied or 1040-0 oc bracing. NOTES - i) 2 -ply truss to be connected together with 10tl (0.131"x3") nails as follows: Top chords wnneded as follows: 2x4 - 1 row al 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 Do. Webs connected as follows: 2x4 -1 row at 0-9-0 On. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to Ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111 mph; TCDL=4.2psf; BCDL=6.Opsf,, h=25ft; 13=4511; L=24ft; eave=4ft; Cal. 11; Exp 6; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-16; Pr -25.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1:15); Pg=30.0 psf; Pf=20.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 6) Unbalanced snow loads have been Considered for this design. 7) Plates checked for a plus or minus 5 degree rotation about Its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 9)' 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift atjoint(s) except Qt=1b) A=968,E=834. 11) This truss Is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIffPI 1. 12) Use MiTek MUS26 (With 6-10d nails Into Girder & 6-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 11-5-4 to Conned truss(es) to back face of bottom chord. 13) FIII all nail holes where hanger is in Contact with lumber. pamrnzlnsantl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 ice. 5118I2020 BEFORE USE. . unesm.n..eelnre inls nmwn,s base) onN uocn oaromelers shown, and Is (Oran IntliNAual bu8tling component, net rd�,� 54074 0� as. Fcrs'raR� SIONAL� February 18,2022 MiTek' 250 Klap Circle Corona, CA 828W Job Truss Truss Type Chit Ply SFI Holdings K11224717 22001892-A CO3 Common Girder 7 2 Job Reference o lional s-WaVaWA-98661 Truy, ncouver, , 6530 s Dec 6 2021 MITek IntlusVtes, Inc. Wed Feb 1615:00:48 2022 Page 2 IB:moZ6XbBeN28alOM9ciGCixzkYs2-sf5B1119c3MBYEZ48je5Kcl Xttedxs_Epg9NGWzkXez LOAD CASES) Stantlartl 1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert A -C=-56, C -E=56, A -E=20 Concentrated Loads (Ib) Ven: G=-1263(8) N— 1263(B) 0=-1263(8) P=-1 263(B) Q= -1263(B) R=-1263(8) 5=-1263(B) A WARNING- Vorlly tleslgn paran>zlors and READ NOTEa ONTHIS AND INCLVDED MITEN REFERENCE PAGEl.111-]4>3 rev. 5/192020 BEFORE U6E. Daslgn valid lotus¢ only wHh M1ek®connemors. TIAs tlesign is basetl only upon paramelers shown, and is furan intlivMual building wmponen4 not a Wss system. Before use, lM1e ed Is to designs must vedfyllle Innis y b and of paramelers and properly Incorporate Iois design Into e overall is ahngdeslg0.d forMlndicalnd is prevent WcpmµhposOf iible peruasweband/or pordmamamage.bers Only. Additional general enern gempmeryand permanent braaing MiTek' isatrvays reaoredrorslivery, mono a (collapse headed and personal systems0ryantl property damage. Falun eralguidDSBance 9ard Held labdcallonurmanie, avaNry,emclTam bmdngofute,260 C trusssyalems Sseeuite Ad,MD2l Quality Cdleda, DSBd9 and BC5l Building Component Cor KlugCircle 2 aarefylnrorma(ion available fmm Tram Plate Institute, 2670 Cmin Hlghxay, Suge 20J WaItlod,MD20601 Corona, CA 92680 Job Truss Truss Type Qly Ply SFI Holdings K11224718 22001892-A Doi Common Supported Gable 1 1 Job Reference o pnonal) ims-Way, Vancouver, WA -98661, k1Z8 Style =1:24.7 1� „-0 D Plate Offsets (X Y) IF'0-2-0 Ed el LOADING (psp SPACING- 2-0-0 CSI. DEFL. In floc) lidefl L/d PLATES GRIP TCLL (roof) 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.01 K air 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.01 K Wr 90 TCLL 7.0 Rep Stress Incr YES WE; 0.01 Horz(CT) 0.00 J too n/a BCLL 0.0 ' Code IRC2018/TPI2014 Matrix -P Weight: 52 lb FT 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Bir TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.i&Bir BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.i&Bir REACTIONS, All bearings 11-0-0. (Ib)- Max Harz B=-95(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) B, Jr P, Q, M, L Max Grav All reactions 250 Ib or less al joint(s) B. J. O, P, Q, N, M, L 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 7-16; Vul1=140mph (3 -second gust) Vasd=l l lmph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C -C Corner(3E) -1-6-0 to 1-6-0, Exterior(214) 1-6-0 to 2-6-0, Comer(3R) 2-6-0 to 8-6-0, Exterior(2N) 8-6-0 to 9-6-0. Comer(3E) 9-6-0 to 12-6-0 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 ANSI7TPI 1. 4) TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=7.15 Plate DOL=1.15); Pg=30.0 psf, Pf=20.8 psf (Lure DOL=7.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 par on overhangs n -concurrent with other live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. OWNG 2'• 8) Plates checked for a plus or minus 5 degree rotation about Its center. O 9) Gable requires continuous bottom chord bearing. �Q 4 WABgwO� 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrenl with any other live loads. F„ 12) ' 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 5 �' Will fit between the bottom chord and any other members. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, J, P, Q, M, L. 14) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and 'd 54074 a' referenced standard ANSIRPI 7.'POS cisTaF� rstONALG February 18,2022 READ EIOtE$ON THIS MIO INClUCEO MITEK REFERENCE PAGE MII-]d]3,ev.5lISrz0208EFORE USE. �� clots. Thistleslgn is based only upon pammelers shown, antl is for an IndirAual builtling component, nIX gnermusl verify Ne applicaEllAy of tlesign paramelam entl propetlyincoryorale NIs tlesign into IM1e overall :nl Hapse with possible personal an property rtydamage. Atltlnienal ledainxr aMing the enl Erasing MiTek' sit ofmosses and injury and propeMtlaoiage. Fahey emlual DSB 9andSNe acing oflmssesandlrusssy�temsesee nK min 5I Duality CAlede, DSBd9 and SCSI Builtlin9 Component 250 Klug Circle ..,.., .,.,.... q,. -.n r.a... u... �.. _ ��xo onawnia„a t Corona, CA 02880 Job fres -Way, Vancouver. WA- Truss Truss Type Cly Ply SFI Holdings K11224719 22001892-A 002 Common 1 1 Job Reference (optional) 98661, o.alO a vas o zkYs ,-o2CyQ8gcv. . gZP 7_ E.. ... _ . ID:moZ6Xb8eN28alOM9ciGCu11-0-0 o2CyeRJCBgcvnXjSFegZP17vESwJ 1PsLXG 2-6-0 eULPzkXBx -1-6-0 5$0 11--0 1Z nu 1fi-0 5S-0 54i-0 1$0 GSZIe Swie=1:24.7 I¢ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Utlefl L/d PLATES GRIP TCLL (roof) 25.0 Plate Grip DOL 1.15 TC 0.40 Verl(LL) -0.05 F -I. >999 240 MT20 2201195 Snow (Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.07 F -I >999 180 TCLL 7.0 Rep Stress Incf YES WEI 0.03 Horz(CT) 0.00 D me n/a BCLL 0.0 ' Code IRC2018TFP12014 Matrix -MP Wlnd(LL) -0.02 F -I >999 360 Weight: 41 Ib FT 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Bit TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 OF No.1&BIr BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. WEBS 2x4 OF No.1&Btr REACTIONS. (size) B=0-5-8, D=0-5-8 Max Hom B=95(LC 13) Max Uplift B=-135(LC 14), D=-135(LC 14) Max Grant B=606(LC 19), D=606(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD B -C=-594/143, C -D=594/143 BOT CHORD B -F=0/405, D -F=0/405 WEBS C -F=0/258 NOTES - 1) Unhafancetl roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=140mph (3-secontl gust) Vasd=111mph; TCOL=4.2psf; BCDL=6.OpsF, h=25R; B=45R; L=24R; save=4R; Cat. II; Exp B; Enclosed; MWFRS (directional) and C -C Exterloa2E)-1-6-0 to 1-6-0, Interior(1)1-6A to 2-6-0, Extanor(2R) 2-6-0 to 8-6-0, Interior(1) 8-6-0 to 9-6-0, Exterior(2E) 9-6-0 to 12-6-0 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) TCLL ASCE 7-16; Pr=25.0 psf (roof LL Lum DOL=1.15 Plate DOL=1.15); Pg=30.0 psf, Pf=20.8 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cal B; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non concurrent with other live loads. 6) Plates checked for a plus or minus 5 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) B=135, D=135. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfrP1 1. A WMNING - Venfy 4esien pa,amela,s antl READ NOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE MII>4]3 rev. 5118120]0 BEFORE USE. pesign valid for ase antywM MTek®connectors. This tleslgn is basetl anty upon Faramelers sM1own, antl is Foran IMIVMusI buiMingromponenl, not s wss syslem. aerore use, the bulNing tlesgner must venythe appliwbil0yof tlesign parameters antl proDeM ipcoryorate Nis tlesibn into 1M1e overall ANSIRP114uellty Cdleria,DS&09 and BCSl Building Component 203 Waltlod, MD 20601 7�'pGNiING 2j�t �, vtCISTEK" SIGNAL February 18,2022 MiTek' 250 Kiug Circle corona. CA 82080 Job illus-Wey, Vancouver, WA 98631 a ci 2021 8oN2 lOM 2-0-0 Truss Type 11 Ply SFI Holdings Rep Stress lncr YES Code IRC201RTP12014 0.00 I Nr K71224720 ITmss 22001892-A E01 Common Supported Gable 1 1 90 WB 0.03 Hoa(CT) 0.00 H Wa Job Reference (optional)6.530 Max Uplift All uplift 100 Ib or less al joim(s) B, H, L, M, J Max Grav All reactions 250 In or less at joint(s) H, L, K except B=265(LC wa, 2- n,mKLn a, a _y f8 s - ---- . -- _ . ID:moZ6XbeeN28alOM9ciGCixzkYs2-GEmKLnK2v_kIPhIFpsBoyEfepsLl6JggVe011rzkXBw -1E-0 59-0 10-0-0 11-0-0 1-0-0 5-0-0 5-0O 1-0-0 3X4 = LOADING (psf) TCLL (root) 25.0 Snow (Pf/Pg) 20.8130.0 TCDL 7.0 BCLL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC201RTP12014 CSI. GRIP OEFL. in (IOC) Iltldft L/d TC 0.15 Vert(LL) 0.00 I Nr 120 BC 0.04 VergCT) 0.00 1 Nr 90 WB 0.03 Hoa(CT) 0.00 H Wa n/a Matrix -P Scale=1:23.6 Ia PLATES GRIP MT20 220/195 WeIgh:4416 FT=20% LUMBER- (Ib) -Max. Camp./Max. BRACING - TOP CHORD 2x4 OF No.1&etr WEBS TOP CHORD Structural woad sheathing directly applied or 6-0-.0 oc purlins. BOTCHORD 2x4 OF No. i&Btr BOTCHORD Rigid ceiling directly applied or 6-0-0 OC bracing. OTHERS 2x4 OF No. 1&Bir REACTIONS. All bearings 10.0-0. (lb)- Max Hoa B=86(LC 13) Max Uplift All uplift 100 Ib or less al joim(s) B, H, L, M, J Max Grav All reactions 250 In or less at joint(s) H, L, K except B=265(LC 19), M=304(LC 19), J=331(LC 20) FORCES. (Ib) -Max. Camp./Max. Tan. -All farces 250 (Ib) or less except when shown. WEBS G -J=269/224 NOTES - 1) Un6alancetl roof live loatls have been considered for this design. 2) Wlnd: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111mph; TCDL=4.2psf; BCDL=6.Opsf h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C -C Corner(3E) -1-6-0 to 1-6-0, Exterior(2N) 1-6-0 to 2-0-0. Comer(3R) 2-0-0 to 8-0-0, Corner(3E) 8-0-0 to 1 t-0-0 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 ANSIrrPI 1. 4) TCLL ASCE 7-16; Pr=25.0 psf (roof LL: Lura DOL=1.15 Plate DOL=1:15); Pg=30.0 psf; Pf=20.8 psf (Lure DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cal B; Fully Exp.; Ce=0.9; Cs=1.00; C1=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non -concurrent with other live loads. 7) All plates are 2x4 MT20 unless otherwise Indicated. 8) Plates checked for a plus or minus 5 degree rotation about its center. 9) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 1-4-0 Co. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) ' 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 rd between the bottom chord and any other members. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at jolnl(s) B, H, L, M, J. 14) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. RFAD NOTEe ON TMBAND INCLUDED fAITEK ftEFERENLE PAGE M11]4]a rev. LIN2020 BEFORE USE. building Cesign. Bmdng intllcaletl Is to prevent tackling of intlmtluxl Imss web antlkr<M1orO members unFy. AEtlillonel temporary antl permanent bracing s aM1vays requiratl lar siablltly antl to prevent collapsewM posslnle personal Injury antl prepeny tlamage. Forganerel guitlaxe re9artling IM1e fabdgallon, atoraga, tlelivery, erection antl bracing of Imsses ON Voss systems, see ANSU]PI1 Quality CnteRa, D5949 and aC51 Building G r pM1NG 2y9�[ O Fl3iS1'BRE� d^,t *StONALL� February 18,2022 MiTek' 2W Klug Grote Corona, CA 828M Job DU Truss Truss Type Dly Ply SFI Holdings K11224]21 22001 B92 -A E02 Common Girder 1 ar L Job Reference o lional s -Way, Vancouver, WA -98661, ID:moZ6XbeeN28alOM9ciGCixzkVs2 -kDKiZ7Lg6scl rtrNZii VSCH3Gntijgkl7bPHzkXBv 4xfi = Scale=1:20.9 LOADING (lost) SPACING- 2-I}0 CSI. DEFL. In (loo) Utlefl Ud PLATES GRIP TOLL (roof) 25.0 Plate Grip DOL 1.15 TC 0.31 Veri(LL) -0.05 D -F >999 240 MT20 2201195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 7.15 BC 0.54 Veri(CT) -0,09 DI >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.30 H0rz(CT) 0.02 C me HIS BOLL 0.0 BCDL 10.0 Code IRC2018/TPI2014 Matr&-MP Wnd(LL) 0.04 DI >999 360 Weight: 82 lb FT 200A LUMBER- BRACING - TOP CHORD 2x4 OF No.i&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 ec purlins. BOT CHORD 2x6 OF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF NO.1&Blf REACTIONS. (size) A=0-58, C=0-5-8 Max Harz A=68(LC 36) Max Uplift A=-535(LC 12), C=524(LC 12) Max Gray A=3267(LC 2), C=3197(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-4646/775, B -C=4647/775 BOTCHORD A -D=-605/3982, C -D=605/3982 WEBS B -D=-673/4302 NOTES. 1) 2 -ply truss to be Connected together with 10d (0.131'1 nails as follows: Tap chords Connected as follows: 2x4 -1 raw at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 or. Webs connected as follows: 2x4 - J row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111 mph; TCDL=4.2psf; BCDL=6.0psf; IrI B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 01AW13 Zj - 5) TOLL: ASCE 7-16; Pr -25.0 lost (roof LL Lum DOL=1.15 Plate DOL=1.15); Pg=30.0 par; Pf=20.8 psf (Lure DOL=1.15 Plate O DOL=1.15); Is=1,0; Rough Cal 6; Fully Exp,; Ce=0.9; CS=1.00; Ct=1.10 �Q 4 WA3p„G� 6) Unbalanced snow loads have been considered for this design. 7) Plates checked for a plus or minus 5 degree rotation about Its center. 14 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. 9) `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 chard and any other members. 10) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=1b) 540740 xk A=535, C=524. ��„;s_ �FGj$'j'g4T'� 11) This truss is designed in accordance with the 2018 International Residential Code sections R50211.1 and R802.10.2 entl . Q. referenced standard ANSVTPl 1. SSIDNAL � 12) Use MITek MUS26 (WN 6-10d nails into Girder & 6 -toff nails into Truss) or equivalent spaced at 2-0-0oc max. starting at 1-11-4 from the left end to 7-11-4 to connect trusses) to back face of bottom chord. 13) Fill all nail holes where hanger is in Contact with lumber. February 18,2022 PER READ NOTEa ON THIS NJU INCWOEn MITEK REFERENCE PAGE A111-]a]a lay. SI1920208EfORE USE. �� loanis ra, deal In Is based only upon parameters shown, and Is furan intlivitlugtling al bucomponent, nor goer must verity Ne epplicabllxy ortlesign parameters entl prapady incamorete 9,Is tleslgn Into Ne overall =.nl basewih possible ssiblpersonal an porpmembes n For rgeniral temporary mdpgfire nt bracing MiTek' cuing ofImsses andtrss sone s, SOS tlprapedytlamaga. Forgeneritria$DSOance regarding Ne acin9orimssasentltloss systems, nd mn9I1�0uality Cdleda, OBB-B9 and aC5l Bulltllna Component 250 sling Circle _.,...,.. na7,.�A.. u. �., c1.noona wAiB� Mnf r Corona, CA 92880 Job 6,53 Truss Truss Type Dry PIY SFI Hollings K11224721 22001892-A E02 Common Girder 1 Jab Reference o licnal Trus -Way, Vancouver, WA -98661, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pip Vert: A-13=-56, B -C=-56, A -C=20 Concentrated Loads (lb) Vert: 1=-1263(B) J= -1263(B) K=-1263(8) L= -1263(B) ID:moZ6XbeeN2BalOM9ciGClxzkYs2 �kGKiZ7LgflselNrNZi1VSCH3GZhtijgkl7bPHzk%Bv M1 MR¢k®conneGo soThis d sign ¢ b setl only uponDpmaroAmeletsshownEantl Is for en irxllWtlual hulldi^gowmponenfEnol E IM1e buli4ing tlesigne Imusl verity' iriduall�imssl web anWar cphord members epnrN.eAtldXi¢nal lemporadesl'gmn Isla IM1e of brelcin n.Ten i�i„�.a��n�euinn or a rya Peu^ 9 and prapedy damage. 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BP01 g 0aza kma h 2wMbO -00-00 -oo-o2\OQ 00�9 03 2 v o AE01 i-0,00 01 I$ d, $ $ D02 A D01 3-0600 2-0600 11-0600 &0600 160"a TOTAL TRUSSES: 30 SF ROOF AREA: CUSTOMER: PARR LUMBER TACOMA PITCH: 5,7/12 JOB NAME: SFI Holdings OVERHANGS: 1' - 6" (360)750-1470 Vancouver (5o3)2a5-2615 Poruand PLAN: LOADING: 25-7-10 (360)150-1493Fax JOB NUMBER: 22001892 WIND SPEED: 140 TRUS-WAY 3001 E68thSYTdIFree 3901 over, 986 SALESMAN GREG MARTIN BUILDING EXP: B WwW.vaueWA%e0M Vancouver, WA 96661