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BRES2019-0008 Truss Calcs
Budding Materials and Construction Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 BUILDING CODE COMPLIANCE REVIEW THIS SET OF PLANS AND SPECIFICATIONS HAVE BEEN REVIEWED FOR COMPLIANCE WITH THE LOCALLY -ADOPTED CODES RELATED TO THIS PROJ1 Cj:a3Z,ATED SCOPE OF WORK. BY:{' DATE: �+ [_kVI WEST C01MULTING GROUP c��-r-JCL=- CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DACE BY.._ RECEIVED MAR 0 7 2019 14� INTERWEST CONSULTING GROUP MAR 0 6 2019 'O W5 Z10R ` coc �5 Lenox Residence 77-66o Calle Potrero, La Quinta, Ca. 02-20-201 A f segr ZND se trusses are designed as ina dual building components to be rporated inta the building design at the sprciRcation Of the building finer. See individual design sheets for each truss design identified ❑n ROOM �Iacement dra„ing. The building designer is responsible for temporary petmanent bracing of the roof and floor system and for rhe overall .tum. The design of the tru6s support structure including headers, as, stalls, and erdumns is the responsibility of the ltuiiding designrr. n general gu idunce raga rd ing bracing, consult'B rating of Wood Trusses"it able from the Tms" Plate Institute' Bu�jdjn Materials3 D'Onifrin Dri+•r?�Sadisnn, WI 53174 _ 9 and 1P 6 o i LENOX RESIDECE Builder/ Developer: . N INDIO TRUSS 45-491 GOLF CENTER PKWY Address INDIO, CA. 92201 T. (76o) 347-3332 77-66o CALLS POTRERO F. (760)347.0202 - i LA QUINTA, CA. 92253 Designer: A. GERARDO Date : Oz/15/19 — i MiTek MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: LENOX RESIDENCE The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by BMC -Indio, CA. Pages or sheets covered by this seal: R57140378 thru R57140409 My license renewal date for the state of California is March 31, 2020. T�a�as�y C 75435 m EXP. 03/31/2020 February 19,2019 Teodosescu, Eduard 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 ANSI/TPI-1, Chapter 2. Job [10:tl_3.8 Q�3.Oj�[15:0•&9,0� Truss Type SPACING- 2-0-0 y DEFL. in (foc) I/defl L/d PLATES GRIP rilk Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a n/a 999 R57140378I-ENOXRESIDENCE TCDL 14.0 GABLE 10ty 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(CT) -0.00 12 n/a n/a BCDL 10.0 .Job Reference (optional) t3MLi(In0ro, CA), Indio, CA -922U1, 8.2ZO S Nov 15 2018 MiTek Industries, Inc. Mon Feb 18 15:26:11 2019 Page 1 I D:D9ypUhwtPX4Egz9_ep6zbnztL3j-WnMs4rafFzLol8JD2a9ib2T48JV5cf23JUzWz_zjseA 9-11-0 3x10 II 7x10 = g_1 6x8 = 300 II Scale = 1:1&1 PIa1e Offsets fX,Y}- [10:tl_3.8 Q�3.Oj�[15:0•&9,0� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(CT) -0.00 12 n/a n/a BCDL 10.0 Code IBC2015rrPI2014 Matrix -R Weight: 51 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Std G 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 16-17: 2x4 DF 180OF 1,6E G or 2x4 DF No.1 &Btr G OTHERS 2x4 DF Std G REACTIONS. All bearings 9-11-0. (lb) - Max Horz 16=119(LC 34) Max Uplift All uplift 100 Ib or less at joint(s) except 16=-141 O(LC 27), 9=-1083(LC 30), 15=-1364(LC 30), 10=-1090(LC 27) Max Grav All reactions 250 Ib or less at joint(s) 14, 13, 12, 11 except 16=1474(LC 34), 9=1171(LC 31), 15=1537(LC 31), 10=1326(LC 34) RCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. _)P CHORD 1-16=-1416/1356, 1-2=-933/929, 2-3=-696/691, 3-4=-428/427, 5-6=-4251432, 6-7=-691/700, 7-8=-1044/1055, 8-9=-112611098 BOT CHORD 15-16=-323/291, 14-15=-737/723, 13-14=-4441456, 11-12=-444/456, 10-11=-737/722, 9-10=-347/353 WEBS 1-15=-1597/1639, 8-10=-1517/1485 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; Pr.. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 ANSUTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent 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 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1410 Ib uplift at joint 16, 1083 Ib uplift at joint 9, 1364 Ib uplift at joint 15 and 1090 Ib uplift at joint 10. 12) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-11-0 for 200.0 plL e�pFESSI JE Dn fi GV W LU C 75435 VR EXP. 03/31/2020 J February 19,2019 ®WARNING • Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIO -7473 rev. 10103,12015 BEFORE 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 buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlorchord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N_ Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Job Trtlsa: ILENOX RESIDENCE .014 BMC (Indio, CA), Indio, CA - 92201, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-118, 9-16=-20 R57140378 Reference 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 18 15:26:12 2019 Page 2 ID: D9ypUhvAPX4Egz9_ep6zbnztL3j-?zwEHBbHOHTfNluPcHgx7GOFujgKL6HCY8i3VRzjse9 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/f quality Criteria, OSB -89 and BCSI Building Component MiTek USA, Inc Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 400 Sunrise Avenue, Suite 270 Type Indio, CA- 92201, 4x4 = R57140379 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 18 15:26:12 2019 Page 1 ID:D9ypUhv4Px4Eg29 8p6zbnzU.3k?zwEHBLIiOHTINIuPcHgx7C-0J8jn7LA1CY813VRzjse9 10.4.8 2.6-0 3x6 11 3x6 Scale = 1:19.4 ----- 1 ' 64.8 2�&0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0,08 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.12 6-7 >990 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0,01 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -R Weight: 44 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G WEBS 2x4 DF Std G "Except* BOT CHORD 8-9: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 8=443/0-3-8,5=44310-5-8 Max Horz 8=119(LC 9) Max Uplift 8=-204(LC 8), 5=-172(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-537/606, 1-2=-494/499, 2-3=-504/508, 34=-501/513, 4-5=-411/420 BOT CHORD 6-7=-533/498 WEBS 1-7=-940/909, 3-0=-337/229, 4-0=-680/630, 2-7=-540/389 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. �TES- Wind: ASCE 7-10; VUIt=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat, II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 Ib uplift at joint 8 and 172 Ib uplift at joint 5. February 19,2019 ®WARNING- Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10,103.2095 BEFORE USE. aetipn valid far VM only wilh MTekd9 cerno m Ti d& design I5 Laced only uPtm PemnMteox Shown, and is Tor no individual building wmpwrenL not a #rlss syst(m. Wwff usa, the hvl7Eing daatgMr moat W111Y the apptlr "ldy dl challis pmanlawrs and properly incor"olo Via des" into the nvam0 bullding dexbpn- Hrecir U indimted Is 10 ntdvant budding of wayulual Irusa web fendkr c)wd-embof$ orgy, Add bona) rempwary and Pemmnonl boxing MiTek' is always fe0uired for slahlllly and to prm.ml rnVdpBu with possible personal irgury and prgw" rlomnge. For grnofat gurdaneo regarding the M [ fabeleatlon, raorrga' 400%". Vocllnn and bracing of tmsa6 and bu53 syzlufns, soot ANSNrPIi auaAry Crhnrta, DSA -67 and &CSI SuNdMg Component MiTek USA, Inc Sofcry IalurnvfAvn m0dehlo rmm Trust Plate ioSl'Aule, 218 N. Leu Slrgel, 5uile 312, Aldxaildria, VA22314, 400 Sunrise Avenue, Suite 270 BMC (Indio, 4x6 Type R57140380 Indio, CA - 92201, &220 s Ntry 16 2018 MiTek Industries, Inc. Mon Feb 18 15:26:13 2019 Page 1 ID:D9ypUhvAPX4Egz9_ep6zbnztL3j-T9UcVXbvnabW STcA?BAgT-YRm76t4WjMnoScltzjse8 I— 7.2-10 10-4-8 7•x-10. 31-14 7x10 = Scale = 1:19,4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 TCDL 14.0 Lumber DOL 1.25 BC 0.34 BCLL 0.0 Rep Stress Incr NO WB 0.81 BCDL 10.0 Code IBC20151TPI2014 Matrix -R LUMBER - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G WEBS 2x4 DF Std G "Except` 6-7: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 6=443/0-3-8,4=443/0-5-8 Max Horz 6=119(LC 30) Max Uplift 6=-683(LC 27), 4=-599(LC 28) Max Grav 6=738(LC 46), 4=668(LC 47) FORCES. (lb) -Max, Comp,lMax. Ten. -.Alt forces 250 (lb) or less ext:ept when shown. TOP CHORD 1-6=-74r;1699.1-2=-223312387,2-3=-1113/1337,3-4=741/837 „')T CHORD 5-6=-2066/1859, 4-5=-784/777 BS 1-5=-2059/2111, 2-5=-405/268, 3-5=-1591/1402 3x6 II 3• DEFL. in (roc) I/deft L/d PLATES GRIP Vert(LL) 0.09 5-6 >999 360 MT20 220/195 Vert(CT) -0.14 5-6 >872 240 Horz(CT) -0.01 4 n/a n/a Weight: 50 Ib FT = 207 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-2 OC purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-13 oc bracing. WEBS 1 Row at midpt 1-5 I� NOTES - 1) Wind; ASCE 7-10; Vult=110rnph 13 -second gust) Vasd=87mph; TCDL=8.4psf; SCDL=6.0psf; h=25ft; Cat. II; Exp C; Pr. Enclosed; MWFR8 (envelope) gable end zone and C -C Exterior(2)zone; cant})ever left and right exposed: end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate facing reduction of 20% has been applied for the green lumber members. 6) Provide mechanical Connection (by olhers) of truss to bearing plate capable of withstanding 683 Ib uplift at joint 6 and 599 Ib uplift at joint 4. 7) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag ??,OFESS/p,�� loads along bottom chord from "-0 to 10-4-8 for 250,0 plf. {rQ�O j E ODO Fy Uu Q C 75435 0 EXP 030020 • `�OF CALIF February 19,2019 A WARNWNG - Vcrrry do%4M prramcram and READ NO rl s ON 700 A119 WCLUDEO WTEfr REFFRENCF PACE 8rrr•7<7] M" lal6 r2o 13 BEFORE USE. DOS19n vend for upp only wish Wakfl eorrnodt . Thlu dpsiprl is Wised Only upon Pa rneium Stvnvn, and is for an mdmdum In kutg compondnl, not �_ A VM syslom. 8otom usa, Ihn bu4datg desoor must vmify trio npokamera bitity of do5o paraeland Proporty dmwperm o Ihia daslgn Info Itlo overatr buMbil deelpn. BraNrq Indicated h b Prevent puck{mq o} IrrdWldugl Inas web nndlor drord mpmbera only. Adai6onr9 remporofyand pGmaadnt mating 11 N:7�I� is a6" mqulrod I" SWN1 ty and to P ffm coltapso with Possible porSOrral kyury and Propdny damugo. For ganarai quldance regardIYf regarding tW I 1 lA Ia xlwtlen, alwage, dolivery, eroOm nod bradng df Irlrsxes arw Irvss Systems, sas ANSYMI Quetay C6tii1a, BSO.a)9 and BCSf awnd1ng ca nponenr MiTek USA, Inc. SdOlY hiro"mHon nvalhl fe from Tnns Plain bubtute, 218 N. Leo swept, Suire3l2, Altymodrfe. VA 22314. 400 Sunrise Avenue, Suite 270 Job Truss fuss Type Oty Illy Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 857140381 ILENOX_RESIDENCE A01E pitch 1 1 Code IBC2015rTP12014 Weight: 93 Ib FT = 20% BRACING - lob Reference o lional t3MC (Indio, CA); Indio, CA - 92201, 8 220 s NoV16 2018 MiTek Industries, Inc. Mon Feb 18 1526:14 2019 Page 1 ID: D9ypUhMPX4 Egz9_ep6zbnztL3j-xL2_itcXYujNcb2ojiiPCh5alWR3p_OVOSBAaJzjse7 7-2.10 132.40 20.1-0 0 7-2-10 84:0 6-10-6 0. Scale = 1:34.0 7x10 = 0,25 12 10 6 4x6 5x8 = 7x10 = 4x6 II 7-2-10 Plate.Offsefs LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2015rTP12014 LUMBER - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G WEBS 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 7=905/Mechanical, 10=867/0-3-8 Max Horz 10=214(LC 29) Max Uplift 7=-699(LC 28), 10=-796(LC 27) Max Grav 7=905(LC 1), 10=909(LC 46) 20-1-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.65 Vert(LL) 0.24 8-9 >999 360 MT20 220/195 BC 0.41 Vert(CT) -0.42 8-9 >571 240 WB 0.74 Horz(CT) 0.04 7 n/a n/a Matrix -R Weight: 93 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 1 Row at midpt 4-8.1-9 FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3275/3392, 2-3=-2919/2984, 3-4=-2637/2713, 4-7=-924/889, 1-10=-1014/947 BOT CHORD 9-10=-1658/1502,8-9=-2745/2622,7-8=-1516/1516 ' `IEBS 2-9=-653/572, 2-8=-1418/1477, 3-8=-425/208, 4-8=-2702/2629,1-9=-3055/3088 jTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8,4psf; BCDL=6.Opsf; h=25ft; CaL II; Exp C; Pf. Enclosed; MWFRS (envelope) interior zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding, 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ft between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 699 Ib uplift at joint 7 and 796 Ib uplift at joint 10. 8) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-3-0 for 200.0 plf, p�pF�SSrp�d T�111 Y w C 75435 * fEXP.03/31x2020 February 19,2019 ®WARNING - VMly design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10;0312015 BEFORE USE k 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall TQIi' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n tabricallon, eldrBga, dCBvery, ereallon and bracing of trusses 11W Iruas sysletm, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc Salrery fnla111maWn available from Truss Plate Institute, 218 N. iae Street. SuIW 312, Alexandria, VA 22314. 400 Sunrise Avenue,Suite 270 7CA 9SMI JobP'. ss Truss Type Qty Ply TCDL 14.0 Lumber DOL 1.25 BC 0-41 BCLL 0.0 Rep Stress Incr NO WB 0.83 BCDL 10.0 Code IBC2015/TPI2014 R57140382 ILENOX-RESIDENCE 1F Monopitch 10 1 BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G BRACING - WEBS 2x4 DF Std G 'Except' TOP CHORD 4-7,10-11: 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G ,lob Reference (optional) BMC (Indio, CA), India; GA • 92$01, 8320 a NdV 16 2018 MiTek Industries, Inc. Mon Feb 18 15:26:15 2019 Pagel ID:D9ypUhwlPX4Egz9_ep6zbnzlL3j-PYcMvDd9JCsEEld HODeluep9wnFYQweE6xj6m4se6 132.10, 70-1.0 20 0 7-2-10 6.0-0 .. 6-106 4 7x10 = 0.25 12 Scale = 1:34.0 10 . 6 4x6 II 4x12 - 7x10 = 4x6 II 10 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 TCDL 14.0 Lumber DOL 1.25 BC 0-41 BCLL 0.0 Rep Stress Incr NO WB 0.83 BCDL 10.0 Code IBC2015/TPI2014 Matrix -R LUMBER - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &BIT G BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G BRACING - WEBS 2x4 DF Std G 'Except' TOP CHORD 4-7,10-11: 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) 0.22 8-9 >999 360 MT20 220/195 Vert(CT) -0.44 8-9 >545 240 TOP CHORD 1-2=-2305/1773,2-3=-2090/1574, 3-4=-2083/1578,4-7=-818/555, 1-10=-803/545 Horz(CT) 0.04 7 n/a n/a '11EBS 2-9=-361/188.3-8=-424/199,4-8=-1529/1998,1-9=-1558/2030 Weight: 93 Ib FT = 20% BRACING - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr,. Enclosed; TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc puriins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 4-10-14 oc bracing: 8-9. WEBS 1 Row at midpt 4-8,1-9 REACTIONS. (Ib/size) 7=905/Mechanical, 10=867/0-3-8 Max Horz 10=121(LC 9) Max Uplift 7=-361 (LC 8), 10=-375(LC 8) FORCES. (lb) -Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2305/1773,2-3=-2090/1574, 3-4=-2083/1578,4-7=-818/555, 1-10=-803/545 BOT CHORD 9-10=-385/326,8-9=-1804/2300 '11EBS 2-9=-361/188.3-8=-424/199,4-8=-1529/1998,1-9=-1558/2030 jTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr,. Enclosed; MWFRS (envelope) interior zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 Ib uplift at joint 7 and 375 Ib uplift at joint 10. ae�o�Ess�o�� -TE00����� C 75435 1 Im LU cc EXP. 03/31/2020 February 19,2019 ®WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10.03/2015 BEFORE USE Design valid for use only with MiTek® conneclors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the aI rrrt I [TALCit' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AA181frP11 Quality Criferia, DSB-89 and SCSI Building Component MiTek USA, Inc Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suilis 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type oty IPly in (loc) Ildefl L/d TCLL 20.0 R57140383 I-ENOX RESIDENCE A01G GABLE 1 1 999 TCDL 14.0 Lumber DOL 1.25 Job Reference (optional) BMC (Indio, CA), Indio, CA - 92201, 0.25 12 5x6 8.220 s Nov 16 2018 MITek Industries, Inc. Mon Feb 18 1526:17 2019 Page 1 ID:D9ypUhwtPX4Egz9_ep6zbnztL3j-Lwj7KveQgp6xT3mNPrG6gJj57kYJOJ9xiQQgBezjse4 Scale = 1:34.6 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x10 117x10 = 3x10 II 7x10 = 5x6 = 700 = 7x10 = 3x10 II 20-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) n/a n/a 999 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) -0.00 24 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -R WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF ND..1 &Btr G TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G WEBS 2x4 DF Std G `Except' BOT CHORD 32-33: 2x4 DF 180OF 1.6E G or 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G REACTIONS. All bearings 20-3-0. (lb) - Max Herz 32=127(LC 34) Max Uplift All uplift 100 Ib or less at joint(s) 30, 29, 25, 24, 20, 19 except 17=-1267(LC 30), 31=-1571(LC 30), 28=-117(LC 27), 27=-1550(LC 27), 26=-1559(LC 36), 23=-1 20(LC 27),22=-1396(LC 27), 21 =-1 432(LC 36), 18=-1326(LC 27), 32=-1573(LC 27) Max Grav All reactions 250 Ib or less at joint(s) 30, 29, 28, 25, 24, 23, 20, 19 except 17=1281(LC 47), 31=1597(LC 31), 27=1596(LC 34), 26=1587(LC 31), 22=1439(LC 34), 21=1459(LC 47), 18=1375(LC 34), 32=1601(LC 34) FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1037/1028, 2-3=-800/792, 3-4=-510/527, 4-5=-265/261, 5-6=-338/337, 6-7=-884/880, 7-8=-619/617, 8-9=-325/340,10-11=-501/504, 11-12=-517/511, 12-13=-253/246, 13-14=-334/330, 14-15=-601/598, 15-16=-887/886, 16-17=-1236/1241, 1-32=-1525/1512 BOT CHORD 31-32=-312/279, 30-31=-833/815, 29-30=-540/548, 28-29=-300/282, 27-28=-375/357, 26-27=-642/624, 25-26=-643/631, 24-25=-377/364, 23-24=-261/248, 22-23=-537/524, 21-22=-828/815, 20-21=-277/268, 19-20=-334/351, 18-19=-627/618, 17-18=-288/282 WEBS 6-27=-1574/1566, 11-22=-1433/1412, 1-31=-1735/1778, 6-26=-2016/2039, 16-18=-1500/1494,11-21=-1804/1819 PLATES GRIP MT20 220/195 Weight: 103 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. pRC)FESS10 NOTES- 1) Wind: ASCE 7-10; Vult=11 Omph Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; �r�a 'TEOD `t(� QS� (3 -second gust) Cat. Il; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed; h porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 a C 75435 �+ 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 LU LU Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. EXP. 03/31/2020 3) Provide adequate drainage to prevent water ponding. k �k 4) All plates are 1.5x4 MT20 unless otherwise indicated, 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). OF CAW 7) Gable studs spaced at 1A-0 oc. 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` February 19,2019 9) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a raclangle 3-6-0 tall by 1-0-0 wide ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEN REFERENCE PAGE M11.7473 rev. 10,0312015 BEFORE 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 wt a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc„ Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suile 270 b Truss Tlvss.Type I:)ty Ply 857140383 LENAJC RESIpENCE n:OsG GABLE 1 1 ..... __. .Job Reference o tional BMC (Indio, CA), Indio. CA - 92201. 8.220 s Nav 78 2038 MiTek Induslr6es. InG Mon F& 18 15:26:18 2019 Ps 2 NOTES- Ia D`3ypChMPX4Egx9ep8zbnztL3jp7FWFft7EOrDLZyYnLNXigGt8tYtmO5w49N)4*e3 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 30, 29, 25, 24, 20, 19 except (jt=lb) 17=1267, 31=1571, 28=117,27=1550,26=1559,23=120,22=1396,21=1432,18=1326,32=1573. 12) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from M-0 to 20-3-0 for 200.0 plf. WARNING - Verify design paremefers and READ NOTES ON THIS A ND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Dastgn vnbd for use oNy wlln MiTek40 rminrrctnrs,'Mi6 dimign is bawd arty updd Palwnwtwa Shn , and Is taf m, mcivOual budding rornponon{ orA a !roue syatam. 8e10re use, rho huildrrfg darwtrwr musl vorify the aWTicahility cl dasign ppf�ioM nod properly Inoofporalo IMs dostgn iiilo The nVbMM WItdng doslgn. Bmwip indicated Is Ia pmvant lnxklrng of individual Was WeRk. Mldr i;" Vmvrr twM mty. Addilmal ldrnporary and K-01re nt hru.rq Is dlwaya roquirnd tw Alrbildy efvv rrd W paa psa WMawllh pnssrltia paMMM9 injury rapdd end Py damagfr_ For gawfal guidnoce tC{lardinNiFTe i.' g Iho 1r` 1 R lnhrication, atwaVo, delivery, aroCbjan Ind hforJrg fr<tnfsses and trosa tris, St ANSt7R1! 4uft01y Cataria, DSB-04 aril aCSI aultdfng Component MiTek USA, Inc. SaAty Inlurrnlflldn nvailabla ryom Tnrsa FRa1n Instituto. 218 N. L" Shevl; Supe 312, Nozendria, VA 22314. 400 Sunrise Avenue, Suite 270 b Truss Truss Type Dty Plate Offsets (X,Y)-- [5:0.3-9,Edge). 19.0.3.9, Edge], [17:0-3-9, Edge], [21:0-3-9,0-3-0], [2$:0.340.3-01, [33:0-3-9,0-3-0], [37:0-3-9, Edge]. [40:0-3-0,0-3-0], [43:0 7.9,Edge), [47:0-3-9, Edge], [51:0-3-8,0-3-0], [56:0-1-9,0-0-12], [57:0-1-9,0-0-12], [60:0-1-9,0-0-12], [61:0-1-9,0-0-12], [62:0-1-9,0-0-12], [63:0-1-9,0-0-12], [64:0-1-9 ,0.0.101-8 .4x12] [69:0-1-9.0-0-12I �4. q 1E0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/deft L/d �'t'-1:-0IOXRESIDENCE, B01A GABLE 1 ['y857140384 1 1'0' TCDL 14.0 Lumber DOL 1.25 BC 0,15 Vert(CT) n/a n/a 999 MT20HS 165/146 Reference notional iD:09ypulrvrtPX4Egx9 ep8xhnxiL3j-iuX(H'lGZ1LkEZgfKBOYN](NgONIEyhYbgft76�sxjs07 1-s-0 3-8-0 5 11 9 1840 1-6-0 2-2d1 $3.8 1 2-0-8 18-0-0 5x6 11 0,25 12 o...e - 8X12 = 5x6 = 7X10 = Rxa = Scale: 3/16"=1' 5x6 = 54 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 4x6 MT20HS 11 8x12 = 8x12 = 5x6 = 7x10 = 6x8 = 6x8 = 3x6 ]) 6x8 = 3x6 11 3x6 11 3x6 11 3x6 II 30 571.8 LH8 �-� 1.8.0 24.0 2-3 8 30.0-8 Plate Offsets (X,Y)-- [5:0.3-9,Edge). 19.0.3.9, Edge], [17:0-3-9, Edge], [21:0-3-9,0-3-0], [2$:0.340.3-01, [33:0-3-9,0-3-0], [37:0-3-9, Edge]. [40:0-3-0,0-3-0], [43:0 7.9,Edge), [47:0-3-9, Edge], [51:0-3-8,0-3-0], [56:0-1-9,0-0-12], [57:0-1-9,0-0-12], [60:0-1-9,0-0-12], [61:0-1-9,0-0-12], [62:0-1-9,0-0-12], [63:0-1-9,0-0-12], [64:0-1-9 ,0.0.101-8 .4x12] [69:0-1-9.0-0-12I �4. q 1E0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0-38 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0,15 Vert(CT) n/a n/a 999 MT20HS 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) -0.01 28 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrlx-R Weight: 213 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr except end verticals. WEBS 2x4 DF Std G 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 52-53,27-54,1-51,2-51,3-50,4-49: 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr OTHERS 2x4 DF Std G REACTIONS. All bearings 36-0-0. (lb) - Max Horz 52=-158(LC 27) Max Uplift All uplift 100 Ib or less at joint(s) 42, 46, 38, 34, 31, 30, 49 except 52=-2243(LC 27), 27=-1706(LC 30), 43=-1985(LC 36), 44=-1978(LC 27), 45=-121(LC 27), 47=-1937(LC 30), 48=-1947(LC 27), 37=-1920(LC 37), 36=-1908(LC 30),35=-114(LC 30),33=-1749(LC 37),32=-1742(LC 30), 28=-1655(LC 37), 51=-2126(LC 30) Max Grav All reactions 250 Ib or less atjoint(s) 40, 41, 42, 46, 39, 38, 34, 30, 29 except 52=2281 (LC 34), 27=1810(LC 31), 43=2188(LC 47), 44=2117(LC 34), 45=290(LC 34), 47=2134(LC 31), 48=2068(LC 34), 37=2122(LC 48), 36=2049(LC 31), 35=284(LC 31), 33=1937(LC 48), 32=1889(LC 31), 31=261 (LC 31), 28=1867(LC 34), 51=2395(LC 31), 50=352(LC 1), 49=307(LC 34) FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-52=-2212/2168, 1-2=-1189/1191, 2-3=-947/907, 3-4=-454/460, 4-5=-321/334, 5-6=-949/958, 6-7=-686/695, 7-8=-417/428, 9-10=-1054/1076, 10-11=-790/813, 11-12=-522/547,12-13=-256/282,13-14=-349/375, 14-15=-589/641,15-16=-884/908,• 16-17=-1149/1170, 17-18=-302/299, 18-19=-566/562, 19-20=-835/830, 20-21=-1099/1093, 21-22=-302/276, 22-23=-539/540, 23-24=-834/806, 24-25=-1102/1072, �4. q 1E0 25-26=-1473/1405, 26-27=-1756/1691 `� S� C BOT CHORD 51-52=-354/338, 50-51=-1009/957, 49-50=-518/515, 48-49=-389/386, 47-48=-656/653, 75435 46-47=-732!717, 45-46=-465/450, 43-44=-511/496, 42-43=-847/812, 41-42=-580/546, LC LU Cm 40 -41= -313/279,39 -40=-407/372,38-39=-673/639,37-38=-940/906,36-37=-365/349, dC X 35-36=-313/297, 34-35=-580/564, 33-34=-847/831, 32-33=-366/365, 31-32=-275/274, EXP, 03!3112020 30-31=-542/541, 29-30=-782/808, 28-29=-1075/1074, 27-28=-365/364 * WEBS 10-43=-283/128, 9-44=-2099/1994, 8-45=-291/137, 6-47=-291/132, 5-48=-2045/1958, 16-37=-277/124, 17-36=-2025/1928, 18-35=-284/132, 20-33=-268/115, 21-32=-1866/1762, 22-31=-260/107, 9-43=-2532/2506, 5-47=-2501/2500, 1-51=-2395/2441, CALL 17 -37= -2449/2405,21 -33=-2252/2216,26-28=-2148/2134,3-50=-301/0,4-49=-311/99 February 19,2019 ® WARNING . Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. Design vand for use only with MiipkO correctors. This design is based only upon pammrrlcm shown, and is lot an individuol building oomponent, nal a buss syalem. Before use, the budding designer must verify the applicability of design pammetura and propprlyirv-apornta this design rola the o 11 r, bull6till caslgn, Bracing Indicalad is to proven! blrcnng of individual truss web andlor cAmd mambas only. Additbmeul lempprsty and ponenl bracing MiTe R• is Mays requfrad for stability and to proveni onlop" with possible personal injury and property damage. Forgurm al gufdmno regaldtnq the fabinstion, slue". dnWery, ereCtian and bracing of busses find HUMS systems, see ANSf11'pt1 Quafffy Crkprfa, OW -89 and B CSI Building Component MiTek USA, Inc. Sa1mV Information available frda Truss Plate Insfitule, 218 N. Lae Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 1 job Truss Type iDty Ply857140384 LENOX RESIDENCE B01A [russ ALE 1 1 Reference(optional) BMC (Indio, CA), intlio. CA - 92201, ID: D9ypUhwtPX4Egz9rep6zbnztL3j-A450byjBOfs5B_EX15MW4azB79aB0?rg4Mt801zjse_ NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Va5d=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; Cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (Le. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent wilh 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 1-0-0 wide will fit between the bottom chord and any other members. 12) A plate rating reduction of 20% has been applied for the green lumber members. 13) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 Ib uplift at joint(s) 42, 46, 38, 34, 31, 30, 49 except at --lb) 52=2243, 27--1706,43=1985,44=1978;45=121,47=1937,48=1&47,37=1920,36"1908,35=114,33=1749,32=1742,28=1655,51=2126. 14) This truss has been designed for a total drag load of 200 plf, Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-M to 36-0-0 for 200.0 plf. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-13=-118,13-26=-118,27-52=-20 ®WARNING - Vedly desk7n paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-74741— 10!03,12015 BEFORE USE. Cleeign valid fm use oMy %krp M'PT&W pgnnei:4 a Y1de dnsrcrn is hatnd only upon panmetere shmwt, and is Idr an Individual 6oiking Cbnrlp1ol11, nM I a Imes spern. BeWij tEw, d!e Wilding designer nW5I vonry rho applicability or da"n rauamvlers odd property kwarrx caro Ihn design into the 0V4r4 bUWng design, aracing krdicarod Ix to pflVerd dxk6rg of Individual rnas= wa4 onNor chord mcrnbmm mtly. AAddionol tr� and pemranent bradrrg M iTe k' +s ah%mW tegtnred far elabilly and To pmvenl ppllepPe VMh 90658rlo p0i501al rnlwy and pmpady dmm-9e. Far gennrnl guldadra regafd:ng ilio WAiradar, ctmagt delivery, cecfkm acrd Grating of susses and Miss GY51e111g. See ANS&TPII Wrnlity Ctllarla, OW -89 and SCSI Balyding Component MiTek USA, Inc Safery 1Atermatlon avairnMe fiom midis. PL W Intiliruis. 218 N. Loa Stmol. Smre 312, Me%arrWW, VA 22314. 400 Sunrise Avenue, Suite 270 YlI1C.GA3: Job Truss Truss Type1Qty 1-0-0 2-2.0 2. 36-1 1-8.123-411 ly 4-&12 d•B-3 f•g•6 Plate Offsets (X.Y)- flFESS1 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 �QR ��(+ LOADING (psf) SPACING- 2-0-0 R57140385 I-ENOX_RESIDENCE B01B COMMON 15 TC 0.92 Job Reference o tional L5Hli.11rKW. UtY, IDDM• Lim- YL,LV I, o' U s rxov Io ZU 10 — i — 11 res, nr, i—, re. io iaco m rn reye r I D: D9yp U hwtPX4Egz9_e p6zbnztL3j-e Hfmol kpBzyp8pjJp ulco V ESYi69bgzJOcivkzjsdz 1-6-0 , 3-0.0 , 5-11-8 , 9-5-9 1_ 142 18-0A 21$11 26-6.7 31-2-30 38-0.0 1-6-0 2-2-0 2-3.8 3.6-1 4-&12 39.11 3.9.11 4.8-1.2 4-8-3 Scale = 1:61.3 0.25 12 5x6 II 3x4 5x6 = 4x6 = 24 3z4 = 3x4 = 3.4 = e,,.r — 22 21 20 19 18 17 16 15 14 13 12 4x6 II 1,5x4 II 1.5x4 II 4x6 = 3x4 = 5x8 = 3x4 = 4x4 = 4x6 = 3x6 II 6x8 = - 3 -BA 575.6 9S9 14.2-5 _.,_ 1M-0 r 27-$•17 2CrS-7 ] 37-,�-10 ] 38-a0 1-0-0 2-2.0 2. 36-1 1-8.123-411 Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. 4-&12 d•B-3 f•g•6 Plate Offsets (X.Y)- flFESS1 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 �QR ��(+ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli L/d PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.65 18-19 >660 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.94 18-19 >457 240 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 1-0-0 wide BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -R Weight: 353 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 240OF 2.0E except end verticals. WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing: 21-22 9-9-7 oc bracing: 16-17 9-9-15 oc bracing: 15-16. REACTIONS. (Ib/size) 22=1571/0-5-8,12=1571/0-5-8 Max Horz 22=158(LC 11) Max Uplift 22=-604(LC 8), 12=-604(LC 9) FORCES. (lb)- Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-3075/1943, 1-2=-2254/1489, 2-3=-2300/1519, 3-4=-2298/1520, 4-5=-4747/3011, 5-6=-5322/3350, 6-7=-5459/3421, 7-8=-5460/3421, 8-9=-5374/3382, 9-10=-4549/2890, 10-11=-2789/1819, 11-12=-1505/929 JT CHORD 21-22=-251/333, 20-21=-1580/2284, 19-20=-1580/2284, 18-19=-1580/2284, 17-18=-3081/4753, 16-17=-3409/5316, 15-16=-3405/5369,14-15=-2869/4544, 13-14=-1748/2785 WEBS 1-21=-3235/5144, 4-19=-937/569, 4-18=-1909/3006, 5-18 1112/666, 5-17=-415/640, 6-17=-298/153, 6-16=-146/395, 8-16=-192/353, 8-15=-344/183, 9-15=-601/925, 9-14=-765/443, 10-14=-1249/1961, 10-13=-1211/714, 11-13=-1876/2976, 2-21=-2300/1412 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. flFESS1 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 �QR ��(+ ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. $IEOQ� 1t4 Q l$� y 3) Unbalanced roof live loads have been considered for this design, 'm 4) Wind: ASCE 7-10; Vult=l lomph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Pr. Enclosed; w C 75435 MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; x A porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1-25 plate grip DOL=125 EXP. 03/31/2020 5) Provide adequate drainage to prevent water ponding. * 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 1-0-0 wide will fit between the bottom chord and any other members. F CAO 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 22=604,12=604. February 19,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 10103,2015 BEFORE 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing Mi !T ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 —JIQOtdlI CA 95881 :Job Truss Truss Type - Baty !Ply 20.0 Plate Grip DOL 1.25 TCDL 14.0 R57140386 I_ENOX RESIDENCE B01C COMMON 1 NO BCDL 10.0 Code IBC2015/TPI2014 porch right exposed;C-C members and reactions shown; plate grip DOL=1.25 lob Reference foplional BMC (Indio, CA), Indio, CA - 92201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 18 15:26:26 2019 Pagtrl ,O:DO WUhxdPX4Egzg ep6xbnztL3j-ahnXD_13joEg2Ry5QDwDiDbbrMOpdW GmK5a_d4Wx 1-6.0 4-7-10 9.5-9 _ 14-2-5 �_ 18-0-0_ 21.11111 _ _ 26.6.7 31-2.14 , 36-0-0 1 3.1-10 d=9.15 —4 2 38.17 3--9-11 4-8-12 4.5-3 � Scale = 1:61,3 0.25 12 5x6 11 „ A.,a — 3.4 = 3x4 = 5x6 = 3x4 = PYA — 4x6 = 22 3x6 II 1.5x4 11 4x6 = 3x4 = 5x6 = 3x4 = 4x4 = LJ 4x6 = 3x6 II 6x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF 240OF 2,0E BOT CHORD 2x4 DF 240OF 2.0E WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr REACTIONS. (Ib/size) 20=157110-5-8.11=1571/0-5-8 Max Horz 20=158(LC 9) Max Uplift 20=-604(LC 8), 11=-604(LC 9) 26-6-7 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.80 Vert(LL) 0.45 17-18 >943 360 MT20 220/195 BC 0,86 Vert(CT) -0.6617-18 >651 240 WB 0.29 Horz(CT) 0.07 11 fila n/a Matrix -R OQ?,pFESSlp� D jEQ9O porch right exposed;C-C members and reactions shown; plate grip DOL=1.25 Weight: 351 Ib FT = 20 5) Provide adequate drainage to prevent water ponding. BRACING - 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C 75435 c m TOP CHORD Structural wood sheathing directly applied or -6-0-0 oc puffins, will fit between the bottom chord and any other members, EXP. 03/31/2020 except end verticals. k BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-2774/1753, 1-2=-1990/1328, 2-3=-2030/1355, 3-4=-4732/3001, 4-5=-5328/3353, 5-6=-5458/3420, 6-7=-5459/3420, 7-8=-537413383, 8-9=4549/2889, 9-10=-2789/1819, 10-11=-1505/929 "OT CHORD 19-20=-220/305, 18-19=-1416/2014, 17-18=-1416/2014, 16-17=-3069/4732, 15-16=-3412/5322, 14-15=-3405/5370, 13-14=-2869/4544, 12-13=-1748/2785 _BS 1-19=-2819/4488, 3-18=-800/466, 3-17=-1924/3030, 4-17=-943/552, 4-16=-435/668, 5-16=-299/155, 5-15=-143/388, 7-15=-194/352, 7-14=-410/182, 8-14=-602/1072, 8-13=-828/443, 9-13=-1249/2104, 9-12=-1296/714, 10-12=-1876/2976, 2-19=-2035/1240 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 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 7-10; Vult=110mph (3 -second Vasd=87mph; TCDL=8.4psf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr. Enclosed; gust) MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;¢4, left and for forces & MWFRS for Lumber DOL=1.25 OQ?,pFESSlp� D jEQ9O porch right exposed;C-C members and reactions shown; plate grip DOL=1.25 �� 0. i� 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C 75435 c m 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 1-0-0 wide �] will fit between the bottom chord and any other members, EXP. 03/31/2020 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) k 20=604, 11---604. 9) Load case(s) 27 has/have been modified. Building, designer must review loads to verify that they are correct for the intended use of I ll EP this truss. F CA4l LOAD CASE(S) Standard Except: February 19,2019 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10,10312015 BEFORE 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 truss system. Before use, the building designer must verify the applicability of design paramelers and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi7ek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, ere,clion and bracing of trusses and truss systems, see ANSUTPll Quality Criteria, DSB-89 and BCSf Building Component MiTek USA, Inc, Safety Information available from Truss Plate Inslilule, 218 N. Lee Street, Sui4: 312, AlexardrIC VA 22314. 400 Sunrise Avenue, Suite 270 BMC (Indio, CA), Indio, CA -92201, LOAD CASE(S) 27) User defined: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68(F), 6-10=-68(F), 20-23=-20(F), 11-23=80(F=-20) 8.240 s Nov 16 2018 Mi Fee Industries, Inc. Mon Feb 18 1 b:2626 Z019 Nage 2 ID:D9ypUhvAPX4Egz9_ep6zbnztL3j-afmXD_13jaEg2Ry5QDwDiD1bbrMQpdW GmK5o_dzjsdx WARNING - Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10,103/2015 BEFORE 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate [his design into the overall `�' e • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi 7 is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sundae Avenue, Suite 270 o.S..A.9:1ifi.1 riffs! Truss Type IOty Plyy 857140366 lIJob LENOX_RESIDENCE tc COMMON 1 [,ab Reference(Optional) BMC (Indio, CA), Indio, CA -92201, LOAD CASE(S) 27) User defined: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68(F), 6-10=-68(F), 20-23=-20(F), 11-23=80(F=-20) 8.240 s Nov 16 2018 Mi Fee Industries, Inc. Mon Feb 18 1 b:2626 Z019 Nage 2 ID:D9ypUhvAPX4Egz9_ep6zbnztL3j-afmXD_13jaEg2Ry5QDwDiD1bbrMQpdW GmK5o_dzjsdx WARNING - Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10,103/2015 BEFORE 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate [his design into the overall `�' e • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi 7 is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sundae Avenue, Suite 270 o.S..A.9:1ifi.1 Job11U's-S r Truss Type Qty 36-0-0 x{-9.6 4.83 4�.8•;23+rJ-11 4$12 441$ 4.94 Plate Offsets (X;Y)- f1:04-9.0-2.0]. [9:0.4-9,a 2M..r11:0.3-8.0-2-01, 17'0.3.8,0-2401 857140387 LENOX_RESIDENCE Common 4 [ly 1 ' (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.53 Job Reference ioziLionQ BMG (Indio, CA), Indio, CA - 92201, a.zzu 5 Ivov -1D zu to MI t ex mau5ures, mc, rerun ruu ro i o:co- cu- rays r 10:DSypUhMPX4Egzg®pBxbn[lL3jQSKvWnlhUuMXgbXI_xRSEQ7grmoVMtcP?_rMW3zjsdw 4-9-6 3-59 14-2-5 18-0.0 21-8-11 26-6-7 31-2-10 36.0.0 r 4.9 4$3 4-8-12 3-9-11 3 8 11 4 8 12 M8 3 4-9-6 Scale = 1:61.3 4x8 = 0.25 12 .. �. -d - 3x4 = 6x8 = 3x4 = 4x8 = 20 3xA = ..,� - 18 17 16 15 14 13 12 11 1u 3x6 it 4x8 = 4x6 = 3x4 = 8x12 MT20HS = 3x4 = 46 = 4x8 = 3x6 II d•9-fi9-5.9 r 14-2-5 r 18-0.0 21-&17 rT r _ _31=2.10 36-0-0 x{-9.6 4.83 4�.8•;23+rJ-11 4$12 441$ 4.94 Plate Offsets (X;Y)- f1:04-9.0-2.0]. [9:0.4-9,a 2M..r11:0.3-8.0-2-01, 17'0.3.8,0-2401 BOT CHORD 16-17=-1889/2787,15-16=-2954/4544. 14-15=-3444/5373, 13-14=-3407/5373, LOADING (psf) SPACING- 2-0-0 CSL 'BS 1-17=-1879/2982, 2-17=-1211/715, 2-16=-1248/1959, 3-16=-766/443, 3-15=-604/930, DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.53 Vert(LL) 0.66 14 >646 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.77 porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 Vert(CT) -0.99 14 >433 240 MT20HS 165/146 BCLL 0.0 Rep Stress Incr NO WB 0,65 Horz(CT) 0.16 10 n/a n/a will fit between the bottom chord and any other members, Q�OFESS/a � BCDL 10.0 Code IBC2015frPI2014 Matrix -R 18=604,10=604. cit Cyt `P� Weight: 176 lb FT=20% LUMBER- BRACING - .r- * * I TOP CHORD 2x4 DF 180OF 1,6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr except end verticals. WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 3-6-12 oc bracing. REACTIONS. (Ib/size) 18=1571/0-5-8, 10=1571/0-5-8 Max Horz 18=-158(LC 8) Max Uplift 18=-604(LC 8), 10=-604(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1507/929, 1-2=-279111819. 2-3=-4549/2889, 3-4=-5378/3384,4-5=-5447/3413, 5-6=-5447/3413, 6-7=-5378/3385, 7-8=-4548/2889, 8-9=-2791/1820, 9-10=-1507/929 BOT CHORD 16-17=-1889/2787,15-16=-2954/4544. 14-15=-3444/5373, 13-14=-3407/5373, 12-13=-2869/4544,11-12=-1749/2787 'BS 1-17=-1879/2982, 2-17=-1211/715, 2-16=-1248/1959, 3-16=-766/443, 3-15=-604/930, 4 -15= -339/179.4 -14=-208/335.6-14=-208/335.6-13=-339/180,7-13=-604/930, 7-12=-766/443, 8-12=-1248/1959, 8-11=-1211/715, 9-11=-188012982 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=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, Q�OFESS/a � 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) TEODO 18=604,10=604. cit Cyt `P� w Q G 7543LWU5 EXP. 03131/2020 .r- * * I February 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114167473 rev. 10,03,2015 BEFORE USE. Design valid for use only with MiTek® conneclom. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only- Additional temporary and permanent bracing M�Y6�r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the febrtcation, storage, 091ruery, er*eU*n and bracing oftrusaex and Iru35 systems, see ANSUTP11 Quality Criteria, DSB-69 and BCSI Building Component MiTek USA, Inc SrrlOfy Information .available form Truss Plate Instituto, 218 N. Lea Street, Suite 312, Alexanddq, VA 22314. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type City 1'ly Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 R57140388 ILENOX_RESIDENCE B01E Common 1 1 / Matrix -R ,Job Reference (optional) BMC (Indio, CA), Indio, CA - 92201, 8.220 s Nov 16 2018 MiTek indu5trimS, Inc. Mon Feb 18 45:25:20 2019 Page 1 I D: D9yp U hwtPX4 Egz9_ep6zbnztL3j-X2 uHefnJFBUGH16UYeyhnegOXA9h5LnZEeav2Vzjsdv 3264 4$E 14.2-5 18-0-0 P1 -0I .26&7 al -7•f0 ddt•S 4�-12 5.41} 3.915 A-812.$ 1.1-1p 11 0.2.0 Scale = 1:55.1 4x8 = 0.25 12 ave = 3x4 = 4x6 = 3x10 = 3x4 = 3x6 v N 11 4x6 = 3x6 II 3x10 = 4x6 = 3x4 = 6x10 MT20HS = 3x6 = 3x10 = 3x6 II 3264 441.6 r fy5.9 14.2.6 YO bO L3':1 1r6.11 R6-fi-7 31,2-]d_ _ ff1'44 F 4A$ A.&Y 461? 8-&11 3-111 4-&12 4.83 p-10 0.2-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Cade IBC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or2x4 DF No.1&Btr BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr REACTIONS. (Ib/size) 20=1411/0-5-8, 12=1438/Mechanical Max Horz 20=127(LC 11) Max Uplift 20=-555(LC 8), 12=-532(LC 9) CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.47 Vert(LL) 0.4616-17 >844 360 MT20 220/195 BC 0.64 Vert(CT) -0.6616-17 >582 240 MT20HS 165/146 WB 0.59 Horz(CT) 0.11 12 n/a n/a Matrix -R Weight: 162 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-7 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-20=-1348/853, 1-2=-2472/1683, 2-3=-3929/2604, 3-4=-4483/2946, 4-5=-4341/2845, 5-6=-4341/2845, 6-7=-3995/2607, 7-8=-2797/1826, 8-9=-638/456, 9-12=-1384/902 BOT CHORD 18-19=-1695/2468, 17-18=-2611/3925, 16-17=-2948/4478, 15-16=-2609/3991, 14-15=-1823/2793,13-14=-421/638 BS 1-19=-1712/2633, 2-19=-1059/633, 2-18=-1069/1625, 3-18=-619/356, 9-13=-959/1474, 3-17=-419/620, 4-16=-376/143,6-16=-280/558,6-15=-526/297, 7-15=-882/1344, 7-14=-966/574, 8-14=-1563/2402, 8-13=-1333/820 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=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Qt=lb) 20=555,12=532. ,OES51p �QI 4p EDpa� c+ C 75435 �`0 m X *\ EXP. 03131/2020 /* February 19,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE MIF7473 rev. 10.103/2015 BEFORE 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t� I�'I building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the faydration, S1orugo. do", ehertkM and bracing of trusses and Ifuss 6yblems, see ANSUTPll quality Criteria, DSB-09 and SCSI Building Component MiTek USA, Inc. 8A" InrorM4fipn available (fun Truss Plate Institute, 218 N. Lea StrlW, Suite 312, Alexandtin. VA 22314. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type Qty Ply LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins, 857140389 ILENOX_RESIDENCE B01F Common 1 1 REACTIONS. (Ib/size) 18=1316/0-5-8, 11=1344/Mechanical Max Harz 18=126(LC 11) .lob Reference (optional) 3x10 = s nuv ro cu 10 Mi I eK muusmes, Inc. Mon reo to i0:z w" zui B t -age 1 I D;D9ypUhMPX4 Egz9_ep62bnztt-3j-4ESfr?oyO Vavvhg6l&STwJrDCv7X3gpYiSiKibWjsdu A$B 9-5.9 �_ 14-2-5 1k: 21.9-T1 26-&7 30-&9 30 4-9-6 4.8-3 4-8-1x 3-9-11 3.9.11 4-8.12 3-8-2 0.25 12 a,.d = 3x4 = 5x6 = 3.4 = Scale = 1:51.4 18 17 16 15 14 13 12 11 10 3x6 II 3x10 = 3x6 = 3x4 = 5x8 = 4x6 = 300 = 3x6 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14,0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2015fTP12014 CSL TC 0.43 BC 0.57 WB 0.56 Matrix -R DEFL. in Vert(LL) 0.36 Vert(CT) -0.51 Horz(CT) 0.09 (loc) I/defl Lid 15 >999 360 15 >705 240 11 n/a n/a PLATES GRIP MT20 220/195 Weight: 149 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr except end verticals. WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 4-1-0 oc bracing. REACTIONS. (Ib/size) 18=1316/0-5-8, 11=1344/Mechanical Max Harz 18=126(LC 11) Max Uplift 18=-527(LC 8), 11=-487(LC 9) FORCES. (Ib) -Max. Comp,/Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 1 -18= -1255/810,1 -2=-2284/1591,2-3=-356612416,3-4=-3957/2659,4-5=-3691/2474, 5-6=-3692/2474, 6-7=-3187/2125, 7-8=-1754/1189, 8-11=-1294/835 BOT CHORD 16-17=-1606/2280,15-16=-2426/3562, 14-15=-2664/3953, 13-14=-213013183, 12-13=-1173/1751 :BS 1-17=-1616/2428, 2-17=-970/585, 2-16=-963/1429, 3-16=-533/303, 3-15=-309/439, 8-12=-1361/2045, 4-14=-480/226, 6-14=413/692, 6-13=-641/376, 7-13=-1074/1606, 7-12=-1051 /645 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 1-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. �tZpFESs�� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 4,4 -�EQD 18=527,11=487. �D C 75435 � PA LU LU EXP. 03/3112020 ■ _ * * i February 19,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev. 10,03,12015 BEFORE 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 buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall {{�� building design. Bracing indicated its to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing Mire R' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, see ANSYTPl1 Duality Criteria, DSB-09 and BCSI Building Component MiTek USA, Inc Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrim, VA 22314. 400 Sunrise Avenue, Suite 270 Job CSI. TC 0.45 BC 0.18 WB 0.65 Matrix -R Truss Type Qty Ply in (loc) I/deft L/d 0.03 17-18 >999 360 -0,06 12-13 >999 240 0.01 11 n/a n/a PLATES GRIP MT20 2201195 Weight: 151 Ib FT = 20% LUMBER- BRACING - porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 857140390 ]Truss LENOX RESIDENCE w 801G Common 1 1 [ob WEBS 2x4 DF Std G 'Except* BOT CHORD Rigid ceiling directly applied or 5-10-14 or bracing. 19-20: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G Reference tional HMG (Indio, GA), Indio, CA - 92201, 8.22- s NOV lb ZU18 Mt I ek Industries, Inc. Mon FeD 18 1b:Zt5:J1 ZU19 Page l I D: D gyp U h wtPX4 Eq z9_ep6zbnztL3j-xdaQGhpCX6ty9Df3Dn WOPG IX3N IXlha?wbpZfgzjsds A-9.9 , 6.2-10 , 5.4-0 5.14 14-2.12 18.0 21.9-5 PS•8,3 , 28.2.14 1-5-1 2flZ 1-1-i4 4-8-14 3-9-5 3-9-5 4-8-14 1-8-11 0,25 12 300 = 4x6 = 3xfi = Scale: 114'=7' 19 18 1.5x4 II 17 16 15 14 13 12 11 10 3x6 11 4x6 = 4x6 = 6x8 — 6x8 = 4x6 = 4x4 = 3x6 11 1.5x4 II 18-0-0 21-9-5 28-2-14 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2015/TP12014 CSI. TC 0.45 BC 0.18 WB 0.65 Matrix -R 1) Unbalanced roof live loads have been considered for this design. DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d 0.03 17-18 >999 360 -0,06 12-13 >999 240 0.01 11 n/a n/a PLATES GRIP MT20 2201195 Weight: 151 Ib FT = 20% LUMBER- BRACING - porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No,1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc purlins, BOT CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No,1&Btr G QF£$$f except end verticals. WEBS 2x4 DF Std G 'Except* BOT CHORD Rigid ceiling directly applied or 5-10-14 or bracing. 19-20: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G 7 2 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) REACTIONS. (Ib/size) 19=436/0-5-8, 11=536/Mechanical, 16=1487/0-5-8 19=691,11=760,16=632. of .�7 Max Horz 19=186(LC 33) EXP. 03/31/2020 loads along bottom chord from 0-0-0 to 28-2-14 for 200.0 plf. Max Uplift 19=-691(LC 27), 11=-760(LC 30), 16=-632(LC 27) Max Grav 19=745(LC 46), 11=837(LC 43), 16=1487(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-764/685, 1-2=-1333/1389, 2-3=-1081/1066, 3-4=-1149/1195, 4-5=-934/917, 5-6=-1098/1080, 6-7=-1525/1486, 7-8=-532/517, 8-11=-914/878 'T CHORD 18-19=-1036/961, 17-18=-1293/1239, 16-17=-841/822, 15-16=-449/438, 14-15=-1041/1030, 13-14=-1186/1232,12-13=-1194/1216,11-12=-372/364 WEBS 1-18=-134611429, 2-18=-552/573, 2-17=-1299/1337, 3-17=-696/623, 3-16=-1550/1527, 4-14=-1503/1548,6-14=-1 177/1155, 6-13=-577/600, 7-13=-1375/1401, 7-12=-8591773, 8-12=-1020/1056, 4-16=-122511148 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6,Opsf; h=25ft; Cat, 11; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. live load live loads. 4) This truss has been designed for a 10.0 psf bottom chord nonconcurrent with any other 5) ' This truss has been designed for live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide QF£$$f a of will fit between the bottom chord and any other members.SG� 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 7 2 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) cSl LUC 75435 LU 19=691,11=760,16=632. of .�7 9) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag EXP. 03/31/2020 loads along bottom chord from 0-0-0 to 28-2-14 for 200.0 plf. * February 19,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE 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 Iruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding'lhe fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSO -89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 1 Rmovilla CA 951581 Job Truss Truss Type City Ply CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.03 13-14 >999 360 857140391 i-ENOX RESIDENCE _ B01H Common 1 1 WB 0.35 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -R Job Reference (oDliona0 BMG (Indio, CA), Indio, CA - 92201, 6.220 s Nov 1152078 MI f ek Industries, Inc. Mon Feb 18 1526:32 2019 Page 1 ID:D9ypUhwtPX4Egz9_ep6zbnzlL3j-Pp7oU 1 gglQ?pmMQFnU1 dXUfm7neD1 Db99FY7BHzjsdr 4-9-9 7-3-10 9-5-14 , 144-12 18.0 -ti 21-9-5 24.9-5 4-9-9 2-6-1 2-2-0 4-8-14 3-9-5 3-9-5 3-0-0 Scale = 1:424 0.25 12 4x6 II 4x6 = 15 IV II — 12 r1 u B 2x4 Il 3x4 = 3x4 = 6x8 = 5x8 = 3x4 = 1.5x4 II 1,5x4 11 95-14 _ , _ 13.2.17 11.2.72, 18.00 ,_ 21 -Ii -5 2-2, 3 &14 ' 3 $$ 3 g5 Plate Onsets KY1— 1140:04-0,0-3-01, 118:01715,0.0.1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.03 13-14 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.06 13-14 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -R Weight: 131 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E G or 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 OF Std G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 15-16: 2x4 DF 180OF 1,6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 15=471/0-5-8, 8=381 /Mechanical, 12=1302/0-5-8 Max Horz 15=135(LC 9) Max Uplift 15=-220(LC 8), 8=-162(LC 9), 12=-498(LC 8) Max Grav 15=480(LC 23), 8=386(LC 24), 12=1302(LC 1) FORCES. (lb) -Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-428/286, 1-2=-621/489, 2-3=-3341229, 34=-379/539, 4-5=-272/243, 5-6=-274/242, 6-7=-333/279, 7-8=-355/234 1T CHORD 13-14=-514/618,12-13=-248/331, 11-12=-265/241, 10-11=-265/241, 9-10=-234/331 _BS 1-14=-462/610, 2-13=-338/296, 3-13=-250/282,7-9=-281/412,4-10=-453/635, 3-12=-988/726,4-12=-735/488 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; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads - 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members, RQ�ES$J� p ry 7) Refer to girder(s) for truss to truss connections. 8) Provide truss to bearing 100 Ib q<4a j EODO �L mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except (jt=lb) ��✓ dGV� 15=220,8=162,12=498. d)c C 75435 m LU s XP. 03!31/2020 • _ * February 19,2019 ®WARNING - Verlfy design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev- 10,10V2015 BEFORE 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web andlor chord members only, Additional temporary and permanent bracing M ��E� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing or trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Rose1ila-CJS95&81 DENCE R57140392 ([nft, CA), Indio, CA -92201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Fab 18 15:26:33 2019 Page 1 ID:DSWUhMPX4Egz9_op6zbtl t:3-[7hAhNrS3k7gOW7SLCYsUhNx6B_OmgolNvlglgxlsdq 4-9.,a a-5-7 9-5-14 14-2.12 18.1-0 21-1-12 21 12 4-9.9 3.7-14 1-0-7 4-8-14 3-9-5 3-1-12 0. VO 425 12 4X6 II Scale = 1:35.8 3x4 11 3x4 — 3x4 = 4x4 — 1.5x4 11 5x8 = 3x4- 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,22 Vert(LL) 0.03 13-14 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 125 BC 0.16 Vert(CT) -0.06 13-14 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 12 n/a nla BCDL 10.0 Code IBC2015/TP12014 Matrix -R Weight: 115lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Std G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 15-16: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 15=490/0-5-8, 9=227/Mechanical, 12=1145/0-5-8 Max Horz 15=139(LC 11) Max Uplift 15=-225(LC 8), 9=-91 (LC 9), 12=-459(LC 8) Max Grav 15=492(LC 23), 9=231 (LC 24), 12=1 145(L(; 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown: TOP CHORD 1-15=-440/309, 1-2=-645/538, 2-3=-380/292, 3-4=-324/437 „OT CHORD 13-14=-567/642, 12-13=-317/377 BS 1-14=-5141636, 2-13=-298/279, 3-13=-255/270,4-10=-289/383. 3-12=-9561735, 4-12=-591/402 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=8.4psf; BCDL=6.Opsf, h=25ft; Cat, 11; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " 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 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=1b) 15=225,12=459. eRpFE551p��� TEODO F� C LU LU C 75435 m * EXP. 03131/2020 C February 19,2019 ®WARNING. Verify design parameters end READ NOTES ON THIS ANA INCLUDED MITEK REFERENCE PAGE MY -7473 rev, 10,10312015 BEFORE USE. "Wil valid tot use QdV with MTdk® odrwwfd40is. Thte desugn M haxod only upon Psmradlbts Shown, and is for an 90mdual ituilding component, not a lrum systom. Before usa, Iho bugding dosgw must vnpfy the npplkabxdy of dasign rMUMMar5 and rwOpedy IncofPothht this dosign into 1ho ovemA IS hultdinp dnwDn, Bmgrrp Indicated Is to prevent buckgrg or indmdual INS$ wetk nndlur chord mamborx only. Addlj w ar lamporary and pwmanew bmdrkg MiTek. is always requlrod for stability and to pr nl codppw W1111vs pr$Iln parxnnm l lryury and propnny dango. For ponfrml gvwaaco rrNardi" t1w labrk8lidn, 8rorago, ddri"ry, e"Irdion and txpong of Inrssef wad buss system;, sea ANSYTRI1 QUARry Criferta, DSB•89 And SCSI BnrkffrW Component MiTek USA, Inc. Sarery rnformerian avaHOpla qpm Truss Prole Instlluto, 218 N. Lac Shadt, Sridn 352, fiEaxmMpp, VA 7P374. 400 Sunrise Avenue, Suite 270 .-- ROxvWc,S�A Job Truss Truss Type Qty iPly DEFL. in TCLL 20.0 Plate Grip DOL 1.25 R57140393 ILENOX RESIDENCE B01K Monopitch 1 1 1.25 BC 0.16 Vert(CT) -0.06 BCLL 0.0 ,Job Reference (optional) 13MG (Indio, CA), Indio, CA - 92201, 8:220.s Nov 16 2018 MiTek Industrie;, Inc Mon Feb 18 15:26:34 2019 Page 1 ID:D9ypUhvAPX4 Egz9-#p6zbnztL3j-LCFYvjs4gl FXOgaeuv350vw6_aKbU6NRcZ1 EG9zjsdp 4-9-9 9-5-14 1141.12 14-2-12 17-53 17 7 3 4-9-9 4-8-5 2-2-14 2-6-0 3-2-7 0 - 4X6 11 0.25 12 Scale = 1:21;2 4X4 441-9 9.574 11=8.12 13.2-1 14=2.12 17-5-3 1773 4.9-9 4.8-5 2.2-14 7-6.0 0.11.15 3-2-7 0= Plate nfisets LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.04 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.06 BCLL 0.0 Rep Stress Incr NO WB 0-33 Horz(CT) 0.01 BCDL 10.0 Code IBC2015(TP12014 Matrix -R 5) ' 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 1-0-0 wide LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G TOP CHORD BOT CHORD 2x4 DF 180OF 1,6E G or 2x4 DF No.1 &Btr G WEBS 2x4 DF Std G'Except' BOT CHORD 13-14: 2x4 DF 180OF 1.6E G or 2x4 DF No,1&Btr G REACTIONS. (Ib/size) 13=505/0-5-8, 8=-22/Mechanical, 10=1052/0-5-8 (loc) I/deft L/d PLATES GRIP 11-12 >999 360 MT20 220/195 11-12 >999 240 10 n/a n/a Weight: 97 Ib FT = 20 Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Max Horz 13=142(LC 9) Max Uplift 13=-230(LC 8), 8=-31 (LC 22), 10=-434(LC 8) Max Grav 13=505(LC 1), 8=28(LC 8), 10=1052(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-452/332,1-2=-670/589.2-3=-430/353.3-4=-2801364 ''OT CHORD 11-12=-624/667, 10-11=-383/427 -BS 1-12=-564/663, 2-11=-267/269, 3-11=-265/258, 3-10=-936/755, 4-10=-489/342 NOTES - 1) Wind: ASCE 7-10; Vu It= 11Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat ll; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members, 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except Qt=1b) OVr ljo f ESS) 13=230,10=434. � iE � W w C 75435 rn EXP. 03/31/2020 E * * 1 February 19,2019 ®WARNING- Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I-7473 rev. 1010312015 BEFORE 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only- Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-69 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type Doty Ply Plats Offsets MY1-- 11:0-46.7.0-1-81 LOADING (psf) SPACING- 2-0-0 857140394 _ENOX_RESIDENCE BOIL Monopitch 1 1 TC 0.19 Vert(LL) 0.04 10-11 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 .lob Reference (optional) BMG (Indio, (:A), Indio, (:A - 92201., 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 18 1528.35 2019 Page 1 ID:D9ypU hvAPX4 EgZ9_Bpti2bn;tIL3j-pOpw63sfl3LNOdgBgScaKZBTIC,_gd DZYbrDnnab,4sdo r 4." _ 9.5.13 10.9_3 i 14.1-10 Ir9.8 T 4-8-5 { 1.3.6 34-7 Scale: 1/2"=1' 3x10 = 0.25 12 4X4 = 3x10 = 7 9 2x4 II 1.5x4 11 3x6 11 4.M 9-5-13 10.9 12-1 Q-$ 13-5-8 14-1.10 4.9-8 4.8-5 1tii 6 2-1$ 19 0-d-2 Plats Offsets MY1-- 11:0-46.7.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deo Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.04 10-11 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0,07 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -R I Weight: 79 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1,6E G or 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G except end verticafs. WEBS 2x4 OF Std G 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 12-13: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G 7-7-6 cc bracing: 10-11. REACTIONS. (Ib/size) 12=577/0-5-8, 8=0/Mechanical, 9=654/0-5-8 Max Horz 12=140(LC 9) Max Uplift 12=-257(LC 8), 8=REL, 9=-377(LC 8) Max Grav 12=577(LC 1), 8=128(LC 8), 9=654(LC 1) FORCES. (lb) - Max; Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-524/407, 1-2=-816/728, 2-3=-702/563, 3-4=-701/568 "OT CHORD 10-11=-763/813 _BS 1-11=-714/824, 2-11=-267/138, 3-10=-299/155,4-10=-706/806,4-9=-593/545 NOTES - 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Pr. Enclosed-, MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a I OA psf bottom chord live load nonconcurrent 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 1-0-0 wide will ft between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 12=257,9=377. "/1" ?CLO FESS/QA. 8) indicates Released bearing: allow for upward movement at joint(s) 8. CG� -V fQ04'��(1 �y w C 75435 C LU rn EXP. 03/31/2020 February 19,2019 ®WARNING - Verify design parameters end READ NOTES ON THIS ANA INCLUDED MITEK REFERENCE PAGE 1411-7473 rev. 10/03,2019 BEFORE USE. Design valid for use only with MiTek®conneclors. This design is based only upon parameters shown, and is for an individual building component, not MiTek'�. a truss system- Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always n iulrw tar sbihllllyaml to proven) 09apsewtlh p0dsNO Para" Injury and pmpwry cAlmago, For general guNfance regarding the l4bl' cElion. slmago, deilvery, emotion end tracing of taissm and lkiim systems, tea ANSnPiI Quality C41drA, DSa-89 and BCSI Building Component MiTek USA, Inc, Safety inrermarion augpaNe from Tarso PWri IrMOme, 218 N. 1.86 Skeet, SWIe 312, AlMnadna, VA 2"14 400 Sunrise Avenue, Suite 270 �asevise. r.A 9j I russ (Truss Type jcaty (Ply DENCE 601M Monopitch 1 1 I R57140395 CA), Indio, CA - 92201, 8.220 s Nov 16 2018 M1Tak IOduslries, Inc, Man Feb 18 15:26:36 2019 Page 1 ID:D9ypUhwtPX4Egz9_ep6zbnztL3j-IaNJJOILMfVFFJOGK5Z6K?PIOOgyO4k3tWKK2zjsdn t 4.9.9 — t 9.5.14 11-t1.1 14-1.5 4-9-9 T 4.8.5 11 25 3T 2-24 Scale: 112'=1' 3x10 = 0.25 12 8 4x4 = 3x4 = 6x8 =5 3x6 4-9-9 9-514 11-11-1 14-1-2 14- -5 4-9.8 4-9-5 2.5.3 &2-1 D43 Plate Offsets [x,Yj LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.05 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1,25 BC 0.17 Vert(CT) -0.08 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code ISC2015/TP12014 Matrix -R Weight: 74 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E G or 2x4 OF No..1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF 180OF 1.6E G or 2x4 DF NoJ &Btr G except end verticals. WEBS 2x4 DF Std G `Except` BOT CHORD Rigid ceiling directly applied or 7-3-12 oc bracing. 8-9: 2x4 DF 180OF 1,6E G or 2x4 OF No.1&Btr G REACTIONS. (Ib/size) 8=608/0-5-8, 5=608/0-5-15 Max Horz 8=140(LC 9) Max Uplift 8=-274(LC 8), 5=-242(LC 8) FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-5541439, 1-2=-877/796, 2-3=-827/707 BOT CHORD 6-7=-830/873, 5-6=-736/824 '`/EBS 1-7=-782/888, 2-7=-295/168, 3-5=-876/773 jTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat, 11; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=274,5=242. Q��QFESSIQy� y�D TEOpas�pFya C 75435 Op February 19,2019 ®WARNING -Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH -7473 rev. 10.103.12015 BEFORE 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �N building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 1y1 iF�L' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ` 11 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS( Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Job fi]Sg Truss Type 1Dty Ply Vert(LL) 0.05 6-7 >999 360 MT20 220/195 BC 0.27 Vert(CT) -0.09 6-7 >999 240 857140396 LENOX_RESIDENCE C01A Mbrtopkh 7 1 Weight: 76 Ib FT = 20% BRACING - .Job Reference o tional (inalo, CA), Inoto, GA - 9220i, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 1S 15;26:37 2019 Page 1 ID:D9ypUhwtPX4Egz9_ep6zbnztL3j-mnxhXkuz7yd6l81DalcoeXYZmoJehL9ulXGulUzjsdm 4-M 9-5-13 125-214 &8 4-9-8 '&S 2-115 2-1-6 4: Scale = 1:24.7 3x10 = 025 12 3x6 11 4-9-8 3x10 = 3x6 = 7x10 = 5 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code ISC2015/rP12014 LUMBER - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No,1&Btr G BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.i&Btr G WEBS 2x4 DF Std G 'Except' 8-9: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 8=627/0-5-8,5=927/0-5-15 Max Horz 8=140(LC 33) Max Uplift 8=-782(LC 27), 5=-819(LC 28) Max Grav 8=860(LC 46), 5=993(LC 45) 14-6-5 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TC 0.50 Vert(LL) 0.05 6-7 >999 360 MT20 220/195 BC 0.27 Vert(CT) -0.09 6-7 >999 240 WB 0.84 Horz(CT) 0.02 5 n/a n/a Matrix -R Weight: 76 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-4 cc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 1-8=-921/898,1-2=-1643/1823,2-3=-1663/1788, 3-4=-1050/1033,4-5=-533/336 40T CHORD 7-8=-1132/1017, 6-7=-1716/1536, 5-6=-1696/1572 -BS 1-7=-1796/1771, 2-7=-706/636, 2-6=-1092/1118, 3-6=-659/555, 3-5=-1668/1803 NOTES - 1) Wind: ASCE 7-10; VuIt=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate tapable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=782,5=819. 7) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-6-8 for 200.0 plf. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 424 Ib down and 245 Ib up at 14-4-11 on top 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 5-8=-20 Concentrated Loads (lb) Vert: 4=-300 of Eft � �4p TEop0 'y U w� C 75435 (P *1fP. 03/31/2020 February 19,2019 ®WARNING - Verify design paramefer. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. 10,10312015 BEFORE 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 buss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing n j� j�e ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1'+1 fabrkollon, etorap. dativery, aretffon and bracing of trusses and truss systems, see ANSVTPII quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Ino Safoly lnformaflnn available km Truss Plate Institute, 218 N. Lee Sheet, Suite 312, AlexandrlP, VA 22314. 400 Sunrise Avenue, Suite 270 Y JobTrues SPACING- Truss Type iDfy Ply 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 14.0 R57140397 LENOX RESIDENCE 18 Monopitch 1 1 NO WB 0.42 BCDL 10.0 Code IBC20151TPI2014 Matdx-R .Job Reference (optional) BMC (Indio, CA), Indio, CA - 92201, 8220 s Nov 18 2018 MfTek irldustrl09, IHiL Mon Feb 1815:215:36 2019 Page 1 1 D:D9ypUhwtPX4Egz9_ep6zbnztL3j-EzV3k4vbuG{zUHIP7181 B15oCCgsOvwl XB?RPwzjsdl *8 B 9-5-13 13-7-0 4-2-11 15-8-0 4-9-8 4-8-5 4-1-3 -7-11 1-5-10 Scale = 1:26.7 3x10 = 0.25 12 10 3x6 11 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 14.0 Lumber DOL 1-25 BC 0.20 BCLL 0.0 Rep Stress Incr NO WB 0.42 BCDL 10.0 Code IBC20151TPI2014 Matdx-R 3x4 = 3x4 = 6x8 = DEFL. in (loc) I/deft Lid I PLATES GRIP Vert(LL) 0.06 8-9 >999 360 MT20 220/195 Vert(CT) -0.11 8-9 >999 240 Horz(CT) 0,02 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G WEBS 2x4 DF Std G *Except* BOT CHORD 10-11: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 10=678/0-5-8,6=978/0-5-15 Max Horz 10=141(LC 9) Max Uplift 10=-302(LC 8), 6=-401(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1 0=-6 2 314 76, 1-2=-1015/888, 2-3=-1102/914, 3-4=-384/346, 5-6=-396/238 BOT CHORD 8-9=-923/1011, 7-8=-944/1099, 6-7=-327/380 11EBS 1-9=-873/1038, 4-6=-801/664, 2-9=-3631210, 3-7=-805/692, 4-7=-4471436 Weight: 85 Ib FT = 20 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-10-4 oc bracing. JTES- 1) Wind: ASCE 7-10; Vulf=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=302,6=401. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 424 Ib down and 240 Ib up at 15-6-9 on top 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68,6-10=-20 Concentrated Loads (Ib) Vert: 5=-300 February 19,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2018 BEFORE USE. Design valid for use only wish MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V fabricalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIi Qualfly Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc, Safety Information available from Truss Plate Institute, 218 N, Lee Street. Suite 312, Alexandria, VA 22314, 400 Sunrise Avenue,Suite 270 Job Truss Truss Type Qty Ply TC 0.28 TCDL 14,0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 Rep Stress Incr NO R57140398 LENOX RESIDENCE C01C Monopitch 1 1 TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No,1 &Btr G BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G 'Except` 4-7: 2x4 DF Std G WEBS 2x4 DF Std G "Except* ,Job Reference (optional) BMC (Indio, CA), Indio, CA - 92201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 1815:26:392019 Page 1 ID:D9ypUhvAPX4Egz9_ep6zbnztL3j-i93RyQvDfatg6RSbhSfGjydyob_W9H?Amd xNzjsdk .f 4-9-8 , _ 9-5-13 14-7-15 35-2-14, 16-10-3 , 4-9-8 4-8-5 5-2-2 -6-15 1�_ Scale = 1:2116 3x10 = 425 12 3x6 7. bX4 1.5x4 II 4x4 = 4.8$9-5-13 1_5_1.7 1514 16-10-3 4 9 8 ........... 5-7-10 O •7 1-7.5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 14,0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 Rep Stress Incr NO WB 0,75 BCDL 10,0 Code IBC2015/TPI2014 Matrix -R LUMBER - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No,1 &Btr G BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G 'Except` 4-7: 2x4 DF Std G WEBS 2x4 DF Std G "Except* 11-12: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 11=654/0-5-8,8=932/0-4-4 Max Horz 11=179(LC 11) Max Uplift 11=-292(LC 8), 8=-358(LC 8) FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-599/445, 1-2=-965/831, 2-3=-1026/835 -7T CHORD 9-10=-874/961, 8-9=-874/1022, 4-8=-359/180 BS 1-10=-808/982, 2-10=-339/186, 3-8=-1087/907 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.06 8-9 >999 360 MT20 2201195 Vert(CT) -0.11 9-10 >999 240 Horz(CT) 0,02 8 n/a n/a Weight: 95 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 1 (1O psf bottom chord live load nonconcurrent 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 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 11=292,8=358. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 Ib down and 78 Ib up at 16-8-7 on top chord, and 42 Ib down and 23 Ib up at 16-0-7 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 8-11=-20, 6-7=-20 Concentrated Loads (lb) Vert: 6=-30 5=-100 t'ROF ESSI4N iu LU C 75435 c cc EXP. 03/31/2020 l* February 19,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M)) -747J rev- 1003:2015 BEFORE 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, OSB -89 and SCSI Building Component MiTek USA, Inc Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 400 Sunrise Avenue, Suite 270 .Job Truss Truss Type sty Ply ILENOX RESIDENCE COIR Monopitch 1 1 .lob Reference (optional) 857140399 BMC (Indio, CA), Irldlo, CA- 92201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 18 1528:40 2019 Page 1 3x10 = iu:uaypunWIVA4tgz9_eptizbnztL3j-AMcp9mwrQt?hkblor-AAVGAA&n7MEupD1 WYUpzodj 4-0- 4-813 74-2.11 15-6-7 fr1A 4.9.5a 4-8-5 0.25 12 1 Sxd II Scale = 1:29.2 1,5x4 II 4x4 = 16-" 4.8-! Bw1 f4-'2.81 1 1 B;�q sr -&S 4-9-e 4.65 4-0.14 i•$$ 1S 1.7-b I►1.O LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 14.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 Rep Stress Incr NO WB 0.43 BCDL 10.0 Cade IBC2015ITP12014 Matrix -R LUMBER - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G 'Except` 5-8: 2x4 DF Std G WEBS 2x4 DF Std G `Except` 13-14: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 13=692/0-5-8,9=969/0-6-6 Max Horz 13=180(LC 11) Max Uplift 13=-307(LC 8), 9=-374(LC 8) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.0611-12 >999 360 MT20 220/195 Vert(CT) -0,11 11-12 >999 240 Horz(CT) 0.03 9 n/a n/a Weight: 102 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-637/468,1-2=-1044/883, 2-3=-1160/932, 3-4=-462/384 'OT CHORD 11-12=-927/1040, 10-11=-970/1156.9-10=-391/459 :BS 1-12=-863/1070, 2-12=-377/208, 4-9=-869/696, 3-10=-782/649, 4-10=-426/424 NOTES - 1) Wind: ASCE 7-10; Vull=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding, 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.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 13=307.9=374. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 Ib down and 77 Ib up at 17-6-9 on top chord, and 42 Ib down and 23 Ib up at 17-6-9 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 9-13=-20, 7-8=-20 Concentrated Loads (lb) Vert: 7=-30 6=-100 a?'?'OFESSj C 7543LU 5 c m EXP. 03,131,2020 February 19,2019 ®WARNING - Ver6y de.1g,, parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10103,x015 BEFORE USE, Dnsiyn "W for use any mLh MITako OW"Clom. This doslgn-s bmwtl only upon paMrnute s shown, And is for no indiwdu.il budding component, nal aInns SysAM tldlafo u1 0. Ilrn hullffl" dc5lonat mull verify thn avp8raanry of ddslya f6afa elos aryl;901mdy rrltorfgnAln oris dn5f n into lho ove4all hugding 4"n, &ping rndKmW Is to prevwnl bur.KM of individao] lnrss we mxW rlldtd rhemhen, only. AddlLkwill tolni-ary and pmrnuncal bracrhll WOW is ahvays rnqu6nd for 110111111yw prmrlm w lly and pnp&e with pdbsrtrlo p�nanal4n LFY and propmly damnoe. Far tlerleral 0lnd:I co regnrdin0 thr 1YFl I f0bricallon, uforogn, ddtinvy.m oclion and bracing of Mm"s ntxf inose dyaiotow sen ANSp7Plf Q"Ifty Crrlurfa, OS9.88 and SCS? AoMMg Component MiTek USA, Inc, SR" Informarlan aua8nlla Hem Tnm Plain Imtdflld, 218 H. Lee Strict will 312, ►ild>idndda. VA 22314. 400 Sunrise Avenue, Suite 270 Type R57140400 roan: BMC (Indio, CA Indio, CA - 92201, 8.220 s Nov 16 2018 MiTek Induslnes, Inc. Mon Feb 18 15-26:40 2019 Page 1 i _6iD7.DSYPUhYAPX4EgzS ap6zbnzIL3}AMcp1mwrOt?hkbloFAAVGAA8Z7MwuoVK_Vl1Y[7pz)sd{ 4.94 9 5.13' 14-2-41 56 7.15 4-2.13 18743 4�$ 4-8-5 44-14 2-5..q �.g�..1 3x10 = 0.25 12 Scale = 1:31.1 LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 14.0 Lumber DOL 1.25 BC 0.23 BCLL 0.0 Rep Stress Incr NO WB 0.48 BCDL 10.0 Code IBC2015(TP12014 Matrix -R LUMBER - TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.i &Btr G BOT CHORD 2x4 DF 180OF 1,6E G or 2x4 DF No.1 &Btr G 'Except' 5-8: 2x4 DF Std G WEBS 2x4 DF Std G `Except` 13-14: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 13=744/0-5-8,9=1018/0-6-6 Max Herz 13=198(LC 11) Max Uplift 13=-328(LC 8), 9=-397(LC 8) 145x4 II 4.4 = 1-13 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.07 11-12 >999 360 MT20 220/195 Vert(CT) -0.14 11-12 >999 240 Horz(CT) 0.03 9 n/a n/a Weight: 107 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max, Tan. -All fomes 250 (ib) or fess except when shown. TOP CHORD 1-13=-68&500, 1-2 1111471952,2-3-113611111078, 3.4=.753/599 OT CHORD 12-113=-M11116. 11.12=-104211144, 10-1i=-1 1 6311 3 57, 9.1 0=-66 6174 9 'BS 1.12-4341111143, 2.12=-4261245, 4-9=-10401818, 3-10 8821558, 4-10--390/399 NOTES - 1) Wind: ASCE 7-10; VuIt=110rnph (3=second gust) Vasd=8701ph; TCDL=8AW. BCDL=6.Opsf; h=250; Cat, II; Exp C; Pr. Enclosed; MWFRS (envelgpa) gable end zone and C -C Cxtet012) zone; canlilever left and right exposed; and vertieal left and right exposed; parch left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) This Vuss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been dassgned for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom Chord and any other members. 5) A plate rating reduction of 20% has been applied for the green Umber members. 6) Provide mechaniW connection (by olhers) of buss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jtAb) 113=328.9-397, 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 Ib down and 76 Ib up at 18-8-6 on top chord, and 42 Ib down and 23 Ib up at 18-8-0 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 9-13=-20, 7-8=-20 Concentrated Loads (lb) Vert: 7=-30 6=-100 A WARNING • Veyly dmlge pornmerarn and ROAD MOWS ON TMS AND JVCLUDCD ktrlEw RFFCRF.WCE AAGE�W0.7d7,7 rpv, 1U.13ZWI! 3EFORC USE Design valid lar use only with oorxleatgry. TWx dmign ks based any upon ParamWam them. and in fw an v>,mwduaf bwIdayl Compononl, not a buss syslam. 9otar uae, Iho pudding rlag,gner must vodry lha ApptiCebxay 0i d"n pararrmlrxd. and propudy lncapofare thin dnsign Into the avarall bn nq doslgr. arac.r� indieased is In prr:uont bu.ffifirg ed inNWdual w&s wsb ander rylurd,rwrnbors ony AddnN j ramponry and ppnnanent bn>r ) ix 4k"m r*gLdmd for slyhiCgy and to prayenl "napso wilh Paselbla PerGaul injury and prolwty daningo. For yoneral guddnnoe regarding the labnCa6on, st"e, detwery, erecliwl and bfoong of 1ftm 6 pro mna systems, sec ANSAaMU gwllry C4I011lr, OSB -89 and eC91 auNdlnp Componanf Salify fnfar 1km avniWe from Truss i'larn ln9ldutn. 218 N. Leo SlroaL Sufic 312; AIRKIndRa, VA 22314 - e?�pFE5SJ Luuu C 75435 C m 70 EXP. 03/31/2020 OF February 19,2019 MiTek' MiTek USA, Inc 400 Sunrise Aw e. Suite 270 Qty-_ tyType Ply .... :r.d. 857140401 BMC (Indio, CA). Indio, CA- 97201, aov —u— --'n 8.220 s Nov 16 2018 MiTek Industries. Inc. Mon Feb 18 15:26:41 2019 Page ID:D9ypUhwtPX4Egz9 ePBZb zUj-BYACN6xTBB6 YLICy1hkPNj,llPhOlTDji9ESW 4.8.14 9-£73 14-2-11 17-9-12 MA—ti IA." 4-9-14 4.9.14 441.0 4-8-14 3-7-1 15 1-75 3x10 = 0.25 12 Scale = 1:33.1 4-9-14 1-5x4 II 4.4 = W LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 CSI. TC 0.23 DEFL. in (loc) I/deft Lid PLATES GRIP TCDL 14.0 Lumber DOL 1.25 BC 0,26 Vert(LL) 0.08 11-12 >999 360 Vert(CT) -0.16 11-12 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2015/TP12014 WB 0.53 Matrix -R Horz(CT) 0.04 9 n/a n/a Weight: 111 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1,6E G or 2x4 DF No.1 &Btr G TOP CHORD SINCtUral Wood sheathing directly applied or 5-3-4 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1&Btr G 'Except' except end verlicals. 5-8: 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. WEBS 2x4 DF Std G'Except- 13-14: 2x4 DF 180OF 1.6E G or 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 13=796/0-5-8, 9=1068/0-6-6 Max Herz 13=199(LC 11) Max Uplift 13=-349(LC 8), 9=-419(LC 8) FORCES. (lb) - Max. Comp,lMax. Ten, -All forces 250 (ib) or less except when shown. TOA CHORD 1-13=-7391530.1-2=-125111016. 2-3-155911213,3-4=10491803 ROT CHORD 12-13-2671125,11-112=-1 10511248, 10-11129711556, 9-10=88111045 3s 1-12=100111296, 2-12 751279, 2-1 1= 295134 3, 4.9�-12501966, 3.10=-573/466, 4-10=-357/378 NOTES - 1) Wind: ASCE 7-10; VtA=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=B.Opsf; h=251t; Cal. 11; Exp C; Pr. Enclosed; MWFRS (envelope) gable end tone and C -C Extrlrinr(2) ?.One- cantilever left and right exposed; end ireRical lell and right exprtsed; porch left and rlghl exposed -C -C for mrambers and forces & MWFRS for reactions shown; Lumber DOL=1.25 ptate grip DOL=1,25. 2) Provide adequate drainage to prevent water ponding. 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.Opsf an The bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other memhars. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical eonneclion (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 13=349, 9=419. 7) Hanger(s) or other ponnection device(s) shall be provided sufficient to aopFESSIO support concentrated load(s) 141 Ib dawn and 75 Ib up at 19-10-4 on Sop chord, and 42 lb down and 22 Ib up at 19-10-4 on bottom Chord. The design/selection of such connection device(s) Is �®r'D TEOD ��r�� j. the responsibility of olhers. GT LOAD CASE(S) Standard a C 75435 n TO 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 w C rn Uniform Loads (plf) 03131/2020 Vert: 1-6=-68, 9-13=-20, 7-8=-20 Concentrated Loads (lb) Vert: 7=-30 6=-100 - C )1IL zy�P February 19,2019 0"REA413 NOTES ON rHCS AND WCRVDED WrEK REFERENCE PAGE)WI.7473 MI T Vp,t'M f$ BFFOHF USE. b&90 valid for use onlW,"Lh AliTeka,*Wkudora. 71116 &1491%Mbeao4l Only upon paremolars 6ho ru nIM re fpr fM indwidu8l I>stdtliray oanrpMlall, no! � a im" syaaam. 80FOM UW, the building 6mkp q must Varity the appWONly of daalprt paramo;&O' and lau*nrly irrcorpmn[a Olin dcslgn Into Iho 0,,Mfl lxrArNna RmCing Wiptad is to prevent bim" of Irldowl t Inm web an"r dwd momfwrs onty Addillennl Irrnlx , ry nnu hnrmrnnnl hrrrpnp is WOW dwaY3 requaed for stability and to pcva lnt O&aPge with ppg6M pdrwngf injury mad P"rty dampga. For gonoral gu dare+ tegat�lirog III t V f Rf T 1 fandcaaon, dWrage' tfskvety, erection anti bmaanp of tresses and true sysllms, sea ANSVTPI f Onerlly C111fida, USS -89 and Bc V 9uirding Compennnr MiTek USA, Inc 5afory fnrw uen tsyallabr9 from TOM "Iola imldule. 218 N, Loo Spens, SWe 312, Ale1$Itrlria. VA 2.314. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type Dty PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.10 10-11 >999 360 MT20 220/195 Tly R57140402 LENOX_RESIDENCE C01H Monopitch 1 WB 0.70 LJob 0.05 9 n/a nla BCDL 10.0 Cade IBC2015/TPI2014 Matrix -R Reference (optional) BMC (Indio, CA), India, CA -92201, 8.220 S Nov 16 2018 MiTek Industries, Inc. Mon Feb 18 15:26:42 2019 Page 1 ID:D9ypUhvAPX4Egz9_ep6zbnztL3j-6kkaa5y5yVFOzvBAMbCzLbFTSpl3MfYdSpzfYh4sdh 4-9-8 :9:rr10 4•&1t 1&1S•i0 �. 2f•1.14 -9$ 4-8-5 4-8-14 4-8-15 1 1-7-6 3x10 = 0_25[112 1.5x4 II Scale = 1:350 9-5-13 19-5-9 1,5x4 II 1.5x4 II 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.10 10-11 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.20 10-11 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.70 Horz(CT) 0.05 9 n/a nla BCDL 10.0 Cade IBC2015/TPI2014 Matrix -R Weight: 116 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-6 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G *Except* except end verticals. 5-8: 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 5-8-8 oc bracing. WEBS 2x4 DF Std G *Except* 13-14,4-9: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 13=848/0-5-8,9=110810-6-6 Max Horz 13=182(LC 11) Max Uplift 13=-371(LC 8), 9=-436(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-791/559,1-2=-1359/1079,2-3=-1749/1335, 3-4=-1353/1012 "OTCHORD 11-12=-1123/1356, 10-11=-1372/1751, 9-10=-1046/1350, 5-9=-330/165 -BS 1-12=-1067/1415.2-12=-5271311, 2-11=-3561434,3-10=-453/368, 4-10=-330/361, 4-9=-1477/1125 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ft between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 13=371,9=436. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 Ib down and 73 Ib up at 21-0-2 on top chord, and 28 Ib down and 15 Ib up at 21-0-2 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=1,25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 9-13=-20, 7-8=-20 Concentrated Loads (lb) Vert: 6=-100 7=-20 VRkoms$/a�� TEoQo°�F� C 75435 *1 EXP. 03131,2020 '* February 19,2019 ®WARNING - Vedry design paremefers end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev- 10,103/2015 BEFORE USE. Design valid for use only with MiTek® conneclors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall R� building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing I �'j�' � alwmys requlred r0(9.Wbtl Www to prevent coYap6g with pemMe Pw of rnyury and propenydarnW. For ganerat guidance rega�nV Eg the r r r 1 fabrication, 810". dslivory, efaclroh gnd bracing ariniss9s and truss systema, ser, ANSkIMI QuMiry CdfodA, 0SR-89 end BCSf Building Component MiTek USA, Inc. S.fMy InlprarRflad avail" from Tnaa Plate Insffluf4, 218 N. Lug Street, 5uHd 312, Aternnd6A, VA 22314. 400 Sunrise Avenue, Suite 270 Suvdld Job Truss Truss Type tDty Ply TC a26 TCDL 14.0 Lumber DOL 1.25 BC 0.31 BCLL 0.0 Rep Stress Incr NO 857140403 ILENOX RESIDENCE C01K Monopitch 1 1 TOP CHORD 2x4 DF 180OF 1,6E G or 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G WEBS 2x4 DF Std G "Except' Job Reference (opliaDal BMC (Indio, CA), Indio, CA - 92201, 8.220: s Nov 18 2018 MiTek tlldusldes, Inc. Mots Feb IS 15:26:43 2019 Page 1 I D:D9ypUhwtPX4Egz9_ep6zbnzlL3j-axlyoozkioNFb3mNwljCuoodyDNL571mgTjC48zjsdg 498. 9-5-13 14-2.11 21.2.12 44a 4-0 5 4 &14 7.0.1 Scale = 1:351 0.25 12 3x10 = 1.5x4 II 3x6 I 4x6 = 3x4 = 5x6 = 6x6 — 3x4 11 9-5-13 LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC a26 TCDL 14.0 Lumber DOL 1.25 BC 0.31 BCLL 0.0 Rep Stress Incr NO WB 0.61 BCDL 10.0 Code IBC2015/TP12014 Matdx-R LUMBER - TOP CHORD 2x4 DF 180OF 1,6E G or 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G WEBS 2x4 DF Std G "Except' 14-15,6-9: 2x4 DF 180OF 1.6E G or 2x4 DF Nc.1 &Btr G REACTIONS. (Ib/size) 14=882/0-5-8, 10=1073/0-6-6 Max Horz 14=145(LC 9) Max Uplift 14=-386(LC 8), 10=-416(LC 8) DEFL. in (loc) Wen L/d PLATES GRIP Vert(LL) 0.11 11-12 >999 360 MT20 220/195 Vert(CT) -0,23 11-12 >999 240 Horz(CT) 0.06 10 n/a n/a Weight: 106 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-6 oc bracing. WEBS 1 Row at midpt 4-10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-824/585, 1-2=-1427/1131, 2-3=-1875/1431, 3-4=-1559/1170 BOT CHORD 12-13=-1168/1424, 11-12=-1463/1879, 10-11=-1198/1555 "IEBS 1-13=-1126/1490, 2-13=-558/336, 2-12=-407/498, 3-11=-365/299, 4-11=-316/349, 4-10=-1610/1225, 5-10=-452/200 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=8,4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 14=386,10=416. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 Ib down and 73 Ib up at 20-0-0 on top 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 6-7=-68, B-14=-20 Concentrated Loads (lb) Vert: 5=-100 gj)FESS,a R LU C 75435 LIP m EXP�112020 f February 19,2019 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10;03;2015 BEFORE 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 Iruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall R' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Componenf MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314, 400 Sunrise Avenue, Suite 270 RosevlNe- CA 2501 Job Truss Truss TypeQty TCLL IPiy Plate Grip DOL 1.25 TCDL 14.0Lumber DOL 1.25 857140404 ILENOX_RESIDENCE C01L Monopitch 1 1 Code IBC2015/TP12014 Weight: 891b FT = 20% BRACING - Job Reference o tional UMC (Indio, CA), In01o, GA -92201, 8220 s Nov 16 2018 MiTek IndWries, Inc Mon Feb 18 15:26:44 2019 Page 1 1 D: D9ypU hYAPX4 Egz9_ep6zbnztL3j-37sK?8ZMT6V6CCKZU?FROOKnDcjogcPwv7Sldazjsdf 4.9.9 9-5-14 M-2=12 17-4-2 17.&7 4-94 4-8-6 4$14 3-1-6 6 - 3x10 = 0,25 12 Scale = 1:28.8 4xb — 3x4 = 4X8 = ' 3x6 II 3x6 II LOADING (psf)SPACING- DEFL. in 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2015/TP12014 LUMBER - DEFL. in TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1 &Btr G WEBS 2x4 DF Std G `Except' BC 0.23 12-13: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 12=750/0-5-8,8=778/Mechanical Max Horz 12=142(LC 9) Max Uplift 12=-331 (LC 8), 8=-302(LC 8) 17-4-2 CSI- DEFL. in (loc) 1/def! Lid PLATES GRIP TC 036 Vert(LL) 0.07 10-11 >999 360 MT20 220/195 BC 0.23 Vert(CT) -0.14 10-11 >999 240 WB 0.49 Horz(CT) 0.03 8 n/a n/a Matrix -R Weight: 891b FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 1-12=-694/513, 1-2=-1159/977, 2-3=-1384/1112, 3-4=-783/636, 4-5=-782/639, 5-8=-741/565 QOT CHORD 10-11=-1012/1156, 9-10=-1142/1380 =BS 1-11=-963/1195, 2-11=-432/250,2-10=-237/251, 3-9=-674/565,4-9=-278/131, 5-9=-809/1004 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ft between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 12=331.8=302. ,?,afESSI gti9 0 I EOp 9 w C 75435 , * EXP. 03,131;2020 February 19,2019 ®WARNING - Verify design p--fe—nd READ NOTES ON THIS RNR INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103.12015 BEFORE 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 Irum eystem. Before use, the building dmigner must vodty the applicability of design parameters and properly incorporate this design into the overall �■��RF' budtllnq design. Bradnp Indlimled is to pra M buckling*( Individual truss web andler CMM rrrembnmionly. Additional temporary and pprmar ent bracing IYI I I• is always required for stability and to prevent collapse with possible personal injury end properly dwnage. For general guidenrA regardirm) The R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM)I Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Ing Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulta 312, Alexandda, VA 22314. 400 Sunrise Avenue, Suite 270 BMC Truss Truss Type — OryI'ly Job Reference (optional) iENCE C01 M GABLE 1 1 857140405 A), Indio, CA - 92201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Moil Feb 18 15:26:48 2019 Page 1 ID:f}BypUhwtPx4Egz9_ep&bnxtL 3Y7V_5.Op7r,9pgSWtlxbQMvvRc650RwISWCNfRxshTzjsdd 5.2- 15-2-3 Scale = 1:26.9 5x6 = 0.25 12 24 7x10 =23 22 21 20 19 7x10 =18 17 16 15 7x10 —14 13 3x 10 1 300 11 3x6 11 3x4 I I Offsets LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 TCDL 14,0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 Rep Stress Incr NO WB 0.77 BCDL 10.0 Code IBC2015/TP12014 Matrix -R LUMBER - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No,1 &Btr G WEBS 2x4 DF Std G *Except* 24-25: 2x4 DF 180OF 1.6E G or 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(CT) n/a n/a 999 Horz(CT) -0.00 16 n/a n/a BRACING- TOPCHORD BOTCHORD REACTIONS. All bearings 15-2-3. (Ib) - Max Horz 24=140(LC 30) Max Uplift All uplift 100 Ib or less at joint(s) 20, 17, 16 except 24=-1552(LC 27), 13=-176(LC 36), 23=-1506(LC 30), 19=-1433(LC 27), 18=-1431(LC 30), 15=-1302(LC 27), 14=-1167(LC 36) Max Grav All reactions 250 Ib or less at joint(s) 13, 22, 21, 20, 17, 16 except. 24=1683(LC 34),23=1711(LC 31),19=1600(LC 34),18=1609(LC 31),15=1470(LC 34), 14=1331(LC 47) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-1632/1531, 1-2=-1273/1234, 2-3=-902/883, 34=-634/620, 4-5=-366/354, 6-7=-722/712, 7-8=458/449, 9-10=422/419, 10-11=-465/453 BOT CHORD 23-24=487/462, 22-23=-924/923, 21-22=-630/657, 20-21=-390/390, 19-20=-276/275, 18-19=-542/542,17-18=-469/465,15-16=-411/433,14-15=-704/700 WEBS 6-19=-1573/1450, 10-15=-1475/1341, 11-14=-322/173, 1-23=-1951/2006, 10-14=-1719/1724, 6-18=-1854/1864 Weight: 871b FT = 20% Structural wood sheathing directly applied or 5-11-6 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat, II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 17, 16 except Qt=1b) 24=1552, 13=176, 23=1506, 19=1433, 18=1431, 15=1302, 14=1167. 0�,�Lo1=IESSfQN G 75435 �M * EXP. 0313112020 OFCAIL* February 19,2019 ®WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MI1-7473 rev. 10;03:2018 BEFORE USE, Design valid for use only with MiTek® conneclors This design is based only upon parameters shown, and is for an individual building component, not a frors eyalern, Befom u , the building daslgner must vmdy the applimbilV*l design p"nkalar9 and properly Pnc rporala tNn deign into Itro ovelmV budding 0"lgo. &aJng indlcated is to prav0nt 4uckling a( -individual truss w lh anOWr dwxd mombomainly_ AddrWnol temporay and pomtehont br.�ing is nhvays roquirod for alahilny and to Provenl eallap" wpb PosslWe poftanal injuryand ptopony For rat uidarrco MiTek* Iaedcalion, star fin• Quality 9 rogand Bute Ago. dpllvrxy BfMM T and braong of uln, 215 and fm S Fee Sts, see drip, A22 Quality Criteria, OSB -e9 and SCSI Building Component MiTek USA, Inc_ Salety InlanmarlAn Avo2aGe rmm Ttlms Plan In;tllula, 210 M- Lehr Street, Stdle 312, Alexarxlda, VA 22314. 400 Sunrise Avenue, Suite 270 i lob Truss Truss Type Oty ipty INOX RESIDENCE C01M GABLE 1 1 857140405 .lob Reference t(optional) �••• + • i , ^ - n.rdu s Ivov 1b ZUttl MI l eK Industnes, Inc. Mort Feb 18 15:26:46 2019 Page 2 NOTES- Ip:D9]PUhwIPX4Eg29 eoBzbnziL3j?V_50p?oWgSWUxbQHvVR065ORwI6w(NRXshTrJsdd 12) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-2-3 for 200.0 plf. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-12=-118, 13-24=-20 0 WARNING - Verily design p—rnelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.747,1 rev 10/03/2015 BEFORE 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 truss system. Hebra usa, ten building deslpnef must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing lnd =ed is to pmmil buckling of individual truss web aIMMX rltdrd membarsaely. Additional temporary and permanent bracing MiTeiC' Is always raqufred fw x1ablNly drill 14 prawnl (ndapgp vddr pasShclp pMaaOM inflay and rropeny darrsage. For general guider@ regarding the labrica lion, sldrage. d�Nvary,amaellan Pnd bracing of IruiAtD and buss Systems, see ANSOTPll Quality Criteria, OSB -89 and BCSI Building Component MiTek USA, Inc. Salvly Infermalfep evaaeWe from Truss plate InOtuia. 818 N. tea Hkrai, Sidle 312, Alexandde, VA 22314. 400 Sunrise Avenue, Suite 270 ......... .__— osavill Type R57140406 BMC (Indio, CA), Indio, CA - 92201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 18 15:28:47 2019 Page 1 I0:D9ypUhwIPX4E(Zx9 ep621)nztL3i-TiXTd90Em1uh3g8898o820yHLgmm1uOMb5hQDvzisdc 9.10.5 4,4,0 . 9.70-B rig 14 5x8 11 13 12 11 10 .9 8 7 4x8 II 7x10 = 1.5x4 II 1.5x4 II 3x10 II 700 = 7x10 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 TCDL 14.0 Lumber DOL 1.25 BC 0.15 BCLL 0.0 Rep Stress Incr NO WB 0.81 BCDL 10.0 Cade IBC2015/TP12014 Matrix -R LUMBER - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G WEBS 2x4 DF 180OF 1.6E G or 2x4 OF No,1 &Btr G 'Except` 3-7: 2x4 DF Std G OTHERS 2x4 OF Std G *Except* 2-9: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G 6 5 5x8 II DEFL. in (Ioc) I/defl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(CT) n/a n/a 999 HOrz(CT) -0.04 4 n/a n/a Scale = 1:24.7 Weight: 75 Ib FT = 20% BRACING - TOP CHORD 2-0-0 cc purlins (6-0-0 max.): 1-14,1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. All bearings 10-4-0. (lb) - Max Horz 13=-164(LC 8) Max Uplift All uplift 100 Ib or less a[ joint(s) 11 except 13=-1641 (LC 27), 4=-550(LC 32),6=-1271(LC 30),5=-250(LC 34),12=-1592(LC 30),9=-1617(LC 27), 8=-1643(LC 30), 7=-1882(LC 27) Max Grav All reactions 250 Ib or less at joint(s) 5, 11, 10 except 13=1661(LC 34), 4=513(LC 29), 6=1384(LC 31), 12=1654(LC 31), 9=1674(LC 34), 8=1743(LC 31), 7=1949(LC 34) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1548/1539.1-2=-659/668,2-3=-961/1020,3-6=-1616/1552 BOT CHORD 12-13=-385/326,11-12=-407/362. 10-11=-436/413, 9-10=-702/680„8-9=-915/917, 7-8=-725/678, 6-7=-389/405 WEBS 2-9=-1723/1626,1-12=-1635/1664,2-8=-1819/1816. 3-7=-2144/2134 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=8,4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed 10 wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except Qt=1b) 13=1641, 4=550, 6=1271, 5=250, 12=1592, 9=1617, 8=1643, 7=1882. 11) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 104-0 for 200.0 plf. I ti,Q-J�O iEDflos� w C 75435 EXP. 03/31/2020 February 19,2019 Nk WARNI7IG • Wnfy (F s+0- par routers ons READ Na TES ON THIS AND INCLUDE& MITEK RCFERI<NCE PAG47 AIV- 777) MI 18.§77:2015 REFQRE VSE Design vt!Z (of use oMy "It' M7009 oow mewrs. Thio d004n IS t-Wd Wily upon µanrmotnrs Shown, and rs for an w4wi4val DuildiN caniwuwnl, rrot � a Irvss syalom. 8crore un.. Inn 1)ulldin0 dasignee ritual vanty 0.nvl[aahty nr design rr:v—alms and properly lnrarpnrlle MIS design intn inn pyeraW twlrotr a design. &r ring indrealed Is to premni buckling of indivGduat toss vreb andlnr chord memhcm only. AMWmni temporary rum$ pcnnaruatl 4mrJrrp h f IT�RL� Is RIWAys raWirod (m s[nbibty and m p,W0ni cnllsq; s with (7ossible Durand LVury and piopmny dmmmio. For gamral guidance regarding the !YI 1 fabrftwion, storage, deWWY. 01001on and IxacingW trusses End truss sysierns, 4a ANSVTPl1 QuaNy Cd7eris, DSO -09 •nd 9C51 Bulldlnp Cornponanl MiTek USA, Inc. Soley 7nlormallon avagmwn from Truss Platt InetMlto. 218 N. Lon Strad. Sulle 112. Atamixid a. VA=14, 400 Sunrise Awinuo. Suite 270 lob runs Truss Type PJyR5714040fi rty LENOX_RESIDENCE D01A GABLE 1 .Job Reference (optional) aa[U s rNAV 7b zU16 MI I eK Industnes, Inc. Mon Feb 181.5-:48:47 2018 Page 2 ID:D9ypUhwtPX4Egz9_ep6zbnz1L3j-TiXTd90Em t uh3g3898o82eyHLgmm1 uOMb5hQDvzjsdc LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert: 1-3=-118, 3-4=-1 18, 5-13=-20 A WARNING - Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10;03/2015 BEFORE 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 Vn aps system. Buae, the building dmigner must vonfy the applicability of design parameters and properly incorporate this design into the overall bu Kig 0asign. Bracing indicated is to pnovonl buckling al Individual truss werb arxllpr drwd mensbers only. Additional lerrpo ry and permanent bracing MiTQk is telmys nMulred lot staNNly and to phhRW coUapw whh ppWbla parw&I in)wybnd prdparly damage_ For general guidance regarding the n fabritdlion, s[arag0. dativerryy er.7etidrt brld braLfi'rs o} YIr68aa and pusf aypgmr,, :ee ANSVTPH quality, Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc, Sa" Infamiagon avpHabla Iwo ifl" Plnla IrKM1410, 2111 N, Lee Streol, SWIG 312, Alexardna, VA 22314. 400 Sunrise Avenue, Suite 270 ..... ..__—RG alto 3D �Truss Truss TypeL"y IAy ._.. 857140407 ENOX_RESIDENCE D018 Flat 1 .Job Reference (optional) BMC (Indio, CA), Indio, CA - 92201, 8.220 Is Nov 16 2018 MiTek Industries, Ind Mon Feb 18'15:26:48 2019 Page 1 I D: D9yp U hwtPX4 Egz9_e p6zbnztL3j-xu5rrVOsXLOYhgeKjrJNbsV VpD7QmTrVglQzmLzjsdb 50.1 10-2.0 i 5-0-1 5-2-0 D -h 9 4x6 11 3x10 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in Joe) I/deFl Lld TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.02 7-8 >999 360 TCDL 14.0Lumber DOL 1.25 BC 0.12 Vert(CT) -0.03 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code IBC2015(TPI2014 Matrix -R LUMBER - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1 &Btr G WEBS 2x4 DF Std G *Except* 8-9: 2x4 DF 180OF 1.6E G or 2x4 DF No,1&Btr G, 3-6: 2x6 DF SS REACTIONS. (Ib/size) 8=430/0-5-8,6=466/Mechanical Max Herz 8=-164(LC 8) Max Uplift 8=-221(1-0 8), 6=-230(LC 9) Max Grav 8=430(LC 23), 6=466(LC 1) FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-377/360.1-2=-377/407, 2-3=-377/407, 3-6=-404/363 WEBS 1-7=-463/401, 2-7=-346/206, 3-7=-448/386 BRACING - TOP CHORD BOT CHORD 3x4 —5 PLATES GRIP MT20 220/195 Scale = 123,6 Weight: 59 Ib FT = 20% 2-0-0 oc purlins (6-0-0 max): 1-9, 1-4, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. )TES - Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8,4psf; BCDL=6.Opsf; h=25ft; Cat, ll; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed 'Q vertical left and right exposed; porch left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live -load nonconcurrent with any other live loads. 5) ' 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 1-0-0 wide will ft between the bottom chord and any other members, 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 8=221,6=230. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. C 75435 G * EXP. 03,131,2020 February 19,2019 ®WARNING • Verify design paramelersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli•7473 rev. 1010312019 BEFORE USE, Design valid for use only with MiTek® conneclors. This design is based only upon parameters shown, and is for an individual building component, not a Wes 6ystem. OB(oin use, the building doelga w must vm* the applicability of deslgn ruBamnlitm And pfapatVIrio"orald this d0s0 info IN Cv"j bulding design 5FDD00 Indlcated is to prdvent buckling o1 individual buss web arwUnr crwwd membm only, A4d4k=l left4x9my Bnd punUmsntbrseing MOW BAvays regblred for AtIIbilrty AM to Pft 'w mllaP6e 0111 W-51bla porsonal mliny amgA nd tvapony daA. Fargenorat gu'idatim A*wding IhB rabricatien, FIPrAge- drL%. &eciidn And bMung of tiruLws and 1w5s sy>:IBms, cee ANS I?Pl1 quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc Safety In(*BNflan avNlagle (mm Truss NOM InlilluW 210 N. Leu Strong, Sulre 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 3 Truss TypeOty Ply Flat q R57140408 BMC (Indio, CA), Indio, CA - 92201, 8.220 s Nov 16 2018 MITek IndusWs, Inc. Mon Feb 1815:26:49 2018 Page 1 ID:D9ypUhvAPX4Egz9_ep6zbnztL3j-P4fD2r1 Ule8PJ_DWHZgc732hgdTgVw5f3PAWlnzjsda 5-0-1 102.0 1 . 5-0-1 5$-0 a 4x6 II 3x10 = 3x4 —5 Scale = 1:23.6 1.5x4 4x6 = 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.02 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.03 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) -0.00 6 n/a n/a 3x10 = 3x4 —5 Scale = 1:23.6 February 19,2019 AL WRRNrNG • Valffy dat'go pr1am4rere armor READ NOTES ON TNI$ Anrn tWL VOEO,6li rK REFEREUrr PAGF M11, Y47,1 mv. 70.lMm" OEF*F?E u$E- DasFgn mould for use oedy w1h Mi1aWTSC raclpra. Tr*o daeign is bssod only upon paramolots etlowil, mold 15 rw an indiv,dut4 pudding c rm wnl, not a Innis syxeem. BOTMO use, rhe build4rp 13Asgnnr must vo* iho apprkablGtyM nestgn pararnarom arN pr"rly InmT&.jjo uYs dnnign into Iho overeA builitmft ddWDo, gracing 1nd,raied ig In prevent twdrilnq of Ineliyiduul twee wap and/or Qraa mdmtmra mly. A&d ionnl 10, npamy and inurnannm bmmnq lYt 11 A IY�fC1, I, stwa?t nqulrod rpr Nebikiy and Io pn m cwappw wish possible pgr¢gnN injury and srapeny danlagv. Far gorwml guldanca regandinp Ihrr l tntMcslierl, nkwdgc, delivery, eretlq]n and bracing d Tr and lrrls9 oyst s, aee ANSWMI Grwlfy Cyfraw% 8S8.88 end BCSr aufrding Componan7 MiTek USA, Inc Salary 7nrw NODa nvokinble from Tnrs� Plnln Inolditw, 218 N, Loa %W. Supe 312, Almndrie, VA 22314. 400 Sunrise Avenue. Suite 270 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.02 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.03 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code IBC2015rrPI2014 Matrix -R Weight: 59 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-9, 1-4, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G 'Except' 8-9: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G, 3-6: 2x6 DF SS REACTIONS. (Ib/size) 8=430/0-5-8, 6=466/Mechanical Max Horz 8=-163(LC 8) Max Uplift 8=-221(LC 8), 6=-230(LC 9) Max Grav 8=430(LC 23), 6=466(LC 1) FORCES. (lb) - Max- Comp.lMax. Ten. - Alt forces 250 (Ib) or less cexcapt when shown. TOP CHORD 1-8-"-3771359.1-2=-3721401.2-3=-372/401, 3$=-4041363 WEBS 1-7=-459/398, 2-7=-346/206, 3-7=-444/383 TES- LlnbalanCed rooflive loads have been corks idemd for this design. 2) Wind: ASCE 7-10; Vult=110mph (1,s000nd gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` 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 1-0-0 wide will ft between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) ProvIde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 8=221,6=230. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. �p?,flfESSj 'TE000 &D w C75 3 Lu EXP. 03/31:2020 February 19,2019 AL WRRNrNG • Valffy dat'go pr1am4rere armor READ NOTES ON TNI$ Anrn tWL VOEO,6li rK REFEREUrr PAGF M11, Y47,1 mv. 70.lMm" OEF*F?E u$E- DasFgn mould for use oedy w1h Mi1aWTSC raclpra. Tr*o daeign is bssod only upon paramolots etlowil, mold 15 rw an indiv,dut4 pudding c rm wnl, not a Innis syxeem. BOTMO use, rhe build4rp 13Asgnnr must vo* iho apprkablGtyM nestgn pararnarom arN pr"rly InmT&.jjo uYs dnnign into Iho overeA builitmft ddWDo, gracing 1nd,raied ig In prevent twdrilnq of Ineliyiduul twee wap and/or Qraa mdmtmra mly. A&d ionnl 10, npamy and inurnannm bmmnq lYt 11 A IY�fC1, I, stwa?t nqulrod rpr Nebikiy and Io pn m cwappw wish possible pgr¢gnN injury and srapeny danlagv. Far gorwml guldanca regandinp Ihrr l tntMcslierl, nkwdgc, delivery, eretlq]n and bracing d Tr and lrrls9 oyst s, aee ANSWMI Grwlfy Cyfraw% 8S8.88 end BCSr aufrding Componan7 MiTek USA, Inc Salary 7nrw NODa nvokinble from Tnrs� Plnln Inolditw, 218 N, Loa %W. Supe 312, Almndrie, VA 22314. 400 Sunrise Avenue. Suite 270 ot) Tress ype IDty%yR57140409ENO7CRESIDENCE in (!oc) i/deft L/d �:ni�_T TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) n/a 17a1i]LE 999 1 1 Lumber DOL 125 BC 0.23 Vert(CT) n/a n/a 999 Job Reference o tional) BMC (Indio, CA), Indio, CA - 92201, 5x8 = 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 18 15:26:50 2019 Page 1 ID: D9ypUhwtPX4 Egz9_ep6zbnztL3j-tHDbGB273yGGw7ojgGLrgHagwl mDEHGoH3v4gEzjsdZ 8 7 6 5 3x6 it 4x12 = 3x6 II :0-4-7 Scale = 1:232 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (!oc) i/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 125 BC 0.23 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.03 4 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -R Weight: 75 lb FT=20% LUMBER - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.l &Btr G WEBS 2x4 DF Std G "Except` 8-9: 2x4 DF 180OF 1.6E G or 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G REACTIONS. All bearings 10-4-0 BRACING - TOP CHORD 2-0-0 oc purlins (5-8-15 max.): 11-9,14. except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-3 oc bracing. JOINTS 1 Brace at Jt(s): 1, 11, 12, 13, 14 (lb) - Max Horz 8=-163(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) except 8=-920(LC 27), 4=-565(LC 32), 6=-410(LC 30), 5=-321(LC 34), 7=-294(LC 29) Max Grav All reactions 250 Ib or less at joints) 5 except 8=1001(LC 34), 4=508(LC 29), 6=767(LC 31), 7=863(LC 19) RCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. P CHORD 8-10=-1002/941,1-10=-1003/941, 1-2=-1247/1251, 2-3=-1305/1310,6-14=-935/725, 3-14=-932/722 BOT CHORD 7-8=-1390/1377, 6-7=-1337/1338 WEBS 1-11=-1626/1634, 7-11=-1644/1653, 7-12=-614/317, 2-12=-614/317, 7-13=-1633/1636, 3-13=-1604/1605 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=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Pr. Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 Ib uplift at joint 8, 565 Ib uplift at joint 4, 410 Ib uplift at joint 6, 321 Ib uplift at joint 5 and 294 Ib uplift at joint 7. 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1-33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-4-0 for 250 0 If I��¢ 41. P4o C754355 EXP. 03131/2020 i *r,"" * / �O,K r.ALIF� p ' February 19,2019 13) Graphical purfiinnrnerprrersientation does not depict the size or the orientation of the purlin along the top and/or bottom chord. L0��'+rl+Ya 'p+rparamordra and READ NOTES ON TH)S AND INCLUDED MITEK REFERENCE PAGE x11.7473 rev. 10.'03/2015 BEFORE USE �- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, nor a buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mike L' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �1r✓f IA N rlr,9lion, storage, drlkWy. enmilm and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc, Safety Information aynilnble Item Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Jnh truss rrussrypA Qty Ply R57140409 LENOX_RE5lt7ENGE D01D I'sA6LE 1 1 Job Refer ence o tional d.ZZU s Nov Ili 2018 MIT ek irldustriBs, Int, Mon Feb 18 15:26:50 2019 Page 2 I D: DgypUhwtPX4Egz9_ep6zbnzlL3j-tH DbGB273yGGw7ojgG LrgHagwl mDEHGoH3v4gEzjsdZ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-118, 3-4=-118, 5-8=-20 ®WARN)NO - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103;2015 BEFORE USE.. Design valid for use only with MiTek® connectors. This design is based only upon pammeters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate [his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M 11 1M�T�f� k fabrkotion, slomgp, dallvery, eracti n and bracing of trusses and truss 5ys[erns, see ANSI7TPH Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Inforttm7lon available from Truss Plate Institute, 218 N. leo Street, Suile 312, Alezandda, VA 22314. 400 Sunrise Avenue, Suite 270 `gym )ols PLATE LOCATION AND ORIENTATION 3/ " Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. -1T1fi I For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 Of O 2 U a O 1-- Numbering System 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 2 3 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERVLETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek =ngineering Reference Sheet: Mll-7473 rev. 10/03/201E A Genera[ Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional slabllity bracing for truss system, e.g. diagonal or %-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Building Materials and Construction Services 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 CONTENTS .........................PAGE TIMBER PRODUCTS INSPECTION (LETTER) ..................................I TPI (GTI) STAMP — SEE PAGE 1 ..................................2 EXPLANATION OF ENGINEERED DRAWING ..................................2 DETAIL FOR COMMON AND END JACKS — 20 PSF ..................................4 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END JACK..................................5 BEARING BLOCK DETAIL 3 %" BEARING ..................................6 BEARING BLOCK DETAIL 5 %11 BEARING ...............................}..T UPLIFT TOE -NAIL DETAIL ..................................8 LATERAL TOE -NAIL DETAIL ..................................9 WEB BRACING RECOMMENDATIONS .................................10 T -BRACE AND I -BRACE .11 VALLEY TRUSS DETAIL — VTT TRUSS TIE .................................12 VALLEY TRUSS DETAIL .................................13 PURLIN GABLE DETAIL ...-. ................................ 14 PURLIN GABLE DETAIL (CONT'D ) ...... 15 PURLIN GABLE DETAIL — MULTIPLE PG's .................................16 STANDARD GABLE END DETAIL .................................17 STANDARD GABLE END DETAIL (,CONT'D ) • . • • ........... • .................18 STANDARD REPAIR DETAIL -- 25% ........••.•• ............. ........... f 9 SCAB APPLIED OVERHANGS .................................20 PLEASE CONTACT BMC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 20 Sep,Wrriber-11, -2012 To Whom It May Concern: This is to verify that Bil/lC of Indio, CA is a Subscriber in the -Timber Products Inspection (TP) and Genoral Testing and Izlspection (GTI) Truss Oualit ,Auditing Program. The -TP and GTI Truss Quality ALuOing prograrns. are recognized by the International Accreditation service (iAS) with the astlghed number afAA-664-_ TP and the GTI quality assurance n iai-Its hare: been secogn €zed irl the West by the truss . industry and code jurisdictions since 1960. TP currently audits truss manufacturing faclities nationwide - TP is ooriducting unannoUriced, third p&fy audits at BMC of. Indio, CA. This facility is crirrently in food standing irr the TP Truss OualAy Auditing Program, OW's personnel are authorized to apply the GTI quality mark to trusses that ar-e manufactured in accordance with the latQst revision of the ANSI/TPI Standards. All sfariiping.takes place at the truss rrianufacturing facility, drider supeivision of qualified plarit personnel. If you have questions regarding the status- of any plant in the TPIGTI Program, please contact me on my cell 2,08.818.7869. TIMBER PRODUCTS INSPECTION �& C do��4 Brian .Hensley Truss Manager—Western Divisioh rr Xc: Pile 105 SE 124th Avenue � P.O. Box 919 •- i641 S-igman Road Vancouver, Washington 38684 Conyers, Georgia30019 360/449-3840 a FAX: 360/449-3953 4a,;,."„ 770/922-II000 . FAX- 770/922-1290 QUALITY AUDIFEll-By UMBER PRODUCTS INSPECTION, INC. DESIGN CRITERIA TC LL TC DL BC DL TOTAL LOAD BUR. FACTO AWN- W.r �F ps.f psf psf psf oa `'}w son }aa rzaa ,eoa torte 3v,-11 Dean .oaa St] �� sea tea req I ria � wu I w,e 1 o -,o -a Ix�fa g � SW. i V., 6 N16 195 y sea 4 12 O-0 22-H 2a i 75aa 19bi*- o ->e 7 taxa lar ewlt OmATmm Heldd:l2.1M > 20 PY. rasa 9 YI: W-74,24 I eaa-i�.a Itt9a-an Gal.It7Az•ts.0-1.9].ltPn-ss.naaj LWODIO ImO 2dRuas 2-0-o 22 74.! eariN tM Cbl n Gee OSL M 0� wN PIATrs GNP IM MT20 2tA4vD Tcu m.a TCDL 10.0 21 L"'*R"'!'e^'m LT8 24 25 ee 1.00 26 w.1 u)-0'. a isi7 �aii tau 27 26 OGLE oa 23 Mep ilbm=b rn pay ypDT tro 0.e0 P" H-14111 OA 15 a We yhlvhL•1eae FT.20w M 150 rulwrtr.-u v�:! IQ`40tu1g 17ON=(ro' we Ce Im-Te0_-ASh 230 MO xtm meal wine O. MUN 1) pjmW 0rad a,, k..b,. sue nead.ed cur We duly. 21 'Aw&k5a 7.5k 10mt TCp(ALOO, BCD -4-00: -Mt SAW WK me.Sn: Cel Rtap e: mdmed: MRS (nWOW) LIS C -C a W¢150410 eM. trd,ris M 4.0-0 t"a awMgljW+Q1.7&9100mc n.I-ter end r19M.pined; wvutld IN andd9M eeP-d;C-C for mendere d1-6 MWPS As meYxe*b 6LWW DOL.1.92 h,ett 9m t1D §Q 3)nW Wa he bem"po lore lOA pd bmm Ned M load mnwnammlwnmy N.r Om loads. q 'i.ernn int hrlS OnlWekra O.r had ofi➢D pr11.NA9C+.e/uyw GenA3srmeeraa�,+.7-A-O �S�r,4o mee�Y.n . x+ma Mbh "Qandem Nxrmenbna 5) 1e.ty.f0+oy4 ,a -r hfte pxaW pywe.er eavp A05!?d, tevje t VA k --d. 5- ' dwrdr O'k n+a7aW:Y a--%emhca e Pro lde eeci.dW Wmeew.)pyW-)W".Ue."I Oft p" el edaruAnj61 Q.4pr. 1-11-l7 t:--'rW. P*. I& 71 TlAs cum Hdelpmd.mmNlnG.9trD. 2005 MhmNwd OdMMpCmeaet9en 720at and M.ennd d.derd AXa/TP11. el -scree•edaatrmn+>o++d�eene.rlAena.wmmrnnddrm.nAh.meeayme.ewpnrDeelrese. LOADCASPi51Snw.d 35 34 Reading a MiTek Engineering Drawing 1 Job name 2 Truss label 3 Truss type 4 Truss quantity 5 Number of plies 6 Job description 7 Software version as Cumulated dimensions of top chord - panel lengths are added together along the top chord of truss (feet -inches -sixteenths) 6b Panel lengths of the top chord - each section represents the horizontal distance between the centerllne of two consecutive panel points along the top chord (feet -Inches -sixteenths) 9 Drawing scale of the truss 10 Top chord slope - Inches of vertical rise for each 12 riches of horizontal run 11 Top chord member label (if shown) - identification label used to distinguish pieces 12 Truss height- the height of the truss from the top of the bearing to the lop of the top chord (trusses with multiple levels of top chord will have multiple trues height dimensions) (feet-Inches-slxteenths) 13 Plate size, orientation and type - plate size In Inches. The two lines denotes the direction of the plate 14 Continuous lateral bracing location 15 Web member label (If shown) 16 Heel height - the height from the top of bearing to the top of the top chord at the outside edge of the bearing geoWnches-s xteenths) 17 Bottom chord slope - Inches of vertical rise for each 12 Inches of horizontal run 16 Bearing - a structural support, usually a wall or beam that Is designated to carry the truss reaction loads to the foundation 19a Cumulated dimensions of bottom chord - panel lengths are added together along the bottom chord of truss (feet Inches -sixteenths) 19bPanel lengths of the bottom chord - each section represents the horizontal distance between the centerline of two consecutive panel points along the bottom chord (feet -Inches -sixteenths) 20 Plate offsets (X, Y) -this section lists any horizontal and/or vertical plate offsets (In Inches) and the location they occur 21 Design loading (PSF-pounds per square fool) 22 Spacing on center - feet -incl ea -sixteenths 23 Design code / Design standard 24 Duration of Load for plate and lumber design and Repetitive Use Factor 25 CSI - maximum Combined Stress Index for top chords, bottom chords and webs 26 Deflection- maximum deflection expected In a member (Inches), Location of maximum deflection, maximum Span to deflection ratio expected in a member 27 Span to deflection ratios - input allowables 26 MiTek plate allowable6 (PSI) / estimated truss weight / fabrication tolerance 29 Lumber requirements 30 Required bracing for all members 31 Reaction (pounds), Bearing size - Input and minimum required (if shown) cram 32 Maximum Uplift and/or Maximum Horizontal Reaction if applicable and Maximum Gravity if shown 33 Maximum member forces -Tension (+), Compression (-) 34 Notes Ad 35 Additional loads I load cases MiTek www.mitek-us.com I Tech Support 1-866-MITEK TS (1-866-648-3587) 1 FAX 314-434-5343 1 Online Training Registration http:iiwww.mitek-us.com/support/training I T -P1• TOP CHORD TO: tea SP 29 30 toPd10MD amnm.rope denOAnp dFPeq ePp0w W z t!aac Podft - DOT EMDRO RIpM wlhq dndF/ePp0edml�-02a Medey OOTCHORD 2.A SP R.7'Enot' we" trmrn MdpoM 646 05:2.4 Or Mat Wr03 20Sr N.2 'E"'. 31 aria r0mlrod non meclo0 m webdled dprL P trine antllan. cur..SP Roz wm 91e,berl oexd6amn huhmDw 6el0e. RL.rnmOee.beet peKmia f0.p,AF3ita.ati . Mu rh. to -t 32 rulwrtr.-u v�:! IQ`40tu1g 17ON=(ro' we Ce Im-Te0_-ASh 230 MO xtm meal wine O. TOPC110R0 1•2-19455.2.3-2e5151fi 3d.-2017Aa 49.1891), 640-tnYN. 640-1770M.50-06010.74-42ITN. s-9.437910. e-21-w95K 10.72-469910 33 GOTCHORD I -19-364M. t1-IO.J07/ttt, TML611M 10.17P61112K 10-1744066.16-06.001603,14-15.01009.16-14a1a36, 12-134W11,N-MOMIS0 WMS 7•,9-1eoY1[L ySh,>9I S -n -a17 u?.O.M.oWm•7.1e.i2+Hit 7.1I.46YR gLu -771nn MUN 1) pjmW 0rad a,, k..b,. sue nead.ed cur We duly. 21 'Aw&k5a 7.5k 10mt TCp(ALOO, BCD -4-00: -Mt SAW WK me.Sn: Cel Rtap e: mdmed: MRS (nWOW) LIS C -C a W¢150410 eM. trd,ris M 4.0-0 t"a awMgljW+Q1.7&9100mc n.I-ter end r19M.pined; wvutld IN andd9M eeP-d;C-C for mendere d1-6 MWPS As meYxe*b 6LWW DOL.1.92 h,ett 9m t1D §Q 3)nW Wa he bem"po lore lOA pd bmm Ned M load mnwnammlwnmy N.r Om loads. q 'i.ernn int hrlS OnlWekra O.r had ofi➢D pr11.NA9C+.e/uyw GenA3srmeeraa�,+.7-A-O �S�r,4o mee�Y.n . x+ma Mbh "Qandem Nxrmenbna 5) 1e.ty.f0+oy4 ,a -r hfte pxaW pywe.er eavp A05!?d, tevje t VA k --d. 5- ' dwrdr O'k n+a7aW:Y a--%emhca e Pro lde eeci.dW Wmeew.)pyW-)W".Ue."I Oft p" el edaruAnj61 Q.4pr. 1-11-l7 t:--'rW. P*. I& 71 TlAs cum Hdelpmd.mmNlnG.9trD. 2005 MhmNwd OdMMpCmeaet9en 720at and M.ennd d.derd AXa/TP11. el -scree•edaatrmn+>o++d�eene.rlAena.wmmrnnddrm.nAh.meeayme.ewpnrDeelrese. LOADCASPi51Snw.d 35 34 Reading a MiTek Engineering Drawing 1 Job name 2 Truss label 3 Truss type 4 Truss quantity 5 Number of plies 6 Job description 7 Software version as Cumulated dimensions of top chord - panel lengths are added together along the top chord of truss (feet -inches -sixteenths) 6b Panel lengths of the top chord - each section represents the horizontal distance between the centerllne of two consecutive panel points along the top chord (feet -Inches -sixteenths) 9 Drawing scale of the truss 10 Top chord slope - Inches of vertical rise for each 12 riches of horizontal run 11 Top chord member label (if shown) - identification label used to distinguish pieces 12 Truss height- the height of the truss from the top of the bearing to the lop of the top chord (trusses with multiple levels of top chord will have multiple trues height dimensions) (feet-Inches-slxteenths) 13 Plate size, orientation and type - plate size In Inches. The two lines denotes the direction of the plate 14 Continuous lateral bracing location 15 Web member label (If shown) 16 Heel height - the height from the top of bearing to the top of the top chord at the outside edge of the bearing geoWnches-s xteenths) 17 Bottom chord slope - Inches of vertical rise for each 12 Inches of horizontal run 16 Bearing - a structural support, usually a wall or beam that Is designated to carry the truss reaction loads to the foundation 19a Cumulated dimensions of bottom chord - panel lengths are added together along the bottom chord of truss (feet Inches -sixteenths) 19bPanel lengths of the bottom chord - each section represents the horizontal distance between the centerline of two consecutive panel points along the bottom chord (feet -Inches -sixteenths) 20 Plate offsets (X, Y) -this section lists any horizontal and/or vertical plate offsets (In Inches) and the location they occur 21 Design loading (PSF-pounds per square fool) 22 Spacing on center - feet -incl ea -sixteenths 23 Design code / Design standard 24 Duration of Load for plate and lumber design and Repetitive Use Factor 25 CSI - maximum Combined Stress Index for top chords, bottom chords and webs 26 Deflection- maximum deflection expected In a member (Inches), Location of maximum deflection, maximum Span to deflection ratio expected in a member 27 Span to deflection ratios - input allowables 26 MiTek plate allowable6 (PSI) / estimated truss weight / fabrication tolerance 29 Lumber requirements 30 Required bracing for all members 31 Reaction (pounds), Bearing size - Input and minimum required (if shown) cram 32 Maximum Uplift and/or Maximum Horizontal Reaction if applicable and Maximum Gravity if shown 33 Maximum member forces -Tension (+), Compression (-) 34 Notes Ad 35 Additional loads I load cases MiTek www.mitek-us.com I Tech Support 1-866-MITEK TS (1-866-648-3587) 1 FAX 314-434-5343 1 Online Training Registration http:iiwww.mitek-us.com/support/training Building Materiels and Construction Services 12-29-2015 To Whom It May Concern: It is our standard policy to manufacture all of our trusses with a minimum camber of 118" per ten lineal foot of span or dead load deflection, whichever is greater. Mike Goodman Design manager BMC 45491 Golf Center Parkway Indio, CA. 92201 t: 760.347.3332 f. 760.347.0202 DETAIL FOR COMMON AND END JACKS ' MIUSAC - 8 -20PSF 1 8/31/2005 I PAGE 1 -2-0-0 I— -. MAX LOADING (psf) SrCING z -o-0 BRACING MiTek Industries, Inc. TOLL 20.0 P tes Increase 1.15 Western Division TCDL 16.0 Lurnbet Increase 1.15 TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid Ceiling directly applied. L 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF -L No.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L No.2 AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS C� 3" O.C. 2 ROWS -- - 9 --- - NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 3x4 = �r SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 04 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS CONN. Wr2 16d COMMON WIRE P. 1621014 X 3.5" LGT) TOE NAILS ' 8-0-0 ~ B-0-0 EXT, 2 4-0-0 -0.0 2.0.0 EXT. EXT. 2-0-0 EXT. 2-0.0 jf 2-0-0 1 ' CONN. WM 16d COMMON WIRE (0.162"DIA X 30 LGT) TOE NAILS BOTTOM CHORD LENGTH MAY BE T-0" 3X4 = OR A BEARING BLOCK. CONN, W/2 16d COMMON WIRE(D.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2-0.0 &0 0 PRESSUREBLOCKING INFO. F- t I NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. cc W G NO. C75435 EXP. 3/31/20 J> CIVIL Mnn F CALI�O[� V WARNING - V—ify d-igq p.—I— —d READ NOTFS ON TIVS AND INCLUDED MITEX REFERENCE PAGE MY 7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an VKNdual bukdrig component, Appllcablllty of design paramenters and proper Incorporation of component Is responsibility of bulking designer- not truss designer. Bracing shown M i Te k Is for lateral support of Individual web members only. Additional temporary bracing to insure stablllty during conslrucflon is the resporssibligfy of the erector. Addirtonol permanent bracing of the overall structure Is The responslhi'Ity of he bullding designer. For general guidance regordelg PO WLq Iq PLRFOI•M: fab7lCatlon, quollty canha4 etaroge, delivery, mection and bracing. consult ANSIMII Q%X fhy CrBedo, W$-$1' and 90:11 Pultding Compoeero 7T77 Greenback Ln. Sults# 109 Sa(Hy Irdarmollon walatNla from Trus Plate hutitute, 583 D'OnolRo bdve, Madison, WI 53719, Cirrus Helphis, Co. 95610 AUGUST li 2016 u � 00 a MTek USA, Inc. w7mm A Mitek Alrat0le SUPPORT OF B.C. OF STANDARD OPEN END JACK USING PRESSURE BLOCKS M11 -OPEN JACK -BLOCKS Loading (PSF): BCDL 10.0 PSF MAX 2x4 bot. chord C trier i S of Jack }r 2. 0.131" X 3- MX] CATLS (tlyp) 2x4 block Jack between jacks, truss nailed to carrier be () w/6 (0.131" X 3" MIN.) nails -—A a13" Q,c. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 11" X 3" MIN.) NAILS (typ) ORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC w/ 6-(0.131" X T MIN.) NAILS @ 3" o.c. MiTek USA, Inc. Page 1 of 1 s -0-o 4 24" TVP 1 per{EOpO 1�,Y 1 411 NO. C75435 EXP. 3/31/20 1j `rl,S,T��CIVII �1P CF CALIF0�� MAR 2 2 2018 I■ ..:..••.. :...,t ... .. ,.,.,,�._... �".r r:rnr.• H� :. ,... .. ... , !..., -, .. , .. .. .,.. ,•r.tsrr r.r.r, ��!• I D"on "oM lot use only v41h MITek coonec Ion. This design Is based only upon poromelen shnwn, and Is for an It,d!1, j AppNtabialy of design paramenters and proper lncorporofton 1 component 1 resriorulbll3}y al buHffng deslgncr -nos Enns designer. &odng shown M 1 Te k is fw lalmol support of IneSylduol web members any. Addlfipnol tompwory brauin9 to insura stablity [f CKr conslrucHon 4 ihp rmpormbimly of the erector. Atfartlonot permonenl bfacing of the overoll shucVer the responsibRliy 01 fhe 1w]ding dos gner. For general guldonce regarding labrfcuMan, quolfly control, Itofago. dadvery, ereCllan and brosirrg. Cansufl ANS?/I l Quo Illy Crlleria, oSa-a? and SCS I1 aullding Component °OM'aN 10 P6AiONM.- Safely lnformal4on ovaratAs from Truss Plate tnstlturo. 5,83 Q'DnafAo Nye. Modnon, Wf 53719. 7777 Grmnlrack Ln. Sufte# 109 cknra Holnhts. Ca. 95810 AUGUST 1, 2016 ung-- MITek USA, Inc. YMMTH A Mack Atn ale BEARING BLOCK DETAIL MII-BLCK1 REFER TO INDIVIDUAL TRUSS DESIGN MITek USA, Inc. Page 1 of 1 FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses with a D.O.L. lumber increase of '1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE NAILING PATTERN LUMBER GRADE ALLOWABLE REACTION (Ib) * GEARING BLOCK ALLOWABLE LOADS BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (Ib) TOTAL EQUIVALENT BEARING LENGTH 2x4 SP 2966 975 3941 0-4-10 BOTTOM CHORD 2 ROWS @ 3" O.C. DF 3281 892 4173 0-4-7 (8 TOTAL NAILS) HF 2126 772 2898 0-4-12 SPF 2231 754 2985 0-4-11 SP 2966 1462 4428 0-5-3 2x6 BOTTOM CHORD DF 3281 1338 4619 0-4-14 3 ROWS @ 3" O.C. (12 TOTAL NAILS) HF 2126 1159 3285 0-5-6 SPF 2231 1131 3362 0-5-4 SP 2966 1950 4916 0-5-12 2x8 BOTTOM CHORD 4 ROWS 3" O.C. DF 3281 1784 5065 0-5-6 @ (16 TOTAL NAILS) HF 2126 1545 3671 0-6-0 SPF 2231 1 1508 1 3739 1 0-5-13 4" MINIMUM T HEEL HEIGHT 1 ICK TO BE SAME ADE, & SPECIES 'ING BOTTOM CHORD. ONE FACE OF TRUSS. NOTES: 1. USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE 10d (0.131" X 3") FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING FC PERPENDICULAR VALUES: SP = 565 psi DF = 625 psi HF = 4D5 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,90o,000 PSI OR NON -DENSE GRADE LUMBER. 12" BLOCK CASE 2 t� TEOD Q� 1 `gyp ski! 7 i`C , ,n Q C, G. m J* NO. C75435 I EXP. 3/31/20' EVIL �`4- Opp CALIFOR MAR 2 2 2018 4r.s �: �:: . - ..., r., e;•: 1 •.� �. •, ,r ,• Po7..5n ti•I fl,; nl •If 7r: r•.:� 7•: .."::ff?,:• .�r:.� �: r: rear 1.1,, i•.�r.l W! :rrti Pj'Y tlJc�r i.., �. �. Oasign vo6d for use onywith M90k connectors. This daslgn Is bdsed any upon paromelen shown. and Is for on Individual boding Component. AppllcaYlR]}y of design pwomanlen and proper 1nCprparplian of component # le3ponsidmty of builang Ceslgnsr -not buss designer, INpGing shown M i Te k . Es far for b111 suppari of irrdrvlauol web members only. Additional tempacdry brdCing to lnsixe sta!]11kty durin0 consTrucfipn is the reSponsfh5lity a! N+e erecso , Ad"JMonol permanent k]rpClny o! Ih@ Duero l shuclu 0Is 1h8 raspons� 91y dl the p ndtng dasfgner. troy generpf guidance ogording PCwCp.o PcpFeww: fobriCallan, quvN y Canirpi, sla pg9. delivery. eraclion and p ookng, consult ANSVTPII gaallty Cr!lerin, 55E -E4 and BCSIi ealhding Componehl 7777 Groenbea Ln. $ulu 109 Sa}oy !rt}orrrrollan avo lflble tram moss Plol9 insHNte, SB3 O'pnaf so ire, Mod sdn, w153719. Cilrun 14010W. Co. 95610 AUGUST 1, 2016 BEARING BLOCK DETAIL MII-BLCK2 Mrrek USA, Inc. Page 1 of 1 R T ER O INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES j o �a IMPORTANT This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. MiTek USA, Inc. Trusses not fitting these criteria should be examined individually. P o A FIRok RrflihJo 0-5-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE AND NAILING PATTERN LUMBER GRADE ALLOWABLE REACTION (Ib) * BEARING BLOCK ALLOWABLE LOADS BEARING BLOCK &WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (Ib) TOTAL EQUIVALENT BEARING LENGTH SP 4661 975 5636 0-6-10 2x4 BOTTOM CHORD 2 ROWS @ 3" O.C. DF 5156 892 6048 0-6-7 (8 TOTAL NAILS) HF 3341 772 4113 0-6-12 SPF 3506 754 4260 0-6-11 SP 4661 1462 6123 0-7-3 2x6 BOTTOM CHORD 3 ROWS @ 3" O.C. TOTAL NAILS) DF 5156 1338 6494 0-6-15 HF 3341 1159 4500 0-7-6 (12 SPF 3506 1131 4637 0-7-4 SP 4661 1950 6611 0-7-12 2x8 BOTTOM CHORD DF 5156 1784 6940 0-7-6 4 ROWS 3" O.C. (16 TOTALL NAILS) HF 3341 1545 4886 0-8-0 SPF 3506 1508 5014 0-7-14 4" MINIMUM T HEEL HEIGHT 1 BRG BLOCK TO BE SAME 1r BLOCK SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. NOTES: 1. USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2 -THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE 10d (0.131" X3") FOR BEARINGS NOT NEARER THAN 3" TO THE END OFA MEMBER (CASE 2), THESE VALUES MAYBE MULTIPLIED BY A BEARING FACTOR OF 1.03 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. 12" BLOCK CASE 2 R N p EO,D��fey � C {� Pil rnfi NO. C75435 G `* EXP. 3/31/20 `Jt CIVIL �P MAR 2 2 2018 �1 .�1 i., I . •• -I -J: • ,, it 81,411 Mi 11;1i W. IIli$ Ah1I INCI,410tf +lit LK II F. Fr.RLIKI; PA (A "if 74'i.' 1.11 F'r R1; 1;..}r Auslgn volld far use only with Wrok connector, This design is based only upon poramefers shown, and Is for an Individual bulleffng componanI. MIM-,3b;rty of design�rp manters and proper klearporollon of cc.,.enl K fesAorntbllhty of bulkfng doslgner - not frau design er, Sro. ing shown M � Te k� rs for Ipterpl support ❑! Endlvlduol web members only. Mont Ionol lemporary blacing to Insure sloblllty during coraWri Ion is the responsibility of the erectof. Addllformf perrnonent bracing of the overall stfuckme Is the fesponslbr�lty of the Cul dhg designer. for general guldance regarding POWLR ro "cRFORN: fabslcoNon. quallty conhoi, storoge. dallvery, efeatlon and hroeinnpp oonwlt ANSVT►IT Guailty erlt4rrFa, 1739.89 and 9CSIi f+uflding Campahanf 77T/ Greenback Ln. Sake# 109 Safaty irdwrnution ovalloble from Tftm No bnsillule, 593 D'Onofrto ❑dve, Madison, WI53719. Citrus Heights, Ca, 95810 AUGUST 1, 2016 I 1� �Q LUEEID MITek USA, Inc. ymrnm A WrekA Afllllale SIDE VIEW NEAR SIDE FAR SIDE 0 z O J un J M c7 z Z JO J � J N Z W O Z O c C6 UPLIFT TOE -NAIL DETAIL THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOP PLATE OF WALL NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 (Ib/nail) DIAM. SP OF HF SPF SPF -S 131 59 46 32 30 20 .135 60 48 33 30 20 162 72 58 39 37 25 128 54 2 28 27 19 .131 55 43 29 28 19 .148 62 1 48 34 31 21 .120 51 39 27 26 17 .128 49 38 26 25 17 .131 51 39 27 26 17 ,148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. MII-TOENAIL UPLIFT MiTek USA, Inc Page 1 of 1 END VIEW 1" FOR 3" NAIL r 1-1/16" FOR 3.25" NAIL �L 1-3/16" FOR 3.5" NAIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL -FROM THE MEMBER END AS SHOWN, 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (Ib/nail) X 1.33 (DOL for wind) - 148 Ib Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (Ib/nail) X 1.60 (DOL for wind) = 177 Ib Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs (1771bs) Building Designer is responsible to specifiy a different connection. USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL C-9, Qj G ; n NO. C75435 EXP 3/3'1/20 CIVIL F CAOo MAR 2 2 2018 A& WAH.RINC, Prr fry ii.t, Iy" 1n—,. -1 ,u,A REAV rri rEs OM1 1111, 111, INlr 01)UP M191TER REI ER[r:,':1 rA r, 1: M1174%1, tMFOA/ Cb% Mif1Ll Design Yotld for use ot11y VO Week connectors. This design is bused aNy vpon pwometert shown. and Is for on IrKW4ual bulkQng cannl. spone Appdicoblliiy of design pafamenlers and proper lncorparatk)n 01 componenl Is respora Afy of bvWbngg design - nol truss designef. Uddng shown M i Te k• Is for Iolefol suopod of Indlrldual web nsernbefs only. Addilionol lernporary brocing to Inme stobNty during consbuctlon Is the responslbAAly of the erector. Adaoncl pemmm nt brocing of the overoll stuckKe a the respomtWnly of ft buildng designer. Far generot gvidence regarding Pewca ro �[aropw: ftlh tcolfan, quaff iy conlroi slarvgo. degrary, erection and tradng, opnw6 A1JSI/rAtl Quality CrWa. 06.69 and OCSI1 8u [Wing Componarrl 7777 Greenback Ln. Sidle# 10B Safasy InlarmoTion oro9obte from inns Pldts Irulituty. 583 D'bnokfa Dl1rr1, MpC1ISaTk, wl S3719. tabus Halahta- Co. 96610 AUGUST 1, 2016 �aa a MiTek USA, Inc. YUMM A LIFTeh yell WQ LATERAL TOE -NAIL DETAIL M11 -TOENAIL O MITek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5-) NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS 7X�NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS + NEAR SIDE NEAR SIDE V4� ---. - NEAR SIDE SIDE VIEW SIDE VIEW 2X4) 3 NAILS (2XA 2 NAILS NEAR SIDE NEAR SIDE - ----a FAR SIDE NEAR SIDE - -a FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE i FAR SIDE NEAR SIDE ---� FAR SIDE E O DCS``c�r w Q C� CLI ;0 NC75435 iO. XP. 3/31 /20 CIV I'L �tiPSIDE VIEW C E1L\Fo (24) 4 NAILS NEARSIDE MAR 2 2 2018 NEAR SIDE NEAR SIDE NEAR SIDE n rr: •. .. r.• . ,. ,,,. ,r•.,1 rnrrf rr'.v NY sr.. �., ,r.r .•(r," •.i Nl ri rar Irn vf-)11HIF ,w;E r661 M11 74 ,1116MPI, CSC TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S eractor. Ad*lonol permonanl bracing of the overall structure Is she respont1b4ty of the building designer. For general guldance regarding fabricallan. canlrol, delivery, eieclion broci%, Af ANSIfIItiI CAleilo. DSB•89 SCS11 Building 131 88.180.8 quoRly sloroge. and Cons quality and Com¢iMenf Safety Information ovolloble from Tnm Mole Instlhrle. $83 CYOnofft Drive. Morison. vA 53719. 69.9 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 J .162 118.3 108.3 93.9 91.9 80.2 Z z .128 84.1 76.9 66.7 65.3 57.0 .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 1 82.8 72.3 ri .120 73.9 7 68.7 57.4 50.1 10 O.128 84.1 76.9 66.7 65.3 57.0 c .131 88.1 80.6 69.9 68.4 59.7 Cd .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5-) NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS 7X�NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS + NEAR SIDE NEAR SIDE V4� ---. - NEAR SIDE SIDE VIEW SIDE VIEW 2X4) 3 NAILS (2XA 2 NAILS NEAR SIDE NEAR SIDE - ----a FAR SIDE NEAR SIDE - -a FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE i FAR SIDE NEAR SIDE ---� FAR SIDE E O DCS``c�r w Q C� CLI ;0 NC75435 iO. XP. 3/31 /20 CIV I'L �tiPSIDE VIEW C E1L\Fo (24) 4 NAILS NEARSIDE MAR 2 2 2018 NEAR SIDE NEAR SIDE NEAR SIDE n rr: •. .. r.• . ,. ,,,. ,r•.,1 rnrrf rr'.v NY sr.. �., ,r.r .•(r," •.i Nl ri rar Irn vf-)11HIF ,w;E r661 M11 74 ,1116MPI, CSC Des33ppn vogd for use only w11h Mifek'connectors. This dcslgn is bored Only upon pararnefen shown, and Is for an InclMnal buRding cbmponen1. App IQb liy of design paromen leis and properladofgarotlofl of comporsenl h responsiblilty, of bulldlnee designer -no? IHSS deslgnor, 6rodng Shawn Is for lateral suppedol ai indMaluvreb member only, Additional temporary biocfrsg to lnsure sfobblly durfng corulrL Crl on 4 the responslblllity of the M i Te k eractor. Ad*lonol permonanl bracing of the overall structure Is she respont1b4ty of the building designer. For general guldance regarding fabricallan. canlrol, delivery, eieclion broci%, Af ANSIfIItiI CAleilo. DSB•89 SCS11 Building _w.. - / .N. quoRly sloroge. and Cons quality and Com¢iMenf Safety Information ovolloble from Tnm Mole Instlhrle. $83 CYOnofft Drive. Morison. vA 53719. 7777 Greenback Ln. Sul O 100 IJI ctiru6 } twhts. cB. 95610 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS F\ F flr—� M11-WEBBRACE Mrrek USA, Inc. Page 1 of 1 BRACE MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BAv slzE 24"O.C• 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL MITek USA, Inc. A B C D A B C I D C I D p 10'-0" 1610 1886 1886`°` if? Ai tc•d' 2829 Alumk Atlpfare 12'-0" 1342 1572 1572` 1v`'� 2358 uaSF�il! 3143 14'-0" 1150 A 1 X4 IND. 45 SP OR- A X 4 #2 SRB (DF, HF, SPF) B ' is . ww +"S' C 2 X 4 f/3, STD, CONST (SPF, DF, HF, OR SP) 1347 1347 2021 18'-0" 1006 1179 1179 1768 -k;=� 18'-0" 894 1048 1048 1.572 20'-0" BOS 943 943 1414 "Bay size shall be measured In between the centers of pairs of diagonals. TYPE BRACING MATERIALS A 1 X4 IND. 45 SP OR- A X 4 #2 SRB (DF, HF, SPF) B 2 X 3 83, STD, CONST (SPF, DF, HF, OR SP) C 2 X 4 f/3, STD, CONST (SPF, DF, HF, OR SP) D 2 X a A3 OR BETTER (SPF, OF, HF, OR SP) 3143 1 4715 1 4715 23•` 1 2358 1 3536 3143 1888 1 1886 1 2829 GENERALNOTES 7074 4715 1. DIAGONAL BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF ANMR CE rLD4 DIAPHRAGM. THE DIAPHRAGM 0 TO BE DESIGNED BYA QUALIFIED PROFESSIONAL, 2 THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THEWEB FORCE 3. DLAGONAL BRACING MATERIAL MUST SE SAME 3[rR AND GRADE on BETTER. AS THE LATERAL BRACE VATERWL,AND SHALL BE WSTALLED W SUCH AMMER THAT IT INTERSECTS WEB A1EIyernS AT APPRCX 46 DEGR EES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS wITH 2-W P-131 W-61 FOR 1d 9RACES, 2.1 od (D.131'1r 31 FOR b2 and 2v4 BRACE&, AND 3 -Tod (0.131'x1') FOR $r6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRLI&8 Wm{ M (0.131'102,5') NAILS FOR tri LATERAL ERASE$, 2.10d [0.131W6 NAILS FOR 24 wd 2x4 LA7ET;AL BRACE$, AND 3.10dt0,f31.41 FOR 2x5 LATERAL BRACE& 5, LATERAL BRACE SHOLILO BE COWINDDUS AND 8HOt" OVERLAP AT LEAST ONE: TRUSS SPACE FOR ODNrIWU rry. 5, MR ADDfnONAL GUIDANCE RECARONG DESIGN AND NSTALIATION OF BRAG NOr CONSULT OSBM TEMPORARY SWM OF METAL KATE CONKCTED WOOD TRUSSES AND BOSH GUIDE TO GOOD PRACTICE FOA HRNLILING, INSTALLING S BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRCOUGED SY WOOD T RUSS'=UNC1 OF AMERICA Ind TRUSS PLATE INSTITUTE m w,rba4�dvgry.mm ynd vmwaphq.or9 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE, L TABULATED VALUES ARE BASED ON A DOL -1.15 TUR STABILIZERS: FOR ASPACING OF 24' O.C. ONLY, tAnE -STABILfZER• TRUSS BIIACrNo SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, O AND D BnALING MATFAtAL D1A.UCN AL SPACING FOR STMUZ S ARE TO 8 PROVIDED AT RAY SIW INDICATED ABOVE. WHERE DLAPHRAOM BRACING 1$ REOUrRED AT PITCH BREAKS, STAeIL22" MAY BE REPLACED W RH WOOD SU"ngcL SEE "STAR12C - Tfil7S.8 SFNOENO 1f4sTALUTION GUIDE AND PROOOCY SPECIFiCATnN. MEMBERS This information is prodded as a recommendation to assist in the requirement for permanent bracing of the Individual truss web members. Additional bracing may stiff be required for the stabilky of the overall roof system. The method shown here is just one method that can be used to provide stability aga]nst web bucMng. CONTINUOUS LATERAL RESTRAINT 2-1 Od NAILS (SEE NOTE 4) DWslgn valid for um ony with MRek connectors. rhh design Is based only upon poromMBn shown, and h for an Indirlduol burdlrng component. App6Cob y D1 d0519A Paromentet9 and proper inCarp oroflon of ComponanI Is rwporWb9Hy of buiRfing designer- not truss design aT. Bractrlp ovwn Is !or latero! support of 1ndMduol web mneni ggembdt oNy. Addflonol Idmporory bicainp to Insure slnbBRy ddWng corlshucilon is Nils responsU ly of the fobrlcotlpr5, IaBylconrtro 5foroge, dG ry ere tion Olid txac.Ersp, Canof the overa struclue Is the n& 0 ANSIM:I11 Quality bilty of the CriteriadeJV, D33-89 er. For and BCSli BuIldingq Codoocv mponent Safety Inlamnllwr avallabfe from Tnm PIa1e Inilkule, 563 O'Onolrio Drive. Madhon. WI $3719. J J+ NO. C75435 EXP. 3/31/20 `r�4T CIV Il ��tiP �OF CAU( MAR 2 2 P01 MiTek, ek, 7777 Grennbatk Ln. Suit*# 100 Cilrua HelaMo. Ca. 95610 AUGUST 1, 2016 Ll MTek USA, Inc. Ynnin a wwrnm- T-BRACE / I -BRACE DETAIL MII - T -BRACE MTek USA, Inc. Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1 x4 or 1 x6 10d (0.131 " X 3") 8" o.c. 2x4 or 2x6 or 2x8 16d (0.131"X 3.5") 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WI Nails Nails Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 1 2 2x3 or 2x4 12x4 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (*) T -Brace 1 x4 (*) I -Brace 2x6 1x6 (*) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 1 2 2x3 or 2x4 12x4 T -Brace 2x4 I -Brace 2x6 2x6T-Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace �'OfESSICO) ZE00 I x ' "jG CIA NO. C75435. EXP. 3/31/20 `>l� civil �Q �OF CAL*0 MAR 2 2 1018 Nails T -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress Web I -Brace rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-8race Nails For SP truss lumber grades up to #1 with I)(- bracing material, use IND 55 for T-Brace/I Brace W�N,vr •-} ,,a+, t. .. �,: rr , ;yc; ,•� ,, ,�rp i•n';r W7 r;x rnr Ufr,.Wj vd GJ P411.7 ra •,, Pit),40 Design valid for ute wily vAlh haek conneclw. This design B hosed only upon poramet lftwKL and B for an Individual buEldrng component. on pF d9s3gn rAatamenlers and proper inrgrpnranon of component is jesponsibiny of bujk9r9 designer - nos /FUSS aessgner. &acing shown Is for 10Ierol support of 1ndlvkfual web members 0*. Adcf4bnol temporary brocIng to [fvkfe 0OW1ly during-o,sfrucllon is 1ha re;ponslbSAy of Iho afecf or. A.ddlllonot permanent bracing of the overall slructwe is the rospordbinty of the bpkding des�qrrar• Forgeneral guidance regarding IabdcoHon, qualify conlror, slaroge, delivery, execflon and bnx;npp, eonsutt ANSIMII Quallly "Ierla, DS B-89 and SCSI1 BuRdEng Camp anen? 3afoy rniormatlon pvoUable from Truss Plate InsRute. 5S3II'Onofr Wve. Modhari, wl 53719. MiTek ne m nr"ro"r,.- 7777 Greenback Ln- sulfa# sob citrus 140intlis. ca- 95610 AUGUST 1, 2016 VTT-USP VALLEY TRUSS TIE Detail I MII-VALLEY VTT ©D � a�aa a MiTek USA, Inc. WI ar b U GABLE END, COMMON TRUSS A Mitek Alglhl. OR GIRDER TRUSS DETAIL B N.T.S. I VALLEY TRUSS TYPICAL II I� SECURE VALLEY TRUSS TIE TO VALLEY TRUSS USING (3) 10d (0.\1.5").ECURE VALLEY TRUSTO SUPPORTING TRUSUSING (3)10d (0.148"x DETAIL A N.T.S. MITek USA, Inc. Page 1 of 1 GENERAL SPECIFICATIONS 1. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A 2. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 3. IF SHEATHING IS NOT INSTALLED UNDER VALLEY, BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING 4. NAILING DONE PER NDS - 2012 5. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. 6. MAX MEAN ROOF HEIGHT - 30 FEET 7. ROOF PITCH - 0/12 TO 12/12 8. CATEGORY II BUILDING 9. EXPOSURE B OR C 10. WIND DURATION OF LOAD INCREASE: 1.60 11. MAX TOP CHORD TOTAL LOAD - 60 PSF 12- MAX SPACING . 24" O.C. (BASE AND VALLEY) 13. MINIMUM REDUCED DEAD LOAD OF 4.2 PSF ON THE TRUSSES. VALLEY TRUSS TIE SPECIFICATIONS 1. WIND DESIGN PER ASCE 7-98, 7-02 and 7-05 <146 MPH WIND DESIGN PER ASCE 7-10 <180 MPH BASETRUSSES USP VTTS TO BE INSTALLED AT EVERY tl II II TRUSSNALLEY INTERSECTION PER DETAIL B 2. WIND DESIGN PER ASCE 7-98, 7.02, and 7-05 <120 MPH WIND DESIGN PER ASCE 7-10 <155 MPH USP VTT'S MAY BE INSTALLED AT EVERY OTHER TRUSSNALLEY INTERSECTION, STAGGERED BETWEEN EACH VALLEY TRUSS, VALLEY TRUSS USP VTT VALLEY TRUSS TIE SUPPORTING TRUSS MAR 2 2 2018 BLE END, COMMON TRUSS GIRDER TRUSS (ALLEY TRUSS SP VTT VALLEY RUSS TIE ENTERED ON BASE TRUSS LOWER ROOF SHEATHING (MAXIMUM 1/2'S e �~ IEOD'' re,'- NO. C75435 (EXP. 3/31/20 Ird PhTNG- . Ve Ify I(,y jun pre.!a ;f-. —r' ft f.' II 'el t4:: ICY II/rS AAf1 IV':r 1;11x;0 MITFK RIUk,FNC. f' PAGU A111. 747.1 U10RE USI.. Design valid for use only with MIrek connectors. This design is basad only upon parameters shown. and Is for on Individual bLAdksg componenf. A0CotXllky of 0eslgn ppo� a lets and proper Incorporalion of componenl Is responslb9lty of build n desfgw - nol huss desfgner.Ikocing shown 6 to IoferaI. support of lndlvlduo3 Welo memtsers pnty. A0dif+pnal lernporary bradng to insure stobl6ly during corutrucl Ion is the responublsty of the M i Te k' erector. Add Konal permone n1 beocing of the overall slructuve is the respard161Aty of the bulld�g des64ner. For general Vdance fegarding pOW[p TO p[p�OpM: lobrfcp8pn. %oily control, sic,=&, da0w. erecfian ana bracing, Cpntult ANNSiRPI1 Quaff Crllerfa, DS8-99 and 0011 building ComporW Solely Inlprmolfan wplloble Irom Truss Plate Institute, 583 D'arroftip Drive. Mpolsori. WI 53719, 7777 Greenback Ln. Sub# 109 Citrus Heights, Co. 95010 OCTOBER 5, 2016 1 TRUSSED VALLEY SET DETAIL I MII-VALLEYS =Ell a MTek USA, Inc. yimlu A NRek Aflllh to GABLE END, COMMON TRUSS OR GIRDER TR USS MITek USA, Inc. Page 1 of 1 LIVE LOAD a 30 PSF (MAX) NOTE: VALLEY STUD SPACING NOT D.O.L INC = 1 1 .15 DEAD LOAD 15 PSF (MAX) TO EXCEED 48" O.C. SPACING ASCE 7-98, ASCE 7.02, ASCE 7-05 (MWFRS)100 MPH ASCE 7-10 (MWFRS) 125 MPH 1. INSTALL BASE TRUSSES, 2. APPLY SHEATHING TO TOP CHORD OF SUPPOI TRUSSES. VALLEY TRUSSES MAY PROVIDE BRACING IF SHEATHING IS NOT APPLIED. - BASE TRUSSES MUST BE DESIGNED FOR � PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" 0. C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A. B. OR C BELOW. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. TOE -NAIL VALLEY TO BASE TRUSS W/ (2) 1 Sd (0.131" X 3.5") TOE -NAILS VALLEY TRUSS RESTS ON 2x6 GABLE END, COMMON TRUSS OR GIRDER TRUSS 12 11 10 ATTACH 2x6 CONTINOUS NO2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (0.131"x 3.51 NAILS INTO EACH TRUSS BELOW DETAIL A (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (0.131" X ZIA-) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 2x4 W/ (2) 1 Sd (0.131" X 3.5") NAILS DETAIL C TOE -NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 12/12 PITCH) (2) 16d (0.131" X 3.51 TOE -NAILS ATTACH 2x4 CONTINOUS NO2 SPF BLOCK TO THE FACE OF THE ROOF W/ TWO 15d (0.131' x 3.5") NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HA E A BLOCK ATTACHED TO rr, TOE -NAIL VALLEY TO BASE TRUSS AND BLOCK W/ (2) 16d (0.131" X 3.5') TOE -NAILS ONE NAIL IN EACH DETAIL B ~ (3/12 PITCH OR LESS) Q �� t�0 TEDp I�Q `rtnJ1 `u G' ,. NO. C75435 J C, EXP. 3/31/20 l �r civ(< MAR 2 2 101 grFOr A0 l- 8 WAI:h7 NG Tc,{,(L Jualci RRAL Vrn F,S n3' rNl;; Ahlt 1,'W:'I CIJbn hi fl.X NAIT LR6r1(;F i'AfLMII T5'3 I�Er O RL t!Er. � 1 Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and B for an Individual building component. Appscabffrly of design poromenters and proper Incorporation of component Is resporalbTly of building designer- not truss designer, Bracing shown M Te k is Ior lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responslblllity of the "Clot. Add Banal permanent bracing of the overall sWctura is the re3poruibl9Iy of the bullOng dag9m :, For general guidance regarding POW6p m PA'p FOpN.- lvbrkoflon. quoilly earl rof. siorag e. delivery, ereclion and tracing. consul ANSI/rill Qu allfy Qi lerlae@ . DS and BCSI1 Building Component 7717 Grnbe do Ln. SIAM 109 111 Safety Irsfotmotion ovotloMe from Truss Role In$fiM*, 583 fYOnofr6a Dilve. Mvdison. Wl 53719. Citrus Helohla. Ca 95610 ----------- -- 19 --- --- - rr- t+ ,i it ik tI VALLEY TRUSS TYPICAL tI TYF (24" O.C. ) L L1_ VALLEY TRUSS TYPICAL % 1. INSTALL BASE TRUSSES, 2. APPLY SHEATHING TO TOP CHORD OF SUPPOI TRUSSES. VALLEY TRUSSES MAY PROVIDE BRACING IF SHEATHING IS NOT APPLIED. - BASE TRUSSES MUST BE DESIGNED FOR � PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" 0. C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A. B. OR C BELOW. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. TOE -NAIL VALLEY TO BASE TRUSS W/ (2) 1 Sd (0.131" X 3.5") TOE -NAILS VALLEY TRUSS RESTS ON 2x6 GABLE END, COMMON TRUSS OR GIRDER TRUSS 12 11 10 ATTACH 2x6 CONTINOUS NO2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (0.131"x 3.51 NAILS INTO EACH TRUSS BELOW DETAIL A (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (0.131" X ZIA-) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 2x4 W/ (2) 1 Sd (0.131" X 3.5") NAILS DETAIL C TOE -NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 12/12 PITCH) (2) 16d (0.131" X 3.51 TOE -NAILS ATTACH 2x4 CONTINOUS NO2 SPF BLOCK TO THE FACE OF THE ROOF W/ TWO 15d (0.131' x 3.5") NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HA E A BLOCK ATTACHED TO rr, TOE -NAIL VALLEY TO BASE TRUSS AND BLOCK W/ (2) 16d (0.131" X 3.5') TOE -NAILS ONE NAIL IN EACH DETAIL B ~ (3/12 PITCH OR LESS) Q �� t�0 TEDp I�Q `rtnJ1 `u G' ,. NO. C75435 J C, EXP. 3/31/20 l �r civ(< MAR 2 2 101 grFOr A0 l- 8 WAI:h7 NG Tc,{,(L Jualci RRAL Vrn F,S n3' rNl;; Ahlt 1,'W:'I CIJbn hi fl.X NAIT LR6r1(;F i'AfLMII T5'3 I�Er O RL t!Er. � 1 Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and B for an Individual building component. Appscabffrly of design poromenters and proper Incorporation of component Is resporalbTly of building designer- not truss designer, Bracing shown M Te k is Ior lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responslblllity of the "Clot. Add Banal permanent bracing of the overall sWctura is the re3poruibl9Iy of the bullOng dag9m :, For general guidance regarding POW6p m PA'p FOpN.- lvbrkoflon. quoilly earl rof. siorag e. delivery, ereclion and tracing. consul ANSI/rill Qu allfy Qi lerlae@ . DS and BCSI1 Building Component 7717 Grnbe do Ln. SIAM 109 111 Safety Irsfotmotion ovotloMe from Truss Role In$fiM*, 583 fYOnofr6a Dilve. Mvdison. Wl 53719. Citrus Helohla. Ca 95610 AUGUST 1, 2016 l � laa �� 00 0 00 a MTek USA, Inc. ymw A MRok AM146 o PURLIN GABLE DETAIL MII-HIP01 MTek USA, Inc. Page 1 of 2 THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND GPS ATTACHED WHERE IT HAS CONTACT WITH THE �vQ` TRUSSES BELOW. SEE DETAIL SEE DETAIL # JACKS !�= II= SEE SHEET 2 OF 2 FOR ALL DETAILS MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 100 MPH (MWFRS) ASCE 7-10 125 MPH (MWF€ S WIND DURATION OF LOAD INCREASE: 1.60 MAX TRUSS SPACING = 24" O.C. MAX STUD SPACING = 24" O.C. MINIMUM PITCH 2/12 MAXIMUM PITCH 12212 SyT@U�,D.� gSgPAC1NC300, PPL RLI 7�GpyATBL TO D TkE GIRD*OR HIPTRu�CING 2'-4' 5x5 3x5 ALL PLATES TO BE 9r4 UNLESS OTHERWISE NOTED 3x5 TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 Q ZEOpO� a W G ren NO. C75435 EXP. 3/31/20 `�1 CMI Zp' SOF CAU MAR 2 2 2018 V N'ARh"r; - 1'errfu r.v—r t"', n,r 1? 11' \T'JP.A VA THIS ANil !!N[Al..'U:;U MlTRR R£lPNRA'(:C PAGL MII 7473 01.:PoPe 1:5k Desfpn valid "" om ofNy141H1 fWlFek connecTces. This tleslpn Is based only upon paromelers ahpmn, [a7d b for an IndlWdual Gufldrng camponenf. Ispe etyu I doffs[ on ppppl/varmrIenlers and p aper hxorporplEph o! campanenl h responslb'.Ilty o! bu designer -not buss dezlgner. S ocing shown pp IndlWduol web members molly. Addi110rlal lempprary bro[ng }o insure xlaol5fy uring conshuct on is the rgsports bi Gly }he M i Te k of efeclor. Addllbnal permcnenl baocing of the prgrall stru�tur9 K the resporarb]AIy of IAe bplang dcs<gner. sor general guidpnce regor�ng labcicofipn. gvoAty Conhol, storage, delivery, areolion and bracing, cornNt ANSI/T?'ll Qual9y CrIletFo, OSE -99 onaJ 9C�T Eu9d]ng Camponenl EaSafy Informatbn ovaEoble tram Tnsss f'1ole Insgfvle, 5ft3 D'pnohid D+lve. Modkan, WI 53719. ppµtq Tp pipiOgr.' 7777 Greenback Ln. Sub$109 CRrue Heights, Ce. 95910 -_-._...._.err•...., ... AUGUST 1, 2016 UTT a MTek USA, Inc. Wm= A wrek A1111Wp 16d %.131 ",X 3.5") NAILS 6',0 C. GIRDER STEPDOWN HIP TRUSSES PURLIN GABLE DETAIL ALTERNATE ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 1 O (0.131" X 3") NAILS SPACED 9" O.C. MII-HIP01-2 MiTek USA, Inc. Page 2 of 2 THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP 16d (OA 31"X. TRUSSES. THE BOTTOM EDGE NAIL'S 6" O.C. OF THE PURLIN GABLE ALIGNS WITH THE LE ACE OF THIS RUSSFT q' AND BEARS ON TOP. DETAIL #2 THE PURLIN GABLE HOES NOT TH FLAT TOP CHORD F SECTION.\ A{ ' ,KAUN GABLE FLAT TOP CHORD PORTION 5r OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 DETAIL #1 APEX DETAIL #3 e4 NO. C75435 J EXP. 3/31/20 l `I' ClVil �P `-.-_ - MAR 2 2 2018 WA R)V1'n, {c, lty 0. eqr! ,.,,-e- �,.r, and RG1U V)rt': t,A'711)e ARD 1NU. UO fill NIU H hh 1 F: RLS,; r. r.tm: hili. r 4 7 1 FI' 'PC UIM design volld for use oNywith M7ek conneclars. lhls design Is basad ordy upon parerneteq shown, t rM Is for on lndMduol bulldng component. ; + AppGConility of design ppromenfers and prop9r Incorprxorian or component Is responslhAlty oI hulld'�ng Gesignef -nor Inns designer. &pcfnp shown M 1 T® k h !or lalwol support of rlvlcfvdl web members anfy. Addtllanel lempomry bracing to Insure 5tablilty during comh rcllon IS iha reSppnHwil1ry of the erecta. Addilronot permanent bracing of the overall shut hxe i$ the responsiblnty of the building desfpner. For gen mol g0donce ro garding vowr" m rexFo"w: fcbricallon. quality conlral, siarage. 005 ery. mecilon and txoci% Consu# ANSIITPf l Rualtly Crilerta, ASF -84 and BCS11 Building Componanf 777 Cxoenback l.n. SuIIa# I M Salety Informolfon available from Truss Nola Insdrule. 583 ❑'Orwftfa Drive, M deon. 4,R 53719, Cihus Knights, Ca, 95610 AUGUST 1, 2016 a oa a MiTek USA, Inc. �a A IATpk Aelliale PURLIN GABLE DETAIL 1 MII-HIP01(MULTIPLE) Mi Tek USA, Inc. Page 1 of 1 THIS DETAIL IS TO BE USED IN CONJUNCTION WITH MITEK DRAWING ST-HIP01 FOR USE WITH MULTIPLE PURLIN GABLES 0 16d (0.131 " X 3.5") NAILS 6"0 C I ATTACH 2x_ LEDGER TO FLAT TOP CHORD HIP TRUSS WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 9" O.C. R 40 TEODO [� JP sFs y1 NO. C75435 EXP. 3/31/20 CIVIL t4' MAR 2 2 2018 1111;- 4!'D Itis1;,M'11 i1I1 X Vi.IERT N t PdGr 1111 ,°4FI1WFor V 1,Sh. � (7Va X07 for use orgy vf h Wrisk connectors, This defte) is based onry upon po rWisrs shorn, and Is loran Individual bvkdng component, Ap cabiiily of design Poromenten and proper fncorporotlon of Component 4iewongUlly ct bulidlnpp designer • not truss designer. 6rocing shown M i Te k 6 for totems susyparl of 1rxYlv]duol web members orsty. Adalllaalal temporary bracing to insure stobklty dugreg eonstrvClion is Nle resporisibl9fty of Nsfs erector. Addlffonal perrnonent broCing of the overall struchxe 6 the resporuiblRty o[ the bu9dfng des;anar. For ge% , guldonce n 0-Sng POWGp f0 P6p�Op/".' rcbr corion, spry control, s}onop. delivery. erection and brodnqq, consult AN&MV Rrlofity Cr9erfa, OSB -69 and BCSI1 fsulldtng Cam ponenl 7777 Greenback Ln. SuNe# 109 Safety Intamatton available from rnrsa Male Insfltulo.593 VOnatrfo Drive, Mocil WI 53719. Citrus N0l4hts. Ca. 95610 SEPTEMBER 7, 2017 REPAIR TO NOTCH 2X6 TOP CHORD OF GABLE TRUSS Mil-REP19 f ® NOTES: Mrrek USA, Inc. Page 1 of 1 u� i. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. oc� 2. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 3. CONNECTOR PLATES MUST REMAIN FULLY EMBEDDED AND UNDISTURBED n 4. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. MITek USA, Inc. ��lu A Wl'nk WMmla 31/2" WIDE X 110 DEEP NOTCH IN TOP CHORD 24" O.C. AS SHOWN *MAXIMUM STUD SPACING - 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. co (oz =)O Ir T C�1 Za.O � TRUSS CRITERIA MAXIMUM SPAN: 50' SPACING = 24" O.C. PITCH BETWEEN 3/12 AND 12M2 LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1.15 TOP CHORD : 2x6 (NO 2 MIN) BEARING: CONTINUOUS STUD SPACING -24" O.C. (MAX) CATEGORY II BUILDING ASCE7-96, ASCE7-02, ASCE7-05 -100 MPH ASCE7-10 -125 MPH TRUSSES NOT FITTING THESE CRITERIA SHALL BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES �+ ��A ppp 12" MAX 24" G L 16 � Ymm %fti4G�� iEOp0� `�`'6 NO. C75435 EXP. 3131/20 `rl CIVIL �Q �rF OF AOORt� MAR 2 2 2018 Dedgn vofld for use ontyvAh MiTak ownectom Ttdr design b based only upon paromesers shown, and It for on In^h dual boding Companenl. idI AppCCoblfdy of rSeslgn paromonsers and properincarpomlkm of compormrvh hespwufbllty of building designer - nor huts drssfgnar. Srl41ng ll, -n M i Te k h lortofma] wpportnl u�efMdwm waG members oNy. Additional imrsporary brocing to frnuro stobalfy during conskucl'on b 1ha responslbfWty of the erecfar, Addilapol permanent btuctng of ft ovarw Wvclvre b Irio rospondbM!yy of the bdhJhg deliggr•.er. Fw genead gguuWa nee reggord[ng paw -•.r¢ Rm- fotAcoffon. 0gity conlrot, Oofoge, donvnry, ariscifan Crtd arocing, comull AN"/TMJ Qudlty Cdinfln, bye -94 and BC511 suilding Camponen1 7777 Qmmv 04 Ln. Sut[r [pB Safety I>7ip7r11altan avoflabto from Truss Ploly hnslKA0, 587 Drf7nolla dve. Mad4on. Wl 537 f 4. CIUos HDIIIMa, Cts. "610 JANUARY 6, 2017 Standard Gable End Detail a � coo �� oo EUIE17 MTek USA, Inc. YMM 0IAGONAL9RACE 4'-U'O.C. MAX TyplcaI _0 L -Brace Nalled To 2)Verticals W/10d Nails spaced 6" o.c. Vertical Siud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Mil-GE130-001 MITek USA, Inc. Page 1 of 2 Vertical Stud Without Brace 1x4 2x4 DIAGONAL IL -Brace L -Brace BRACE (4) - 16d Nails DIAGONAL and Grade �GE 4-0-7 4-3-2 16d Nall. 8-0-15 12-1-6 Spaced 6" O.C. (2) -10d Nails Into 2x6 3-8-4 6 Stud or 7-1-15 10-8-15 2x4 Not of better 2-11-1 3-0-2 Typical Horizontal Brace 5-10-3 8-9 4 Nailed To 2x Verticals SECTION A -A �x4 sv,d w/(4)-1od Naiis 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) -10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA (5) DIAGONAL BRACE TO BLOCKING WITH (5) -10d NAILS. *>H LS MtJM a r� 3x4 SHEATH NG TO 2x4 STpIDF/5 FI BLOCKLOO 9F - Diagonal Bracing ** - L -Bracing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALLTO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN W iris 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES: 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 1. NAILS DESIGNATED 10d ARE (0.131" X 31 AND - NAILS DESIGNATED 16d ARE (0.131" X 3.5") Roof Sheat 24" Max ` V-3" 1 Max. Diag. Brace at 1/3 points if needed Minimum Stud Stud Size ;spacing Species Without Brace 1x4 2x4 DIAGONAL IL -Brace L -Brace BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length and Grade 2x4 DF/SPF Std/Stud 12" O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 2x4 DF/SPF Std/Stud 16" O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15 2x4 DF/SPF std/stud 24" O.C. 1 2-11-1 3-0-2 4-3-2 5-10-3 8-9 4 Diagonal braces over 6-3" require a 2x4 T -Brace attached to one edge. Dlagonal braces over 12'-V' require 2x4 (-braces attached to both edges, Fasten T and I braces to narrow edge of web with 1 Od nails 8" o.c., wilh 3" minimum end distance. Brace must cover 900 of diagonal length. MAX MEAN ROOF HEIGHT - 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH ASCE 7-10,160 MPH DURATION OF LOAD INCREASE :1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. End Wall -10d NAILS truss @ 24" o.c. 2'x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL W R'H (4) -16d NAILS AND ATTACHED 7KING WITH (5) -10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) . -. ;,.,;,•, r,•� ,.: .-,. ., i:,��;,i nnu,,,: r:r`+4RL v.,r I r,) 4;, 74 r (il riirl Design valid !or We Only wlih MTek connectors. This design is based omyvpon parameters OX)W +, and Is for 0 Indt4dual building componerkl. AppraobfH[y of designpo rdrnerthNs and proper Encafpora ri on dt cOmponenl is resperulhfNty of bwldlrlg ges?gner -not buss daxgner. Srae�rEg 5r10wn is lar Ipiernl support of lnd10dud web mernbers arty. AWIl [otjol tamporory brocing to Insve stobMiy during construction 6 fhe respardIb Sly of the olociw. AdditiongI permanent ftr1ng of the oreroll strucfine is the resp"iNgty al the bmding desip&. For general Guido noe regarding lob'-tlan. qL' aarlfrol, siorogo. delivery, eredltan orld bracing, Consult ANS{ WFtjj Quntffy Criteria, 056.84 and BCstl 6uIldfng Component Salc11 M 'rmalion OValobFe from Truss Plate Insf luf a. 583 D'Onofrto Wye, MOdson, WI $3719. 35 EXP. 3/31/20 ,Ir clvll' C A L d�I MAR 2 2 2018 MR, MiTek OCWLR M /LRiOR 4l TM Greenback In. Sulloii 109 citrus H041 NQ. Ca. 951310 OCTOBER 5, 2016 1 Standard Gable End Detail lvJa a MTek USA, Inc. YMMME A sWrek AHlllole ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses Qa 24" ox. MII-SHEET 2 MITek USA, Inc. Page 2 of 2 HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48" O.C. (SEE SECTION A -A) ATTACHED TO VERTICAL WITH (4) -16d D ATTACHD Roof Sheathing ' FO BLOCKING W H NAILS 5) - Dd 0 131 X 3") NAILS. i r-3rr Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEERIARCHTECTTO DESIGN THE AIL DI WITH L BRAC (3.5"x0.131") NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d (0.131"X 3.5-) NAILS EACH. FASTEN PURLIN TO BLOCKING W1 TWO 16d (0.131" X 3.5") NAILS (MIN) Diag. Brace rlPROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 ,points � �,SUPPORTING THE BRACE AND THE TWO TRUSSES if Headed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -10d (0.131" X 31 NAILS EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) -10d (0.131" XT) NAILS. End Wall �.:�.���:.• �:,;:;-.��,., .,.,,;•., :�7:. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2 : ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-98,02,05),150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (0.131" X 3'1 NAILS SPACED 6" O.C. FOR WIND SPEEDS 120.150 MPH (ASCE 7-98,02,05).15D-1 90 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS J BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM f CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. NOTE :THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. J C�p STANDARD r� GABLE TRUSS f NC. C75435 c *' EXP. 3/31/20 I sty CIVIL MAR 2 2 201°F cacti I/ .r+n ti, :•. r., t )r r .;r r' r,rh:lu: sr, r. r4cr .r ge);,nd �. Design valid for use only with MTek connectors. Thts design h hosed only upon parameters shown• and is for anindlvldual building component. A%Ptob[Ifty of denrfj p�aaramenlers and proper 1 corporollon of component Is responsIN11ly of WINng designer - nol Muss designer. firachng shown M i Te k h !or Pit svpparl of irsdlv�ual web members oNy. Add -p1 brlol tgmpdnyy bracing to kuure stoblllty during construcfi0n Is the responsWflly at the erector. Additional permanent brocIng of the overolt sh)c lwg is Ine resp onslhAlly of the buJd designer, Fal penorol guldonce regording pp y�q,p r�gFC rM: labrical,on. quaftty conNW,sloroge. depvery, erecHp and Woc9rtg, conwlt A 51MI Quallty Clflerld. D50-09 and OC311 0ullding Componend err Greenoaek Ln. SuIDe# 10B Solely Inlorrs often avaNablo tram Truss plate Ilvt tole, 583 q Onoffa Drive. t�adispn. M 53714. Mus Fio30hls, Ca, 95610 AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS AND DAMAGED OR MISSING CHORD SPLICE PLATES a MiTek USA, Inc. yiram- A Mrrek Alrlihle M11-REP01A1 MITek USA, Inc. Page 1 of 1 TOTAL NUMBER 01 NAILS EACH SIDE OF BREAK " x INCHES MAXIMUM FORCE (Ibs)16% LOAD DURATION SP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 I 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3661 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 g347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d (0.131" X 3") NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: -1\ L=(2)X+C • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES $ jj NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS_ _ 4 X SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED Q etc REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. _�v 0` 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPUNG REPAIR Sfi AND HELD IN PLACE DARING APPLICATION OF REPAIR, 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID ❑ res+ UNUSUAL SPLITTING OF THE WOOD. trr G rT1 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID N O. C75435 LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. EXP. 3/31/20 6. THIS REPAIR IS LIMff ED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. srgclvl� �� MAR 2 2 2018 �OF cau�fl% Destgn vadd for use only v41h MfTek connecfors. lhh deslgn is based only upon parameters shown, and Is for an lndivfduol budding component. • Wcabdlly of= pmomenlers arw proper incorporalion OF component a resporlsi6i'my of bsrld!ng designer - not truss designer, 6rodng shown Is for IOterol support of indMeloor web members only. Additional fempormy bracing to lnsvre slabIllly Curing comtrucilon is Ine responslbdlfty of the M i Te k erector. AdcfiHondl parmonent bracing of She overdtl OVOIVfe Is the responaiMllty of the bultdfng deslgnor. For general gulddnce regarding fobricatlon, qudllty conlrol. Aoragel d0very. erec&on and bfochtg, Consult ANSIyfPll Ruollty Crilerla, DS Is -94 and IC311 6ullding Component vowor,c Safety tnlrnmafian mrsNoblo from TrLw Plate Insillute, 583 D'Ortbfrio Calve, mludtson. Wi $3719. 7T/7 Cycen]mck Lrt. S llmtl 708 , Sv Citrus ltelphla, CQ. OCTOBER 5, 2016 SCAB APPLIED OVERHANGS TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 -12/12 MITek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO2 GRADE SPF, HF, SP, DF TO ONE FACE OF TRUSS WITH TWO ROWS OF IOd (0.131" X 3") NAILS SPACED 8" O,C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. S. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x nVIRUT r1i".1 — 1-111 NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used Only with trusses (spans less than 40') spaced 24" o.c, maximurn and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 5D psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ST-REP13A MR& USA, Inc. Page 1 of 1 ,I�RpFESSJpN I f S NO. C75435 l EXP. 3/31/20 `rte'` CIVIL OF CAOF,0/��R MAR 2 2 2018 A. design vrAd for use only with Mitek connectors. This design Is based only upon parameters shown, odd h for an Individual bAding componenf, C AppVCablAy of design pnrarnenters and proper InCorparaiion of component Is respo nsimly of bul37ng designef - no buss dossgner. 8roc}ng shown A is for loterol suppori of lndlvlduol web mamben onty. Ad�Iipnpl temporoy brocing 10 Insure WONty d0np comhvciion is the responsbGSty of the I �/ I i Te k erector. AddlHonol parmarwnt brocirn0 0! the overou struclure is the responv-bMty oI the W.Iding designer, For ger8PIol qulr_'flnc-a regorWng IoWcollon. qually control, storage,d,Kv11 . mection prfdbracing, corrslrlt ANSVFPII Q,ral3ty GriWo.I)W89and 60531 CuEIding Componrnt •vwawre�6nraRN.- J Safety Inrormollan ovalloble from Truss P1ala Inssllute. S63 d'i7rsafAd drive, Madlson. WI 53719, 77T7 Gmenback Ln, SuRe# log y Clavus Fid'his, Ca 95870