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BRES2018-0414 Truss CalcsBuilding Materials and corns truc tion Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 e-� p"5 -,-> 0 L 8 , 6 tA I � FEB S 6 2019 CfTYCF LAQUINTA CITY O LA CUINTADI?MlrrilfTYC'.[t©Phl�,d BUILDING DD FOR REVIEWED COMPLIANCE DATE 54-660 Ave Juarez PLAN 1977-2 40-00-00 44M-08 7-11-00 3-02.0805`12 4-06-00 6.08.0$ &p�5.�$ 5-06-00 FLUSH BEAM 6x6 � - — -o o r a 00 DR o q►Jul 0100tH �1" f — d A10 2 10 m M SII . C ILEv - ATIO Cf '� IIIt0-�_ m TA A10 8A ,�w A � V � DI 1SICN BU IDI w A11 2-aoo E- VIE E FOR 9 - All 2— D 0 N 2-0 i m a 0 h11ASTE .. �2 O A" Q LIA CE --�—001a0F r 6-01-06 4 — ' I•I O - I N• .. Al2D DRAG = 3332# Al2 t o xl•I I! MOB Al2 O �. r 5412- �°° -02' 0 FEB 2 6 2019 Al2r -,-7-- 0 OL)A13 O a Al217 OS4)S N N :---- a Al2 DINNING/L O ® 0 le Al2 1 11-05 77 J a P02 z A13 _ IJ-00� O O 2- A13 ' _ DRAG = tsi711 G20E 3180/ •'�—.. --'G = 27L> 140 — — -- o a j C20 O 1 g14 0 0 0 LINNG R u LAUNDRY B14 W C20 12' CLG. 4-00-00 lAU 00 8t 0 9 R I[20 _ �cxv 20-09-00 1313 /A% COiVr-0RA4gjVQ N IC2(J °a 2x LEDGER LOW B13 VV i r N � C20 a, B13 jTRUC7VnAL CALLS DRAG = 1692# 813 C11D DRAG =1691 OOC10 COVERED PATIO B13 d 0 ��•�T�a� 4 G1 � 0 12' CLG- 4 B13 O t{IV /jy 1" "oo DRAG = 1839# 611 r !� - - DRAG = 1839# 1G pp� } .If 1- :00 1 i AC+=5i7# f`1 No. 41,11 I ['il ocn�, i DRAG =541# B101] Lil fit FLUSH BEAM 6X8 M �.i �)• .�(� t'i)�!f% l w 9Z0G ^ 1 n 19-01-06 444p q PB6 P061 P662 P863 "PB64 "PB65�PgBB 'POW �PB68 PB69 •PB6 {`�� )y p GARAGE 20-02-00 21-04-00 q 41-06-00 �aa�r"w�,�"i .'wr�•rle'°�aJ." LA Paloma °r hllr IOnatlW w, molo rBuss H.i/Ill.att ' 7 IJ�4 iJ G'7 i 45-49, GG L'P.NI A P2 1ti �,4'F^f Ilr lint niJ EmrgWwau[if I�Fwr50. BYD,O, G- '�'�- Tk*dadsd11, liu+• .ml m.wmLdrllg11er1R 9zzo, •kk.M1 ^al..n" n ilrc d+k.y�q�� a: i FLUSH BEAM 6x6 t" 0 N 0 0 0 N 0 ao I :a 1. 40-00-00 5-06-00 6-05-08 6-0608 4-06-00 3-02-08 , 7-11-00 4-04-08 0 9 32-0512 a -06-00 - -.� �•I - —= o --� DRAG 1 98 •f I. 2-Q 06 O A10 O FAU CLQ;0 Q I VER -0 -Q! ° ® 2-0-00 A10 o 0 PATIO D - -- - .... O - ° O 1 2 - 2-4-00 A10 o 1 2-00-00 A11 o �. o ° a n A11 N 0 BEDROo 12 _ IMASTE 2_06 -oo OOM n 0 N 14-0 6-01-08 -05-08 A11 0 . c C:) ` 00. �1� i • O.J.1 . A11 �- 2 l I DRAG = 3432# I o ov � Al2 3-1 00 3-05-0i3noo 5-02-08 .00 ° N 08 .l n Al2 _ _ O CHEN � i� Al 14-09- ❑ oo : 1-02- 4XX n o BEDROOM 3 Via' 31 -fly- Al2 r O N ._ N' 17 06-08 Al2 00 .- 0 ° . l Al2 o INNING 0 12-11 8 Al2 - I AV v �. Q U 31-02 u Al2MM - _ D — X181 814Nr 2180# = 2180# - - - C20E o B1� O Ell !1[� CGV o � l 'Cr � B14AUNf0 U7 M !IJ A �4-QQ 4-00-00 -OD- G 2 CLG�n4 C20 — 'i o o B14 C20 O o 613 920-09-00 C20 B13 2x LEDGER LOW - U j B13 C20 C20: B13D DRAG = 1692# _... .. DRAG = 1692# C11D I, B13 I _......._ _.. - COVERED PATIO C1Q 0 o B13 ; 12' CL� C1 _ n w 19-01-08 B11 D DRAG = 1839# ....... ...... _....... ~ .IL I. 1-0 -00 Z- �v DRAG = 1839# _ 1310D DRAG = 541# - DRAG _ 541# C10 -- 1-0 -00 B10G CD Cy FLUSH BEAM 6x8 0 19-01-08 � N MC to SD f� ' 00 � .— � Lo I 17-06-00 v GARAGE e 21-04-00 `- 1 rus is a truss placement diagram only. hese trusses are designed as individual building components to be mrpomted into the bullding design at the speeifieaLion of the building designer. See individu8l design sheets for each trots design identified on Ire placement drawing. The building designer is reaponslble for temporary itnd permanent braang of the roof and floor system and for the overall w dmare. The design of the truss support structure including headers, J ' s. +.+calls, and whimns is the responsibility of the building des'sgner. �y 1 40-00-00 INDIO TRUSS 45-491 GOLF CENTER PKWY INDIO, CA. 922o1 T. (760) 347-3332 F. (760) 347-0202 LA Paloma PLAN 1977_2 Builder / Developer Address : 54-66o Ave Juarez I.A QUINTA, CA. Designer: D. JOYCE Date: 2/11/18 MITek USA, Inc. MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 54-660—Ave—Juarez 54-660 Ave Juarez 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: R57065987 thru R57066027 My license renewal date for the state of California is March 31, 2020. pp10FE55lO,V! 11=e3p�s� Uj C 75435 fi EXP. 03131/2020 lik *i February 12,2019 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. Ave Juarez R57065987 Ave JuarezA10 Hall Hip Girder bob Reference lanai 8.220 s Nov 16 2016 Mt7ek Industries,lnC. Mon Feb SS 16:36:472019 Page 1 (Indi.,t:A), Ind,.,CA-92201, 10;EhfLxVgCT5kCGVhlx1NOCHNyidsM-q7xusAYxvfcgUl(WdHP007fwyMJOkRJ81fA�SU17Zm9G- 24•51.72 29.9.8 31-9 -33-40 4.0-0 '6 7.0 1159 136-6 178 595.8 45-72 2.00 56.8 h� 4-0-0 2-11-0 4-6.8 2�-0 4-1 0 2 0 0 55.4 Scale = 1:55,1 0.25 12 4x8 = 3x4 = 9.4 1.5x4 ii Ix IU — 3x4 it 5x8 — 3x4 = x — . 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Vert(LL) in (loc) I/dei Ltd PLATES -0.18 17-18 >999 360 MT20 GRIP 220/195 TCLLL18. Plate Grip DOL 1.25 TC 0.86 BC 0.89 Vert(CT) -0.68 17-18 >342 240 TCDL BCLL Lumber DOL 1.25 Rep NO WB 0.82 Horz(CT) Wind(LL) 0.04 12 >999 240 Weight:1661b 0.17 17-16BCDL FT=20% I8ss 15 Code 1SG2015/TPI2014 Matdx-R - -- LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G except end verticals. BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling dlredly applied or l"-0 oc bracing, Except: WEBS 2x4 DF Std G "Except' fi-M oc bracing: 17-18,16-17,15-16. 22-23: 2x6 DF SS REACTIONS. (Ib/size) 22=85610-6-8, 1 2=5 2010-5-8, 16=1754/0-5-8 Max Horz 22=202(LC 9) Max Uplift 22=•96(LO0) 12=-48(LC 12), 16=-164(LC 12) FORCES. (lb) - Max. Comp-IMax. Ten. - All forces 250 (lb) or legs except when shown, Top CHORD 1-22=4971133.1-2-1215=81. 2.3=-12561283, 3-4=-1568/207, 4-5=-1563/209, 5-6=1 57=13, 7-8=-463184, 8-8=-4 1 917 7, 9-10--414179 BOT CHORD 21.22=-2831265, 20.21=363!1802, SS -20-36371802, 18-19=-268/1564, 14-15=-70/457, 13-14=651415, 12-13 =-651415 is 6.1T=-6281120,7-15=-801692,8-15=-2MI01,10-12=-1008/105,3-21=-672/115, 1-21=1 6211 3 0 2, 3-1 9=26411 0 5, 5 18= fi101122, 6-18=-281/2012, 7-16=-1109/174, 10-13=-34/408 NOTES - 1) Wind: ASCI~ 7-10; Vull=1 f0mph (3 -second gust) Vasd=87mph; 7CDL=8.4psf; BCDL=6.Opsf; h=25ft; CaS II; Exp C: Enclosed; MWFRS (envelope) gable end zone and C•C Exterior(2) zone; end vertical left and right Bxposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 2) ProvWe adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load not=ncurrent with any other live loads. 4)' This Ifuss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide Will 5t between the bottarn chord and any other members - 5) Apiate rating reduction of 2036 has been applied For the green lumber members. QR F E551 6) Provide mechanical connection (by others) of hiss to hearing plate capable of withstanding 100 Ib uplift at joint(s) 22, 12 except fl (jt=1b) 16=164. Q C 75435c m EXP. 03,131/2020 Vt �y�Q February 12,2019 A wARNlN6 - V_Sly dnripn parnrucfum and READ NOTES ON THIS AKV lNCLVOED Ml n"r 1fEr'ERE_NCE PAGE A7f!•r173 rer. 10+4170 I NEFQF?E USE.deso �• ptrsVen rated for use only wiih MrTWt6°conr�eci°+a 7hls Is based molly upon j+a�anle'CM shown, and ks by an 4nNvklual bwldxtg wrnf hent, not a truss Syslam. apl°rc u6a. the bu1k1k1@ deslgnerc must wnF1' nw aPPhr-eb�n1' °r d°vOn pnranwlcr� and n+uPveiy Inearparaln Ihn desgn Into 1ho ow!rml Well . In91mn11 design. BraGng lndlratad i& 10 prnv°nl buckllrtB of tndlvldual buss v%r&nd Nord nwmaers onl �OAdliitIXri:tl ivp nao7egard g 1nrt�y, R is always requlmd la slnt>lhly arw iQ pravenl odtepue Wil^ posslhln P°`6afP I tY F^tn°+h' g 400 S USA, Inc. AMSN1Pf! puallty Crrrerin, aSe-98 and 8C518ul1dlnp cvrnryonenr 400 Sunrise Avenue, Suite 270 leitdcatibn, awraye. d°livery, meclrun nrd tredrp al wsaes end Irtrss sy°lems. ae>3 nowA 0. CA 06111__ � Sa7¢ry inrwnrRllCn 8vst1u01n from 1eu�s PFale Irreldvra, 218 N. Lee SlrauS, Su6o 312. Alcor andria, VA 27314, - ..,,. — _ . Type I.pty IIPly X54-MAve Juarez 857065988 Indio; CA), Indio, CA -922[71, 8,220 s Nov 16 2016 aTekindustrigs, fnC" Mon Feb 11 16:36:492019 Page 1 ID:EhaXVgCT5keGVhixW OcHNyidsm•mw3eHy28RGsYjdg?OgghCg01R7ocvEVbltf2PGTxm9Fy 400 6.11.0 _ _11-5-8 , 1$5-8 _46-0$ 18-0-8 25.5.4 29.11.0 31.11.0 34-11-66,! 0.- h 2-11-0 I 4$$ 2-t?4} 2-7-0 2-0 0 7-0-12 4.512 2-0-0-0 '�3-06 5-0-10 Z6 Scale = 1:664 025 12 5x8 3x6 = 28 26 25 24 23 22 21 20 19 'o 'r "' — 3x4 I 7x10 = 3x4 = 4x6 = 4x12 = 4x6 = 4x6 = 4x4 = 11-0 13-5-8 X16-0-8 , 172.0$ 4 -fl -e 6_1 4.0D 4.110 4$-8 2 0 27$ 2Otl 25-2-8 7-2-0 __ 2 28.11-0 31-11-0 34-11-6 02 k8 M512 2-00 3 8 40.0.0 5A•70.."� Plale offsets JX Y}_ _18_fH3 9,y ," s:t14 0 Q S o 16:4 4-12:43$ , 23:v3 S.o O o 19-20=-603r2059, 18_19= -8 -15n059,17 -18=-565(M, 10-17=-1891319, 15-16=3'181735, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.18 20-21 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.68 20-21 >441 240 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.12 14 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -R Wind(LL) 0.23 22-24 >999 240 Weight: 203 lb FT = 20% LUMBER- BRACING - 6)' This truss has been designed for a live load of 20.Opsf on the bollam chord in all areas where a rectangle 3-6-0 tall by wide TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins, BOT CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1 &Btr G 7) A plate rating reduction of 20% has been applied for the green lumber members. except end verticals. EXP. 03!31!2020 WEBS 2x4 DF Std G 'Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 26=333,14=246,18=271. 9) This truss has been designed for a total drag load of 3432 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist 26-27,14-28: 2x6 DF SS WEBS 1 Row at midpt 8-18 8-18: 2x4 DF 180OF 1.6E G or 2x4 DF No.1&Btr G WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1 010 312 01 5 BEFORE USE. ` REACTIONS. (Ib/size) 26=1095/0-5-8, 14=495/0-5-8, 18=2206/0-5-8 ■# ■� r' Max Horz 26=243(LC 29) IVI!Tek' ; rAbrir.alien, Varage, delivery, c eclon and bracing o1 wawa and lru5s systems, sen ANSflIP1! Raafhy Cdtorfa, OSS-ag asrd SCSI aulldlng Component 216 N. Lee Streot. Sidle 312. Atmiardrm VA 22314 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 1 Max Uplift 26=-333(LC 27), 14=-246(LC 28), 18=-271 (LC 35) Rof¢dll%CAswell — Max Grav 26=1095(LC 1), 14=495(LC 47), 18=2206(LC 1) FORCES. (lb) -Max. ComI1JMax. Ten. -All Forces 250 (lb) or less exsapt when shown. TOP CHORD 1-26=-10291354.1-2=-174W32. 2-3=-17431479, 3-4-2833/917.4-5=-2830/545, a A 6-7=-2835/498, 7-8=-2055/511, 8-9=-854/1356, 9-10=-53611046, 10-11=-353/235, 11-12="-5681373, 12-13=5571489 CHORD 25.26=-696!574, 24-25=B47/2533, 22-24=-796/2533, 21-22-69412829, 20.21=•769/2059, 19-20=-603r2059, 18_19= -8 -15n059,17 -18=-565(M, 10-17=-1891319, 15-16=3'181735, 14-15=-370/768 WEBS 7-20=-464/287, 8-18=-3247/1016, 9-18=-422/150, 11-16=-1581259, 12-14=-768/447, 6-21=-506/327, 12-16=-838/562, 10-17=-128/345, 10-18=-15721706, 8-19=-56/431, 7-21=-823/1344, 3-22=-646/829, 3-25=-1038/443, 1-25=-657/1816 NOTES - 1) Unbalanced fool live loads have been con5idered for this design. 2) Wind: ASCE 7-10; Vult=11001ph (3-secand gust) Vasd=87rriph; TCDL=8Apsf; BCDL=6.0psf; h=2511; CapL 11; Exp C; Enclosed; MWFRS (envelope) gable end zone Nrld C -C Exterior(2) Zane; end vertical left and rlghl exposed:C•C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) 1.5x4 MT20 unless otherwise indlcated. a��OFESgr�� 0 T�QdO� All plates are for 10.0 bottom chord live load nonconcurrent with any other live loads. {� G� 5) This truss has been designed a psf 1-0-0 6)' This truss has been designed for a live load of 20.Opsf on the bollam chord in all areas where a rectangle 3-6-0 tall by wide C� p C 75435 +� will fit between the bottom chord and any other members. LU LLI G 7) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 03!31!2020 8) Provide mechanical connec0on (by oftrs) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) * 26=333,14=246,18=271. 9) This truss has been designed for a total drag load of 3432 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along boftom chord from D-0-0 to 40-0-0 for 85.8 plf. FCALI� February 12,2019 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1 010 312 01 5 BEFORE USE. ` Dery valid lop irea only wnl, klirexA odnneciors. Thos design 15 based only upon parametm rJ1o91st, and is ler an Mdirldual tinkling C-wpomnl, not a truss system. Ware mw. lim budding dasigrwr mdet rorty tho apM1o;ib1l1ly of design PgM1Wk[0 s and Properly Ircorpornle mis dQVV Into [ren Overall Addill"i temporary and brachy ■# ■� r' Wilding dusiRn. ardrsreg irnccated is io ppevenl buckling of indlvidtial Imn wab andlor ohurd mwWr5 a.*. pa—,nuns Is HWAP required for siaNiky and to prevent catravae nnib posslhin P-11 tniury and "Fly CL m=" For gerlmat guklenco regardm0 the IVI!Tek' ; rAbrir.alien, Varage, delivery, c eclon and bracing o1 wawa and lru5s systems, sen ANSflIP1! Raafhy Cdtorfa, OSS-ag asrd SCSI aulldlng Component 216 N. Lee Streot. Sidle 312. Atmiardrm VA 22314 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 1 Salvryfnrwmallon aruila6k frem Truss Plain inyti4 o, Rof¢dll%CAswell — Job 1 11G I Flat Girder 1 Ave R57065989 REACTIONS. All bearings 0-5-8. (lb) - Max Harz 29=242(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) except 29=-106(LC 8), 22=-107(LC 8), 23=-120(LC 12), 18=-450(LC 8), 17=-1481(LC 1) Max Grav All reactions 250 Ib or less at joint(s) except 29=923(LC 1), 22=967(LC 1), 23=1278(LC 1), 18=2766(LC 1),17=289(LC 8) `CES. (lb) -Max. Cotttp./Max. Ten. -All forces 250 (lb) or less except when shown. CHORD 1.29= 861/144, 1-2=-13801278, 2-3=-1378/280, 3.4=1919/238, 4-5=-19141240, 5-6=-1921/243, 6-7=-319/96, 9-10=-1070/229, 10-111065/230, 11-12=-i7D/465 BOT CHORD 28-29=-367/327, 27-28=452/2000, 26-27=452/2000, 25-26=-362/1914, 24-25=-120/326, 23-24=-120/326, 22-23=-120/326, 21-22=-216/1065, 20-21=-216/1064, 19-20=-194/962, 18-19=-195/962, 17-18=-562/138, 12-1 8=-1 2871304 WEBS 6-25=-293/1861, 6-24=-536/113, 7-22=-360/121, 11-19=-61/397, 9-22=-1190/170, 8-22=-275/119, 7-23=-705/154, 5-25=-567/126, 3-28=-768/132, 1-28=-202/1434, 12-17=-204/910, 11-18=-1615/263 NOTES - 8.220 s Nov 16 201$ MiTek Industries, Inc, lUian Feb 11 1$:36:52 2018 PAga i HMC (I 1010, CA), Indio, CA- 92281, ID:EhELxVQCT5kCG Vh+xWorMNyWSM-B4lnvuc4kBF7a5Da4yDOgldnpKOy6an11_sG41ntm9Fv .a -Op 8611-0 71 5.3.5.8 17-6-B 119-6-8 2-0-0 25.0.9 510.1 29.110 ,31-11-0 34.9-0 ,+t$0� 0-a- 1 4x12 2-0-0 7-104 1.8.12 40-0 2.11-0 4$-s 2-0-0 S•1-0 4) This truss has been designed (of a 10.0 psi bottom chord in where a rectangle 3-6-0 tall by 1-0-0 wide `C, 1rn 5) ' This truss has been designed for a live load of 20.Opsf an the bottom chord all areas w w C 75435 Scale = 1:71.8 6) A plate rating reduction of 20% has been applied for the green lumber members. M25 J12 3x4 II 4x8= * 46=31 30 5x8 = 5x6 = 3x4 = 8) This truss has large uplift reactionts3 from gravity load case(s). Proper connection is required to secure truss against upward 5x6 = 3x6 = 1.5x4 II 5x8 = 4x6 = 11 12 131 movement at the bearings. Building designer must pfmide for uplift reaclions Indicated. be sufficient to support concentrated load{s} 513 Ib drawn and 134 ib up at 1.5x4 II 3x10 = 1.5x4 II 6 7 9) Hanger(s) or other connection device(s) shall provided 8 9 10 33-11-4 on bottom chord. The design/selection Of such connection device(s) is the responsibility of others. February 12,2019 ry 2 3 4 5 A WARrVlkG - V"lly dosfon pan .Orn andRFAV NOTES 8N MIS ARD WC1,00ED k fMK REFERENCE PAGE 01!•7673 W. 10 MOf-5 atrFQRE VSE . �� pssi9n valid IW use mliy wipe Mfrew rannnclors'this deslpn is based only upon paranleturs shown, and is rpt an in+Fndual WldinS compvnoN, "M a buss ey.oum. 6eiore use. Iho budd,ng dnoigrm must wrlly the apoicablkry of dengn pwamolors end PhAvIly Incratiarole OJ5 design Into the 0Y 011 _,�� buoding ddsipn. e+aring inderniod Is to prevant tawk" 0io K%,idual Imes wob andlur "r11 members only. Rddilional lempwary And penl+anenl Bredno is akvay9 requkod for Slat lhty and to pw—ni e:dl;lpsu -0 poss'ble po's"i mlWy and PMPQM danrsg4• For gemmai godance fo prding Ike RNSf7PfI 4rVaNry Lrltvrly, OSa-6g xod $C9f E3W{dinp Cnmpc+irnl m M7ek USA, Inc fabrication. Storage, deLvury, erecuun and brming of vussoo and In,ss systems. Fan srfuo, rnrnrnraecn uvoilablo Irum r,us. PialeL rnsillutn, x18 N. Loo $Uom. Sullu 312. Alammhln, VA 22314. 400 Sunrise Avenue, Suite 270 ... rinsgvalu...GA.956Fi1 7 I� o 28 28 27 26 25 24 2A 22 21 20 32 19 16 17 16 15 3x4 II4x12 1.5x4 3x4 3x10 7x10 1.5x4 II = = = = 4x8 — 1,5x4 I 7x10 = 2x4 II 10x16 II 2x4 Ii Special 4x6 = 7x10 II 3G8 1Y 8 4-00 19tH - 1.5:K4 25-5-4 41-60 -� x: 29.11-0 %�;V 4s1x2-" 44w z-11 O. i a 5� 41-0 2-011 0.0.11 r s•9 Plate Offsets -X CSI. DEFL. in (loc) I/dell Ud PLATES GRIP LOADING (psf) SPACING- 2-0-0 Plate Grip DOL 1.25 TC 0,81 Vert(LL) -0.17 24-25 >999 360 MT20 220/195 TCLL 20.0 TCDL 18.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.65 24-25 -362 240 BCLL 0,0 Rep Stress Incr NO WB 0.76 Matdx-R Horz(CT) Wind(LL) 0.07 18 n/a n/a 0.16 24-25 >999 240 Weight:2271b FT=20% BCDL 10.0 Code IBC2015ITP12014 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins, TOP CHORD 2x4 OF 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* except end verlll;als. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 12-18,17-18,18-20: 2x6 OF SS 9-11-14 oc bracing: 27-28 WEBS 2x4 DF Std G *Except* 9-10-14 oc bracing: 26-27 29-30,15-31: 2x6 DF SS 6-0-0 oc bracing: 17-18. REACTIONS. All bearings 0-5-8. (lb) - Max Harz 29=242(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) except 29=-106(LC 8), 22=-107(LC 8), 23=-120(LC 12), 18=-450(LC 8), 17=-1481(LC 1) Max Grav All reactions 250 Ib or less at joint(s) except 29=923(LC 1), 22=967(LC 1), 23=1278(LC 1), 18=2766(LC 1),17=289(LC 8) `CES. (lb) -Max. Cotttp./Max. Ten. -All forces 250 (lb) or less except when shown. CHORD 1.29= 861/144, 1-2=-13801278, 2-3=-1378/280, 3.4=1919/238, 4-5=-19141240, 5-6=-1921/243, 6-7=-319/96, 9-10=-1070/229, 10-111065/230, 11-12=-i7D/465 BOT CHORD 28-29=-367/327, 27-28=452/2000, 26-27=452/2000, 25-26=-362/1914, 24-25=-120/326, 23-24=-120/326, 22-23=-120/326, 21-22=-216/1065, 20-21=-216/1064, 19-20=-194/962, 18-19=-195/962, 17-18=-562/138, 12-1 8=-1 2871304 WEBS 6-25=-293/1861, 6-24=-536/113, 7-22=-360/121, 11-19=-61/397, 9-22=-1190/170, 8-22=-275/119, 7-23=-705/154, 5-25=-567/126, 3-28=-768/132, 1-28=-202/1434, 12-17=-204/910, 11-18=-1615/263 NOTES - 1) Unbalanced roof five loads have been considered rof this design, Omph Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf-. h=25ft; Cat. II; Exp C; Enclosed; 2) Wind: ASCE 7.10; Vult=11 (3 -second gust) MWFRS (envelope) gable end zone and C -C Exteriar(2) zone; end vertical left and right expesed;C-C for members and forces & Q�ygFES$lp� MWFRS for reactions shown; Lumber DOL=1.00 plate grip 001-=1.00 y IF -CD C14" ale 3) Provide adequate drainage to prevent water ponding. live load nonconcurrent with any other live loads. 4) This truss has been designed (of a 10.0 psi bottom chord in where a rectangle 3-6-0 tall by 1-0-0 wide `C, 1rn 5) ' This truss has been designed for a live load of 20.Opsf an the bottom chord all areas w w C 75435 will fit between the bottom chard and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 03/31 /2020 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 O61b uplift at joint 29,107 lb uplift at * joint 22,120 Ib uplift at joint 23.450 lb uplift a] joint 18 and 1481 lb uplift at joint 17. f 8) This truss has large uplift reactionts3 from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must pfmide for uplift reaclions Indicated. be sufficient to support concentrated load{s} 513 Ib drawn and 134 ib up at CA t 9) Hanger(s) or other connection device(s) shall provided 33-11-4 on bottom chord. The design/selection Of such connection device(s) is the responsibility of others. February 12,2019 ry 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). A WARrVlkG - V"lly dosfon pan .Orn andRFAV NOTES 8N MIS ARD WC1,00ED k fMK REFERENCE PAGE 01!•7673 W. 10 MOf-5 atrFQRE VSE . �� pssi9n valid IW use mliy wipe Mfrew rannnclors'this deslpn is based only upon paranleturs shown, and is rpt an in+Fndual WldinS compvnoN, "M a buss ey.oum. 6eiore use. Iho budd,ng dnoigrm must wrlly the apoicablkry of dengn pwamolors end PhAvIly Incratiarole OJ5 design Into the 0Y 011 _,�� buoding ddsipn. e+aring inderniod Is to prevant tawk" 0io K%,idual Imes wob andlur "r11 members only. Rddilional lempwary And penl+anenl Bredno is akvay9 requkod for Slat lhty and to pw—ni e:dl;lpsu -0 poss'ble po's"i mlWy and PMPQM danrsg4• For gemmai godance fo prding Ike RNSf7PfI 4rVaNry Lrltvrly, OSa-6g xod $C9f E3W{dinp Cnmpc+irnl m M7ek USA, Inc fabrication. Storage, deLvury, erecuun and brming of vussoo and In,ss systems. Fan srfuo, rnrnrnraecn uvoilablo Irum r,us. PialeL rnsillutn, x18 N. Loo $Uom. Sullu 312. Alammhln, VA 22314. 400 Sunrise Avenue, Suite 270 ... rinsgvalu...GA.956Fi1 Type ---- j I1Oty E1Ply r1 -M Ave Juarez f 85/065889 11G (Flat Girder BMC (Indio, ON. Indlo, CA - 92201, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-14=-76,18-29=-20, 17-18=-20,15-16=-20 Concentrated Loads (lb) Vert: 32=-513(F) 8.220 s Nw 16 2018 MiTek Industries, tnc. Mon Feb 1i 18:36:52 2019 Page 2 ID:EhELxVgCT5kCGVhixWOcHNyidSM-B41nvuc4kBF7a5Oa4yDOgldnpKOy6aN 1 _sG4tozm9Fv ,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. IM Daslgn vaikt for use any, wish MiTekOm dom This dompri In based only upon pomr awg Shoran, and it fol an jrmWkllral iwO(rng Wa`ponarit, r" a Innis sysiom. ffebrd uM. thD k4lding desglnnr rnust wnfy the oppl r bnity of d"Ign paramutam and PM>E)hlY k uwf) mIe Ihl%de dlin Thin ihr. Morall buddmp Assign- 8mcing krdicaled If to pforLHa hucktkrgof rdYrkival cotta woh 9nd/ar chard mauoom only Addrliunal lompOrery and petrrra+arnl bf4dng MiTek' is ptwuo mgdlred for stability end In pr4vnnt ooltapsu wish pMNa personal injOty aid proporty denutyla- Fa ftanurai guidanro regarding the IatrfraYnn. Mnrape. delrvrrry. morlian and bmring of tNam and U%" ayrUDms, arm ANS1IfP1r Qpaidy Criforls, DSB-U and SCSI Bulldit Component MiTek USA, Inc Safft Intro afion evndal+Ig hom TMOS Plate lnsl904. 218 N. LM $beef. S1,a4 312, Atexnttdne, VA 22374- 400 Sunrise Aronuo. Suite 270 Ao9dvl4p, CA 85563— Job Truss Truss Type OtyPly DEFL. Juarez857065990 TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.10 20-21 >999 360 MT20 220/195 Juarez Al2 Flat 11 Vert(CT) [4-680iAve BCLL 0.0 Rep Stress Incr NO WB 0.62 oh Refelerlce 8MC (Indio, CA), Indio, CA - 92201, 6.220 s Nov 16 2u18 MiTek ek Industries, Inc- Wren Feb 17 76:39:54 2019 rage 1 ID: EhELxVgCT5kCGVhixW OcHNyidSM-7TtXKadKGpVrgPYzBNGsvjjClBASaW_KSAIAyhzm9Ft 1-15-0 6-5-0 12.1t 6 1d-11 8 1748 19$�i 31'5'0 33'50 2&5.8 41•&0 1.6-0 6-110 4-6$ 2�0�0 2-7-0 2-0-0 71.7D-8 9-" 3-06 5.0-10 4x6 = 27 2x4 11 5x8 = 3x4 = .1-6-0 . 540 B 0.25 J72 Scale = 1:69.0 4x6 = 28 5x6 = 3x4 17-6-8 7x10 = 3x4 = 33-5-0 4x6 = LOADING (psf) SPACING- 2-0-0CSI. Max Uplift 14=43(LC 12), 24=-156(LC 8), 18=-179(LC 12) DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.10 20-21 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.38 20-21 >666 240 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(CT) 0.08 14 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -R Wind(LL) 0.10 20-21 >999 240 1 Weight: 212 lb FT=20% LUMBER- MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & BRACING - MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1&Btr G 3) Provide adequate drainage to prevent water ponding. TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 DF Std G "Except` BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: 26-27,14-28:2x6 DF SS IDT '� r.� 'StP 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 14, 156 Ib uplift at 6-0-0 oc bracing: 25-26,24-25. joint 24 and 179 Ib uplift at joint 18. D C 75435 n r* WEBS 1 Row at midpt 8-18 REACTIONS. (Ib/size) 14=559/0-5-8.24=1518/0-5-8,18=1862/0-5-8 Max Horz 24=244(LC 9) Max Uplift 14=43(LC 12), 24=-156(LC 8), 18=-179(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-274/616, 3-4=-271/615, 4-5=-1609/239, 5-6=-1609/241, 6-7=-1615/249, 7-8=-1518/200.8-9=-138/628.9-10=-131/618, 10-11=4371137,11-12=-4321138 BOT CHORD 23-24=-365/504, 22-23=-365/504, 21-22=-392/1605, 20-21=-312/1520, 19-20=-312/1520, 18-19=-312/1520, 17-18=-83/432, 16-17=-83/432, 15-16=-82/661, 14-15=-82/661 S 2-24=-671180, 3-24=-276/76, B-18=-2251/321,9-18=-458/137, 10-18=-1214/142, 12-14=-679/86,8-19=0/301, 5-22=-3r>4/105,12-16=-313/55,4-22=-202/1223, 4-24=-1398/184 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. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1,5x4 MT20 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�e�OF�gSIp� will fit between the bottom chord and any other members. 20% has been for the lumber members. Q IEC Sty 7) A plate rating reduction of applied green IDT '� r.� 'StP 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 14, 156 Ib uplift at joint 24 and 179 Ib uplift at joint 18. D C 75435 n r* W JLU ami EXP. 03/31/2020 * OF GAO February 12,2019 WARNING - Verify design, paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU.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 pnrammints 9M properly kKorpurale this duslgn into the 0,orall building design. Bracing indicated is to prevent buckling of individual Iruss web and/or Chord mamber5 pnly. Addrtkwa lempomryww permoront br:u:ing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damaga- For JorWal guldanea regarding the lottriculloo- Storage. delivery, elecWn and bracing of trusses and truss systems, see ANSkIPIT Ouafffy Crlforla, SSB -119 and SCSI Building Component MiTek USA, Inc 5afafy Informarlon available IICm Truss Plate Institute, 210 N. Lee Street, Suite 312, Alexandra, VA 22314. 400 Sunrise Avenue, Suite 270 .. FTt7asvNW. GA.968&1 Ply 154-660 Ave Juarez 2D R57065991 ._.I—._I ]Job Reference (optional) BMC (Indio. CA), Indic, CA - 82201, &220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 11 16:36:56 2019 Page 1 ID:EhELxVgCT5kCGV hixWOcHNyidSM-3s_HlFfaoQIY3iiLJol K?BoYgxtv2RlcvUEHOazm9Fr 1-6-0 47:13A ,14- 11 8 , t7-0-8 19-6-0 26-11-4 31v�-0 335-0 36$-8 41-6-0 }1-6-0 6-11-0 2.0-02-QO 7-0-12 --_--- 4-5-12 ^ 2-0-0 — 5 5-0.10 Scale = 1:69.0 0.25 12 4x6 = 4x6 = 26 3x6 it 4x4 = 17 16 15 14 13 24 23 22 21 20 19 18 5x8 3x4 w 4x6 3x10 = 5x6 = 8-5-0 , 12-11-8 ,14.11.8 , 17.68 , 19-68 , M114 31-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.05 17-18 >999 360 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.14 17-18 >622 240 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.% BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.03 13 n/a n/a * BCDL 10.0 Code IBC2015/TP12014 Matrix -R Wind(LL) 0.08 14-15 >999 240 Weight: 210 lb FT=20% LUMBER- BRACING - uplift at joint 22 and 471 Ib uplift at joint 23. TOP CHORD 2x4 OF 180OF 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 DF 180OF 1.6E G or 2x4 OF 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, Except: 24-25,13-26: 2x6 OF SS 10-0-0 oc bracing: 15-16,13-14 7-17: 2x4 DF 1800F 1.6E G or 2x4 DF No.1 &Btr G 9-6-2 oc bracing: 14-15. REACTIONS. All bearings 20-0-0 except (jt=length) 13=0-5-8, 17=0-5-8, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing (lb) - Max Horz 24=244(LC 33) is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Max Uplift All uplift 100 Ib or less at joint(s) except 24=-697(LC 31), 13=-217(LC laWitalgn, slorapo, dolfvary, erecdari and bracing of trusses And iru= systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 36), 21=-296(LC 36), 17=-152(LC 36), 18=-304(LC 27), 20=-577(LC 27), Safvfy Inrorm,rflne tiveilu 1e Iran 7russ Plate Institute, 218 N. Lae S4 reet, Suite 312, Alexandria, VA 22314. 19=-570(LC 34), 22=-201(LC 35), 23=-471(LC 36) .... ... .— ............... Max Grav All reactions 250 Ib or less atjoint(s) except 24=589(LC 30), 13=672(LC 1), 21=420(LC 47), 17=1046(LC 1), 18=644(LC 1), 20=696(LC 48), 19=552(LC 27), 22=559(LC 1),23=729(LC 47) -ACES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-7001627, 1-2=-388/400, 2-3=410/426, 3-4=-586/552, 5-6=-275/254, 6-7=-414/367, 7-8=-899/849, 8-9=-299/256, 9-10=-854/392, 10-11=-8201284, 11-12=-551/478 BOT CHORD 23-24=-442/348, 22-23=-648/598, 21-22=-478/428, 19-20=-562/533, 18-19=-373/344, 17-18=-533/503, 16-17=-737/1217, 15-16=-376/855, 14-15=-459/986, 13-14=-338/905 WEBS 7-17=-737/743, 8-17=-474/170, 9-17=-1124/567, 11-13=-918/410, 7-18=-561/386, 6-19=-544/562, 6-20=-612/788, 11-15=443/419, 3-21=-606/627, 3-22=-439/321, 3-23=4651439, 2-23=-557/198, 1-23=-716/746 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) VCind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=8.4psf; RpFE551p (3 -second gust) BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; apifl�� MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & -1 EO try MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 7 C 75435 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 3-0-0 tall by 1-0-0 wide EXP. 03/31/2020 will fit between the bottom chord and any other members. * 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 697 Ib uplift at joint 24, 217 Ib uplift at joint 13, 296 Ib uplift at joint 21, 152 Ib uplift at joint 17, 304 Ib uplift at joint 18, 577 Ib uplift at joint 20, 570 Ib uplift at joint 19, 201 Ib OF CA -W uplift at joint 22 and 471 Ib uplift at joint 23. 9) This truss has been designed for a total drag load of 3432 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist February 12,2019 draQ loads aloe bottom chord from 0-" to 41-6-0 for 82.7 olf, WARNING - Verlfy desiq,r para,nef.m and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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 r �/ MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n laWitalgn, slorapo, dolfvary, erecdari and bracing of trusses And iru= systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safvfy Inrorm,rflne tiveilu 1e Iran 7russ Plate Institute, 218 N. Lae S4 reet, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 .... ... .— ............... Poem". CA 95885 Job 'Truss Truss Type'Qty Ply .54-660 Ave Juarez TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) R57065992 154-660 Ave Juarez Al2DD Flat 1 1 -0.38 20-21 >666 240 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(CT) Job Reference o tional t3mu ('nolo, UA), Indio, LA - 92201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 11 16:36:59 2019 Page 1 ID:EhELxVgCT5kCGVhixWOcHNyidSM-TR90NHhT5L77wARw wrlcmQ2n9tHFnD3bSTxduzm9Fo �1,�-0 •&GO 12-11-8 14-11-B2 17-6-8 , 19.6-8 31.5-0 39-$-0 36-5-6 41-6-0 Lha} tr1_0 4-&8 -0-0 2-7-0 2-0-0 11-10-8 3-46 5.11.10 Scale = 1:630 0.25 12 4x6 = 4x6 = 28 2x4 II 5x8 5x6 = 3x4 = 7x10 = 3x4 = 4x6 = 3x4 = 27-2-0 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.10 20-21 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.38 20-21 >666 240 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(CT) 0.08 14 n/a n/a BCDL 10.0 Code IBC2015fTP12014 Matrix -R Wind(LL) 0.12 20-21 >999 240 Weight: 212 Ib FT = 20% LUMBER- BRACING - MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-4 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. 26-27,14-28: 2x6 DF SS WEBS 1 Row at midpt 8-18 REACTIONS. (Ib/size) 14=559/0-5-8.24=1518/0-5-8.18=1862/0-5-8 7) A plate rating reduction of 20% has been applied for the green lumber members. Max Horz 24=244(LC 33) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint 14, 291 Ib uplift at Max Uplift 14=-153(LC 36), 24=-291(LC 27), 18=-191(LC 35) joint 24 and 191 Ib uplift at joint 18. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-262/269, 2-3=-464/806, 3-4=-582/925, 4-5=-1609/375, 5-6=-1609/402, 6-7=-1615/516, 7-8=-1518/269, 8-9=-445/739, 9-10=-329/631, 10-11=-437/157, 11-12=-487/274, 12-13=-363/293 CHORD 24-25=-339/278, 23-24=-547/560, 22-23=-751/733, 21-22=-547/1605, 20-21=-443/1520, 19-20=-383/1520, 18-19=-698/1520, 17-18=-330/571, 16-17=-139/432, 15-16=-235/661, 14-15=-267/679 WEBS 2-24=-671/89,3-24=-278/82, 8-18=-2251/718,9-18=-458/144,10-18=-1214/420. 12-14=-679/289, 8-19=-71301, 5-22=-364/171, 7-21=-537/530, 12-16=-502/313, 4-22=-540/1271, 4-24=-1398/359 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; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) This truss has been designed for 10.0 bottom live load live loads. OFES5Ip a psf chord nonconcurrent with any other ' �� 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 iEOD will fit between the bottom chord and any other members. y 7) A plate rating reduction of 20% has been applied for the green lumber members. 7 rs - C 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint 14, 291 Ib uplift at 75435 joint 24 and 191 Ib uplift at joint 18. 9) This truss has been designed for a total drag load of 1817 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-6-0 for 43.8 plf. 'R CNIL �tP OFCA ft February 12,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIb7473 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 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 MiTe• in always rmored Im stat>rfity nme to pravanl collapse with pol 'y1e pessouel irr]r7y and prop" damage. Far gosaW guidance regan5ng the fabrication. 910mve, dedvery, nracbon and bracing of lnrsxay and It= syatnms, Pee AHBU►f if 40ua711y Cilterfr. DSB-89 and SCSI Building Component MiTek USA, Inc Safety fnlormatfon avaitsulo from Tru" Plate InGululo. 218 N- tee Singl. Sulu 312, Alexandrin. VA 22314. 400 Sunrise Avenue, Suite 270 —..... pasev9ye. CA 95891 Job Truss nlss Type +Qty IPIy54-660 Ave Juarez TC 0.59 Vert(LL) 0.25 �12 TCDL 18.0 Lumber DOL 1.25 857065993 154-660—Ave—Juarez Flat 2 1 Horz(CT) t'A13A _ BCDL 10.0 Code IBC2015/TPI2014 Matrix -R Wind(LL) Job Reference_Loptional_ owra. Onuiu, —11 niuio, i.n- actu I, O.Z44 S NOY 10 dultl MI TSx Inoustnes, Inc. Mon rea 71 1nacW ZUiW VaW 1 ID:EhELxVgCT5kCGVhixWOcHNyIdSM-ydEoadi5sfF YK07YeNG9_zBIZ8g_BxCg6CV9Lzm9Fn 8-5-0 F 12-11-B 114-11-0 17-6-8 19-6-8 _ 31-5-0 , 335-0 36-5-6 41-6-0 1-6-0 6-1 -0 4-6-0 2-0-0 2-7-0 2-0-0 11-10-0 2-0-0 3-0-6 5-0-10 Scale = 1:69.0 14-11-8 , 17fr6 , 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.25 �12 TCDL 18.0 Lumber DOL 1.25 4x6 = Vert(CT) -0.63 18-19 >486 240 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.09 14 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -R Wind(LL) 0.15 20-21 >999 240 ( Weight: 212 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins, 3x6 = 28 27 3) Provide adequate drainage to prevent water ponding. except end verticals' - 1.5x4 I 5x6 = = 3x4 4x6 5x6 — — 5x6 = 1.5x4 II 3x10 = 3x4 = 1,5x4 it 4x12 = 1 Row at midpt 8-18 7 B 9 10 11 12 13 2 3 4 5 6 ,I EXP. 03/31/2D20 f �FCAL1� February 12,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-0473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® 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 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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ll fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Duality Criteria, DSB-89 and BCSI Building Component 26 25 24 23 22 21 20 19 18 17 16 .m 15 14 2x4 II 5x8 = 1-5x4 II 5xB = 3x4 = 1-5x4 II 1.5x4 II 7x10 = 2x4 II 4x4 = 1.5x4 II 4x6 = 3x4 = 14-11-8 , 17fr6 , 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.15 19 >999 360 MT20 220/195 I TCDL 18.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.63 18-19 >486 240 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.09 14 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -R Wind(LL) 0.15 20-21 >999 240 ( Weight: 212 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins, BOT CHORD 2x4 OF 180OF 1.6E G or 2x4 OF No.1&Btr G 3) Provide adequate drainage to prevent water ponding. except end verticals' - WEBS 2x4 OF Std G `Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 26-27,14-28: 2x6 OF SS WEBS 1 Row at midpt 8-18 REACTIONS. (Ib/size) 14=271/0-5-8,24=1723/0-5-8,17=1945/0-5-8 Max Horz 24=244(LC 11) Max Uplift 14=-20(LC 8), 24=-173(LC 8), 17=-186(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-273/608, 3-4=-270/607, 4-5=-23551316, 5-0=-2358/318, 6-7=-2345/324, 7-8=-2706/315, 8-9=-1100/166, 9-10=-1103/172,10-11=-162/540, 11-12=-161/550 BOT CHORD 23-24=-390/747, 22-23=-390/747, 21-22=-469/2352, 20-21=-434/2706, 19-20=-434/2706, 18-19=-434/2706, 17-18=-544/92, 16-17=-544/92 S 2-24=-659/79, 3-24=-292/77, 8-18=-1694/264, 9-18=-407/132, 10-18=-245/1908, 10-17=-1507/208, 12-15=0/297, 5-22=476/116, 11-16=-3/268, 7-21=-510/140, 12-16=-981/111, 4-22=-254/1778, 4-24=-1696/212 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. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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. Oe N 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 14, 173 Ib uplift atw4�. SE�p� joint 24 and 186 Ib uplift at joint 17. e5'fi C 75435 c, ,I EXP. 03/31/2D20 f �FCAL1� February 12,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-0473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® 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 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 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 ANSI/TPl1 Duality 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 .................................... - Rosevwo, CA 956x1 Job Truss 7russType Oty Ply 64 WAv&Juarez R57065994 54-660_Ave_Juarez B10D Flat 1 1 [ Raferenw (optional) BMC (Indio, CA), Indio, CA - 92201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 11 16:37:01 2019 Page 1 I D: E h E Lx VgCT5 kCG V hix W OcHNy1dS M-QpoAozjjcyNrATaJ5LuVhBVQvyaNjdOM3my2hnzm9Fm 5-0-10 B-1-0 _ 10-1-0 14-6-12 _ _ 20-9-0 r 5-0-10 I 3-0-6 2-0-0 4-5-12 6-2.4 t Scale = 1:34 2 4x6 = FvF — 0.25 12 1.5x4 5x8 = 10 6 4x6 = 1.5x4 II 3x4 — 7x10 = 3x4 5-0-10 a t-0 10.1.0 145 12 20.9-0 Flate offsets my, - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.09 8 >999 360 TCDL 18.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.33 8-9 >735 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.07 6 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -R Wind(LL) 0.08 8 >999 240 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: 2x6 DF SS, 5-6: 2x4 DF 1800F 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 10=978/0-5-8,6=978/Mechanical Max Horz 10=124(LC 11) Max Uplift 10=-156(LC 27), 6=-139(LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-2367/418, 3-4=-1917/326, 4-5=-1918/333, 5-6=-9001191 BOT CHORD 9-10=437/1822, 8-9=-408/1822, 7-8=-400/2363, 6-7=-191/279 WEBS 5-7=-365/1906, 4-7=-393/118, 2-8=-224/581, 3-7=-502/201, 2-10=-1846/340 PLATES GRIP MT20 220/195 Weight: 101 Ib FT = 20 Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-7. =S- �Jind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 Ib uplift at joint 10 and 139 Ib uplift at joint 6- 8) This truss has been designed for a total drag load of 541 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-9-0 for 26.1 plf. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN -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 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. p�dFES51a� �D TE�p�� Fye G 75435 m 12020 February 12,2019 1' MiTek. MiTek USA, Inc 400 Sunrise Avenue, Suite 270 o ui., re—, Job Truss Truss Type 1) Unbalanced roof live loads have been considered for this design, Ply 541 .660 Ave Juarezz857065995 SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 54-660AveJuarez B10G Flat [:)ty 1 Rep Stress Incr — — BCDL 10.0 Code IBC2015TTP12014 BC 0.47 Job Reference tloltet BMG (Indio, GA), Indio, GA - 9ZZU1, o.44y s Nov to zu-to mi i etc mausutes, inc. mon rev i i io.ai a zu - reye i ID:EhELxVgCT5kCGVhixWOcHNyIdSM-MCvxDfkz8adZPnkiDmwzncbkH mEABc?eW4R9mgzm9Fk 2-7=72 5-D-70 701-0 14-6-12 19-10-3 2T-0 2-7-12 2.4.14 5-0-6 �rS1�2 5-3.7 f-513 Scale = 1:34.9 0.25 i12 4x6 = 1.5x4 11 6x12 = 3x6 = 14 2x4 II r• "�' 4x6 = '" '" 7x10 =-'-�'-' 3x6 li 8x12 = 7x10 = Special Special Special Special 10-1-0 Plaw Offsets (X,Y]-- (1 EO ej 2t(1g4 1) Unbalanced roof live loads have been considered for this design, TOP CHORD LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2015TTP12014 19-10.3 5-3-7 PLATES MT20 21.4-0 S13 GRIP 220/195 Weight: 124 Ib FT = 20% LUMBER- BRACING - 1) Unbalanced roof live loads have been considered for this design, TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins, CSI. DEFL. in (loc) I/defl Ud TC 0.46 Vert(LL) -0.14 10 >999 360 BC 0.47 Vert(CT) -0.49 9-10 >512 240 WB 0.57 Horz(CT) 0.07 7 n/a n/a Matrix -R Wind(LL) 0.19 10 >999 240 19-10.3 5-3-7 PLATES MT20 21.4-0 S13 GRIP 220/195 Weight: 124 Ib FT = 20% LUMBER- BRACING - 1) Unbalanced roof live loads have been considered for this design, TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins, BOT CHORD 2x6 DF SS except end verticals. WEBS 2x4 DF Std G "Except' BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12-13,7-14: 2x6 DF SS WEBS 1 Row at midpt 2-12 5-9: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 12=171010-5-8,7=1655/0-5-8 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577 Ib uplift at joint 12 and 527 Ib uplift �flFESg1Q N� Max Horz 12=129(LC 34) 4� IE (') <y 1-34, 136 Ib down and 101 Ib up at 3-34, 136 Ib down and 100 Ib up at 5-34, 136 Ib down and 100 Ib up at 7-3-4, 136 Ib down Max Uplift 12=-577(LC 8), 7=-527(LC 12) and 100 Ib up at 9-3-4, 136 Ib down and 100 Ib up at 11-3-4, 136 Ib down and 99 Ib up at 13-34, 136 Ib down and 99 Ib up at FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. w TOP CHORD 1-2=-3071189, 2-3=-4342/1472, 3-4=-3571/1221, 4-5=-3571/1225 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). BOT CHORD 11-12=-1241/3288, 10-11=-1241/3289,9-10=-1550/4337,8-9=-379/1057,7-8=-37911057 'IS 4-9=-351/107, 5-8=-161/402, 2-1 1=-1 7 51398, 2-10=-407/1122, 2-12=-3227/1124, Uniform Loads (pit) COFCA4l 5-7=-2037/688, 5-9=-959/2734, 3-9=-855/322 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; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577 Ib uplift at joint 12 and 527 Ib uplift �flFESg1Q N� at joint 7. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 Ib down and 101 Ib up at 4� IE (') <y 1-34, 136 Ib down and 101 Ib up at 3-34, 136 Ib down and 100 Ib up at 5-34, 136 Ib down and 100 Ib up at 7-3-4, 136 Ib down and 100 Ib up at 9-3-4, 136 Ib down and 100 Ib up at 11-3-4, 136 Ib down and 99 Ib up at 13-34, 136 Ib down and 99 Ib up at w C 75435 G 15-34, and 136 Ib down and 99 Ib up at 17-3-4, and 136 Ib down and 99 Ib up at 19-34 on bottom chord. The design/selection of w such connection device(s) is the responsibility of others. Of 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * EXP. 03/3112020 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) COFCA4l Vert: 1-6=-76, 7-12=-20 .nnlinued nn owed 7 February 12,2019 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167473 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 at ss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buing design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi%k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, emclion and bracing of 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 Job :Truss Truss Type Qty IPIy54-660 Ave Juarez 857065995 54-660_Ave_Juarez Flat 1 1 FB10G 1, Job Reference o tional BMG 9MI0, CA). Indio, CA -922011. 8.220 s Nov 16 2018 MiTek InVuMriex, Inc. Won Feb 11 16:37:04 2019 Page 2 ID:EhELxVgCT5kCGVhixWOcH NyidSM-gOTJQ?IcvHQ1 xJunTRCJg7vl AZPw3 Fol kAil6zm 9Fj LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11 =-1 3115= -136(F)16= -136(F)17= -136(F)16= -136(F)19= -136(F)20= -136(F)21= -136(F)22= -136(F)23= -136(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 �ij@� 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 Criferia, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 210 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suhe 270 �... _ Roseville, CA 955151 Job Truss Truss Type IDty DEFL. in Vert(LL) -0.09 Vert(CT) -0.33 Horz(CT) 0.07 Wind(LL) 0.09 Ave Juarez LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 OF No.1&Blr G 857065996 54 -660 -Ave -Juarez Flat 1 [$y54-660 1 WEBS 2x4 DF Std G 'Except" fiB11D E Rigid ceiling directly applied or 6-0-0 oc bracing. 10-11: 2x6 DF SS, 5-6: 2x4 DF 180OF 1.6E G or 2x4 DF No.1&Btr G Job Reference IDPtionap BMC (Indio. CA), Indio, CA - 92201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 11 16:37:05 2019 Page 1 ID:EhELxVgCT5kCGVhixW OcHNyidSM-Ib1 heKmEgBtHe5u4KByRs1 g6vaxJIROx_NwGgYzm9Fi 5-0.108.10 10.3+0 1441-12 _ 20.9-0 _ i 5-0-10 3-0-6 2-0-0 4-5-12 •• 6-2-4 1 4x6 = ftvA = 0.25 12 1.5x4 Scale = 1:34.2 5xB = 4x6 = 1,5x4 II 4x4 = 700 = 3x4 = 5-0-10 B-1-0 10-1-0 14-6-12 20-9.0 5.0.10 3A 6 2-0.0 4.5.12 82.4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2015rrPI2014 CSI. TC 0.34 BC 0.36 WB 0.83 Matdx-R DEFL. in Vert(LL) -0.09 Vert(CT) -0.33 Horz(CT) 0.07 Wind(LL) 0.09 (loc) I/defl Ud PLATES GRIP 8 >999 360 MT20 220/195 8-9 >735 240 6 n/a n/a 8 >999 240 Weight: 101 lb FT=20! LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 OF No.1&Blr G TOP CHORD Structural wood sheathing directly applied or 4-1-8 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. 10-11: 2x6 DF SS, 5-6: 2x4 DF 180OF 1.6E G or 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 10=978/0-5-8, 6=978/Mechanical Max Horz 10=124(LC 29) Max Uplift 10=-317(LC 27), 6=-271 (LC 36) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-548/540, 2-3=-2367/832, 3-4=-1917/674, 4-5=-1918/683, 5-6=-900/322 BOT CHORD 9-10=-766/1824, 8-9=-707/1822, 7-8=-626/2363, 6-7=-593/680 WEBS 5-7=-736/1906, 4-7=-393/121, 3-8=-255/281,2-8=-617/953, 3-7=-792/517, 2-10=-1846/738 ,ES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,00 plate grip DOL=1.00 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withslanding 317 Ib uplift at joint 10 and 271 Ib uplift at joint 6. 8) This truss has been designed for a total drag load of 1939 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-9-0 for 93.4 plf. o TEnpQ�� JQg- s� a C 75435 LU iLU EXP. 03131/2020 February 12,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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 WOW building design. Bracing indicaled is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M� 1 11, 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 Inslilute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 400 Sunrise Avenue, Suite 270 - ..._-_-_ ... .. ...- . _..... Rosavlllu. CA 956111 Job :Truss Truss Type 'Qty IPly 154-660 Ave Juarez 857065997 54-660 Ave Juarez B13 Flat 5 1 Job Reference Jophonal BMC (Indio, CA), Indio, CA . 82201, 8.220 s Nov 16 2018 MiTek InduWes, Inc. Mon Feb 11 16:37:06 2019 Page 1 ID:EhELxVgCT5kCGVhixWOcHNyidSM-mnb3rgmsRV?BGFTGuuTgOFDHfzHYOud5C1fpN zm9Fh 5.0.10 6-1-0 10.11.0 14-6-12 20-9-0 5-0-10 30-8 2.0-0 4-5-12 6-2-4 4x6 6.9 = 3x4 0,25 12 1.5x4 II Scale = 1:34.2 5x8 = 4x6 = 1,5x4 II 3x4 = 1x1u = 3x4 = 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: 2x6 DF SS, 5-6: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 10=978/0-5-8, 6=978/Mechanical Max Horz 10=124(LC 11) Max Uplift 10=-94(LC 8), 6=-88(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-2367/259, 3-4=-1917/194,4-5=-19181199, 5-6=-900/141 BOT CHORD 9-10=-292/1822, 8-9=-292/1822, 7-8=-312/2363 WEBS 5-7=-222/1906, 4-7=-393/117, 2-8=-86/581, 3-7=-502/78, 2-10=-1846/212 PLATES GRIP MT20 220/195 Weight: 101 Ib FT = 20 Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals, Rigid ceiling directly applied or 10-0-0 oc bracing. =S. find: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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 20.0psf 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. 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 94 Ib uplift at joint 10 and 88 Ib uplift at joint 6. o2 ctL �ROF'=OD iF�k9�E�G1 C 75435 'n W LU EXP. 03/31/2020 v* *I � CfiCAG1F�. February 12,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE VII -7473 rev. 10/03!7015 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 MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For genarat guipanm regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSo7Pf1 Quaflly CrlrvdA, 0.5E-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 . Raemnita, CAgS@63.. 5-0-108.1-0 10.1-0 14-6-12 S-0.10 3-0-6 2410 +, 4 42 Plate Offsets (X.Y)- 11:0-3-1,Ed 2;0.3.8 0.3A 5:0-3-8.0-2.8 B:Ed a 0-148 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.09 8 >999 360 TCDL 18.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.33 8-9 >735 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.07 6 n/a n/a BCDL 10.0 Code IBC2015fTP12014 Matrix -R Wind(LL) 0.08 8 >999 240 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: 2x6 DF SS, 5-6: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 10=978/0-5-8, 6=978/Mechanical Max Horz 10=124(LC 11) Max Uplift 10=-94(LC 8), 6=-88(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-2367/259, 3-4=-1917/194,4-5=-19181199, 5-6=-900/141 BOT CHORD 9-10=-292/1822, 8-9=-292/1822, 7-8=-312/2363 WEBS 5-7=-222/1906, 4-7=-393/117, 2-8=-86/581, 3-7=-502/78, 2-10=-1846/212 PLATES GRIP MT20 220/195 Weight: 101 Ib FT = 20 Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals, Rigid ceiling directly applied or 10-0-0 oc bracing. =S. find: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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 20.0psf 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. 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 94 Ib uplift at joint 10 and 88 Ib uplift at joint 6. o2 ctL �ROF'=OD iF�k9�E�G1 C 75435 'n W LU EXP. 03/31/2020 v* *I � CfiCAG1F�. February 12,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE VII -7473 rev. 10/03!7015 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 MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For genarat guipanm regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSo7Pf1 Quaflly CrlrvdA, 0.5E-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 . Raemnita, CAgS@63.. Job 'Truss Truss Type iOty Illy 54-860 Ave Jllarea Plateatfsets tx,YjJ [1:0 3-i,Edge]; L2:OB4O 3 -0L -J5 L1 3W8.0.2 8 , I6:Edga.0.1 81 2) Provide adequate drainage to prevent water ponding. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in R57065998 54 -660 Juarez B13D Flat 1 1 8-9 >735 240 -Ave. Horz(CT) 0.07 6 nla n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -R Wind(LL) 0.08 Jpb Referenw {optional)- - 8MC (Indio, "I Indio, CA - 92201, 8.220 s Nov 16 2018 fM7ek Ind Islnas, Inc. Mon Feb 11 16:37:08 2019 Page 1 1D:EhELx VgCT5kCGVhlkW OcHNytd$M-j9jgGMo6z6GrVYdIOJ W BUgldanzgsn7NgLBwRIxm9Ff 5-0.10 19.10 14-6-12 2020^9.0 _--....^ 59.10 5 q G 4.5.12 6-2-4 Scale = 1:34.2 4x6 = AxR = ax4 t 0.25 112 1, 5x4 5x8 = 10 1.5x4 II 4x4 = 7x10 = u 4x6 = 3x4 = 50.10 75410 h 14-6-12 20.80 54.10 6.4.8 R. f12 &2;4 Plateatfsets tx,YjJ [1:0 3-i,Edge]; L2:OB4O 3 -0L -J5 L1 3W8.0.2 8 , I6:Edga.0.1 81 2) Provide adequate drainage to prevent water ponding. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deo L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.09 8 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.33 8-9 >735 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.07 6 nla n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -R Wind(LL) 0.08 8 >999 240 Weight: 101 lb FT=20% LUMBER- BRACING - drag loads along bottom chord from 0-0-0 plf. TOP CHORD 2x4 OF 180OF 1.6E G or 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc puffins, BOT CHORD 2x4 OF 180OF 1.6E G or 2x4 DF No.1 &Btr G C 75435, except end verticals. WEBS 2x4 DF Std G'Except* BOT CHORD Rigid ceiling directly applied or 640-0 oc bracing. 10-11: 2x6 OF SS, 5-6:2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G * REACTIONS. (Ib/size) 10=978/0-5-8,6=978/Mechanical February 12,2019 Max Horz 10=124(LC 29) Design valid for use oniv.wiR1 MiTekocon clorn 71hls design is based orgy tq Mn poremeters down, and Is for an indmdual buUdfng component, not Max Uplift 10=-288(LC 27), 6=-248(LC 36) o In= syalam. Before vee, 1117 bulktulg doslliner must verify the appliEabWtyat dn:dgn pnmmalem wio property Incotpnmte thits design "ia dta avarall FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For panoral guMm4 regardmg the fabrlcalion, storage, daltvery, eradlon and bracing of trusses and In" Systems, see ANSIITPII QuaNry Crlrorls, 098-69 and RCSI Building Component TOP CHORD 1-2=-492/484, 2-3=-2367/759, 34=-19171613, 4-5=-1918/621, 5-6=-900/298 Safory frtWmilrorl available Aram Truss Plate Inslilute, 218 N. Lee Sheat, Suite 312, Alexandria, VA 22314. .... 400 Sunrise Avenue, Suite 270 .-RomvfNR..CA 966@L BOT CHORD 9-10=-745/1822, 8-9=-654/1822, 7-8=-586/2363, 6-7=-522/610 WEBS 5-7=-670/1906, 4-7=-393/120, 3-8=-229/255, 2-8=-5481883, 3-7=-736/461, 2-10=-1846/667 ._-iES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1,00 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 Ib uplift at joint 10 and 248 Ib uplift at joint 6. ROFESSJ'O 8) This truss has been designed for a total drag load of 1692 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist to 20-9-0 for 81.5 5Z, I ¢� ❑ drag loads along bottom chord from 0-0-0 plf. � C 75435, 020 * gT�OFOA06 February 12,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-0473 rev. 1010312015 BEFORE USE. Design valid for use oniv.wiR1 MiTekocon clorn 71hls design is based orgy tq Mn poremeters down, and Is for an indmdual buUdfng component, not o In= syalam. Before vee, 1117 bulktulg doslliner must verify the appliEabWtyat dn:dgn pnmmalem wio property Incotpnmte thits design "ia dta avarall buYdirp design. BracuV Indkalod is to provunl bori4ng of mdividual teras web and+or chord mombmu only. AddW onal temporary and p4mssnanl bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For panoral guMm4 regardmg the fabrlcalion, storage, daltvery, eradlon and bracing of trusses and In" Systems, see ANSIITPII QuaNry Crlrorls, 098-69 and RCSI Building Component MiTek USA, Inc Safory frtWmilrorl available Aram Truss Plate Inslilute, 218 N. Lee Sheat, Suite 312, Alexandria, VA 22314. .... 400 Sunrise Avenue, Suite 270 .-RomvfNR..CA 966@L ,Job Truss Truss Type IQty Ply 54-060 Ave Juarez $14 Plate Offsets (X Y)-- [1:0,3-1•Edge3-12 0-3.0 j8 4 38 0'? 61, [7:Edpe:0�1-81 857065999 154-660. Ave Juarez B14 Flat 4 1 -. LOADING (psf) SPACING- 2-0-0 CSI. Job Reference o tional BMC (Indio, CA), Indio, CA - 922U1, tf.2zu S Nov 'i ty zuia Mirex Inousines, mr— Nton rao ii 11)=S7nU Cu'iH rage 1 ID:EhELxVgCT5kCGVhixWOcHNyidSM-fYgah2gNVjWZlsm27kYr-Z5NztbegKiFg7fd1 Wmzm9Fd 5-0-10 8-7.0 101.4 14-6-12 20-" 5.0.10 - 3 0 E 2-0-0 4-5-12 l- 6-2-4 0.25 12 4x6 = 1.5x4 II Scale = 1:34-2 5x6 = 13x6 - 1.5x4 II 3x4 = 1,5x4 II 700 3x4 - rT 5-0.10 8-1-0� 50.1-0 14-6-12 20-9-0 �50-10 3-0.0 2-0-4 4.5.12 $14 Plate Offsets (X Y)-- [1:0,3-1•Edge3-12 0-3.0 j8 4 38 0'? 61, [7:Edpe:0�1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.10 8-9 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.36 8-9 >671 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code IBC2015rrPI2014 Matrix -R Wind(LL) 0.09 8-9 >999 240 Weight: 101 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 44-14 oc purlins, BOT CHORD 2x4 OF 180OF 1.6E G or 2x4 OF No.1 &Btr G except end verticals. WEBS 2x4 OF Std G 'Except' BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. 12-13: 2x6 OF SS, 6-7: 2x4 OF 180OF 1.6E G or 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 12=978/0-5-8, 7=978/Mechanical Max Horz 12=124(LC 9) Max Uplift 12=-94(LC 8), 7=-88(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2277/255, 3-4=-2277/257, 4-5=-1935/197, 5-6=-1938/202, 6-7=-904/140 BOT CHORD 11-12=-286/1766, 10-11=-288/1766, 9-10=-309/2274, 8-9=-309/2274 WEBS 6-8=-222/1934,5-8=-432/124, 2-10=-90/624,4-8=-382/75, 2-12=-1756/201 =S - find: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1-00 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 Ib uplift at joint 12 and 88 Ib uplift at joint 7. ke�nFES51pN 4p TEOpO��cy QLIP_ G 75435 rn EXP. 03!3112020 February 12,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 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 Ml1'g 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 ANSVTPI1 Quality Criteria, DSB-09 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 210 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise AftnUti, Suite 270 —....-......_ ........................... .. _ _ — F-Wft.CA-Ml-- 12 7 3x6 S@.9}_... 54-660 Ave Juarez �B14D Flat 1 1 1 Ave Juarez R57066000 BMC (Indio, CA), Indio, CA - 92201, 6320 s Nov 16 2018 MiTek lndustde% Inc. Mon Feb 11 16.37:12 2019 Page 1 ID:EhELxVgCT5kCGVhixWOcHNyIdSM-bxyL6krd1LmH AwQF9a4eWTINOIzocWzbz67aezm9Fb 590-110 8.1-0. , 4C-1 G 14Ar12 i 208r0 —1 5-0.10 3-0-6 2-0-0 4-5-12 6-2-0 4x6 = 0.25 12 RvA e.e — 1.5X4 11 Scale = 1:34 2 5x8 = 3x6 = 1.5x4 II 4x4 = 1,5x4 II 7x10 = 3x4 — 5108.1-0 10-1-0 [ 14-6-12 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; 20-9-0 5-0-10 i 3-0-6 2-0-0 0 2 8 7�Ed_gli3O�1-8] CSI. 41-"-12 DEFL. in T (loc) Ildefl Ud —W-4 PLATES GRIP PI4fe_ dfisew IX Y} - [1:0-3-1,Ed]kB], id:0.3-12,p-3-Oi,jB:O 3 8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.10 8-9 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.36 8-9 >671 240 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 Ib uplift at joint 12 and 294 Ib uplift BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(CT) 0.07 7 n/a n/a �� tcy. BCDL 10.0 Code IBC2015/TPI2014 Matrix -R Wind(LL) 0.15 8-9 >999 240 Weight: 101 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF N0.1 &Btf G TOP CHORD Structural wood sheathing directly applied or 4-0-5 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF N0.1 &Btr G LU P except end verticals. OFC WEBS 2x4 DF Std G `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 12-13: 2x6 DF SS, 6-7: 2x4 DF 180OF 1.6E G or 20 DF No.1&Btr G 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 REACTIONS. (Ib/size) 12=978/0-5-8,7=978/Mechanical building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWis always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Max Horz 12=124(LC 29) fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP1I 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, Max Uplift 12=-344(LC 27), 7=-294(LC 36) _—. —..... ..... ..... -- .-- -. ,_)37>aetdle,CA95@BL........_ ...._ FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-594/580, 2-3=-2277/794, 3-4=-2277/496, 4-5=-1935/754, 5-6=-1 938f721, 6-7=-904/337 BOT CHORD 11-12=-787/1815, 10-11=-549/1766, 9-10=-547/2274, 8-9=-768/2274, 7-8=-653/736 1S 6-8=-767/1934,5-8=-432/165,2-10=-688/1050,4-8=-906/712, 2-12=-1795/741, 3-10=-330/230 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; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 Ib uplift at joint 12 and 294 Ib uplift gOFES,,310 Nyr at joint 7. �B 'TEQ,rj�. 8) This truss has been designed for a total drag load of 2180 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist �� tcy. drag loads along bottom chord from 0-0-0 to 20-9-0 for 105.1 plf.ILI C 75435 UJ EXP. 03/31/2020 * LU P OFC February 12,2019 A WARNING - Verity design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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 WOWis 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 ANS11TP1I 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 _—. —..... ..... ..... -- .-- -. ,_)37>aetdle,CA95@BL........_ ...._ Job Truss Truss Type Qty Ply 54-660 Ave Juarez LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/dPLATES R57066D01 54.660 Ave Suarez CIO ROOF SPECIAL 2' 1 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.21 11-12 >999 240 Job Reference (oAfiam* BMC (Indio, CA), Indio, CA - 92201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 11 16:37:14 2019 Page 1 ID: EhELxVgCT5kCGVhix W OcH NyidSM-XJ45 W PitZyO?DT4pMadYjxYgCCO6GZ6G2HbEfxzm9FZ 4•T1.3: 9 B 12 14.2-6 19-1-8 21-4-0 4-11-3 4-7-10 4-7-10 4-1t-3 2-2-9 4x6 = 4x8 = Scale = 1:35 9 16 9 3x4 II 4x6 = 3x4 = 402 = 3x4 II l 4-11-3 { g -h' 1 '� _ � 1+2-6 , fi9-1.8 . _ 4-11-3 4-7-10 4-7-10 4-11-3 _ Plate Offsets X.Y)— tO-".fl LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/dPLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.05 11 >999 360 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.21 11-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0,03 9 n/a nla BCDL 10.0 Code IBC2015rrP12014 Matrix -R Wind(LL) 0,05 11 >999 240 I Weight: 1261b 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 4-8-15 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G 'Except* except end verticals. 5-9: 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Std G `Except` 5-5-6 oc bracing: 8-9. 1-13,7-16: 2x6 DF SS OTHERS 2x6 DF SS REACTIONS. (Ib/size) 9=1094/0-3-8,17=866/0-5-8 Max Horz 17=157(LC 9) Max Uplift 9=-109(LC 12), 17=-114(LC 8) FORCES. (lb) -Max, Comp./Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 14-17=-642/126,2-3=-18901271, 3-4=-13601171 -CHORD 11-12=-289/1413, 10-11=-281/1886,8-9=-10351155,5-8=-305182 S 12-14=-140/1328, 2-11=-109/517, 3-10=-584/114, 4-8=-1458/176, 8-10=-196/1304, 2-14=-1459/221 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; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,00 plate grip DOL=1.00 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. ?O E SSI 7) Bearing atjoint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �� N t capacity of bearing surface. 0 1 0D 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 Ib uplift at joint 9 and 114 Ib uplift at joint 17. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.41 LU C 75435 EXP. 03/31/2020 * CF CAO February 12,2019 A WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MIT£K REFERENCE PAGE MIf•7473 rev, 1070312015 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' always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the Nbricalion, storage, delivery, erection and bracing of trusses and Truss systems, see ANS11TPI1 Quality Criteria, DSB-e9 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 AVamlp, Suite 270 ........... Job :Truss Truss Type IDty Ply 54480 Ave Juarez 4-11.3 ' ftte Offsets KYt- _[1:0.4-4.0 2-O], (4 0-3-0,0 3LOJ. [12:0-3-0.0.34] 14:03-0.0.0-4 MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 857066002 54-660 Ave Juarez `CI OD ROOF SPECIAL 7 1 11 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.21 11-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Joh Reference JoRkonal BMC (Indio, CA), Inft.CA-10224.1, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 11 16:37:162019 Page 1 ID:EhELxVgCT5kCGVhix W OcHNyIdSM-UiCrx5u74ZGjTnEBU?fOoMdOi?iakTcZWb4LjPzm9FX r 4-11-3 9-6-42 _ _ 14-$8 19.1.8 214 4-11-3 4-7-10 4-7-10 41 7-3 2� Scale = 1:35.9 4x6 = 48 = 16 3x4 II 5x6 = 4x4 = 402 = 3x6 II I_ 4-11_-3 _ _ 9-6-12 14-2-6 _ _ 1$1.9 4-11.3 4-7-10 4-7.10 4-11.3 ' ftte Offsets KYt- _[1:0.4-4.0 2-O], (4 0-3-0,0 3LOJ. [12:0-3-0.0.34] 14:03-0.0.0-4 MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Mail L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.05 11 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.21 11-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -R Wind(LL) 0.06 11 >999 240 Weight: 1261b FT=20k LUMBER- BRACING - joint 17.a TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1&Btr G *Except* EXP. 03/31/2020 except end verticals. 5-9: 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 5-5-6 oc bracing. WEBS 2x4 DF Std G "Except' February 12,2019 WARNING - Verify desfgn p-ame-fern and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE, 1-13.7-16: 2x6 DF SS Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual building component, not OTHERS 2x6 DF SS building design Bracing indicated is to prevent buckling of individual buss web and/or chord members only, Additional temporary and permanent bracing REACTIONS. (Ib/size) 9=1094/0-3-8,17=866/0-5-8 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Max Horz 17=157(LC 29) MiTek USA, Inc Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314- Max Uplift 9=-397(LC 36), 17=-344(LC 27) Ror-wila, CA t#564t FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 14-17=-667/289, 1-2=-6271673, 2-3=-1890/810, 34=-1449/701, 4-5=-493/544 -CHORD 12-13=-525/530, 11-12=-674/1413, 10-11=-631/1886, 9-10=431/503, 8-9=-1035/440, 5-8=-305/87 _dS 12-14=-582/1366, 2-11=-617/934, 3-11=-281/304, 3-10=-849/596, 4-8=-1458/609, 8-10=-551/1304,2-14=-1617/707 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. Il; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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 20% RQ! E55/O plate rating reduction of has been applied for the green lumber members. 7) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 0 TEODQ q capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 397 Ib uplift at joint 9 and 344 Ib uplift at J Cf1 joint 17.a w C 75435 c 9) This truss has been designed for total drag load 1839 Ib. Lumber DOL=(1.33) Plate DOL=(1.33) Connect a of grip truss to resist drag loads along bottom chord from 0-0-0 to 19-1-8 for 96.2 pit. EXP. 03/31/2020 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. * E CALI February 12,2019 WARNING - Verify desfgn p-ame-fern and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 buss 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 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 Ror-wila, CA t#564t Job Truss Truss Type tpty Ave Juarez CSI. DEFL. in (loc) I/deft Ud !R57066003 154-660 Ave Juarez C10E GABLE 1 �Jply54-060 1 16 >999 360 MT20 220/195 TCDL 18.0 Job Refererlce o 'nal BMC (Indio, CA), Indio, CA - 92201, 8.220 s Nov 16 2018 MiTek Industries, IAC; Mon Feb 11161718 2019 Page 1 I D:EhELxVgCTSkCGVhixWOcHNyIdSM-OSJcMnwOcB W Ri50abOhVuniN�N9CLCszvZSolzm9FV 4-11-3 9-6-12 14-2-6 19-1-8 21.4-0 22 334 Scale = 1:35.7 4x12 = 4x8 = 24 3x4 II 3x4 = 12x1B = 14 3x4 II IT -61 9 4 9-&12 1,•1.11-3 13 47-10 Rate Offsets (X.Y)— E3:0 3 7.0 2 SI. [8:0 30.0 13 j15:0 50 0 3 Si, I20:U 2�.0 3 43� 14.28 19Y14 4-7-10 t 4.113' [22 {I.5 0 0 2 22:;} 1-0.Q LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.05 16 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.21 16 >999 240 W X BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.03 14 n/a n/a * BCDL 10.0 Code IBC2015FFP12014 Matrix -R Wind(LL) 0.05 16 >999 240 Weight: 143 Ib FT=20 LUMBER- BRACING - at joint 34, TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc puffins, BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G 'Except* except end verticals. 10-14:2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Std G `Except" i7eEc 6-0-0 oc bracing: 20-21 1-21,12-24: 2x6 DF SS fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIf quality criteria, DSB-89 and SCSI Building Component 5-5-0 oc bracing: 13-14. OTHERS 2x4 DF Std G 'Except` JOINTS 1 Brace at Jt(s): 26, 27, 29 23-34: 2x6 DF SS REACTIONS. (Ib/size) 14=1094/0-3-8,34=866/0-5-8 Max Horz 34=157(LC 9) Max Uplift 14=-109(LC 12), 34=-114(LC 8) FORCES. (lb) • Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. 'CHORD 22-34=-804/148, 2-3=-410/242, 3-4=-1856/267, 4-5=-1853/268, 5-6=-1373/172, 6-7=-1368/173, 7-8=-1300/164 --i-CHORD 19-20=-298/1506, 18-19=-298/1507, 17-18=-298/1507, 16-17=-278/1853, 15-16=-278/1853,13-14=-1036/154, 10-13=-258/67 WEBS 20-22=-146/1314, 3-20=-453/92, 3-32=-80/410, 32-33=-85/391, 17-33=-77/369, 5-30=-527/110, 29-30=-528/102, 15-29=-532/109, 8-15=-15/409, 8-28=-1465/179, 27-28=-1487/182, 25-27=-1503/184, 13-25=-1524/190,15-26=-198/1357, 13-26=-196/1340, 22-31=-851/104, 3-31=-861/105, 2-22=-510/130 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It: Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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 90ES51� 9Q J[+� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. y 5) All plates are 1.5x4 MT20 unless otherwise indicated. .� cft Z C 75435 m 6) Gable studs spaced at 1-4-0 oc.w W X 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 EXP. 03/3112020 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) Bearing at joint(s) 34 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. OF CAUL' 11) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 109 Ib uplift at joint 14 and 114 Ib uplift at joint 34, February 12,2019 121 Graphical ourfin wortdoes not dwicithe size or the ortentellion of the DUdin siona the too andler holfam chord: WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mf1.7473 rev. f0/03/2015 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. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pal building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i7eEc 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 ANS11TPIf 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 "Job !!Truss TrussType 1154-660AveJuarezC11D ROOF SPECIAL BMC (Indio, CA), Indio, CA - 92201, 19-1-8 _ .4.71-3 i 9 6 12 4-11-3 4-7-10 14 16 15 4x6 = 4x8 = Ave Juarez R57066004 8.220 s Nov 16 2018 MITek Industries, Inc. Mon Feb 11 16:37:20 2019 Page 1 1D:EhELxVgCT5kCGVhIxWOcHNy)dSM-MTRMiiTxe8omSgOX d2zCdCc,%gNJPGD2YsAxmgFT 14.2-6 49-1-8 214-0 4-7-10 4-11-3 2-2.5 Scale = 1:35-3 17 a�9 13 12 11 10 9 1.5x4 II 2x4 II 3x6 = 3x4 = 3x10 = 2x4 II 4-11-3 _ 9-6-12 14-2-6 19-1-8 65 4-&x70 4-7-10 4-7-16-, 4-11-3' Plat® OffSetS (.` aj— j1.04-4,0.2-0), j4 0-3 0,0.3 pj 1, ,0-q:%D-0_1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.25 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -R Weight: 126 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1 GOOF 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' except end verticals. 5-9:2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 DF Std G *Except* 1-13,7-17: 2x6 DF SS OTHERS 2x6 DF SS REACTIONS. All bearings 20-10-8. (lb) - Max Horz 13=209(LC 29) Max Uplift All uplift 100 Ib or less at joint(s) 12, 11, 10 except 13=-232(LC 27), 9=-106(LC 36),7=-172(LC 36) Max Grav All reactions 250 Ib or less at joint(s) 7 except 13=306(LC 34), 9=357(LC 1), 12=425(LC 1), 11=453(LC 1), 10=478(LC 1) -ES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. .,CHORD 13-14=-291/250, 1-2=-659/695, 2-3=405/393, 34=-372/357, 5-6=-270/266 BOT CHORD 12-13=-521/500, 11-12=-545/517, 10-11=-421/412, 9-10=-367/414, 8-9=-311/125, 5-8=-283/81 WEBS 12-14=-399/393, 2-12=-337/209, 2-11=-564/584, 3-11=420/297, 3-10=-064/484, 4-10=-369/186, 4-8=-305/299, 6-8=-318/322, B-10=-394/351, 2-14=4991466 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; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 11, 10 except (jt=lb) 13=232, 9=106, 7=172. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. 10) This truss has been designed for a total drag load of 1692 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-1-8 for 88.5 plf. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11- 7473 rev. 1010312015 BEFORE USE. Design road for use only won MiTdW ownecTom Tho omigh IS bBBed only upon paramolprc strewn, and is for an IrKrmkhml bukdlag campvneol. not a IN95 "M. eelam usa, ltro budding dp5gnnr MU51 verily the apOloability Of doslpn purnn lm and pmpody Inonrpmalo INN donign Inlo dIe nvaral buddirg design. Omc,ng indioaled is to provanl !welding of indiwdM buss web andWr chord tnambols only- A.ddlllpml tampwmy And pemwnonl bredrq is olways requuse ed fa sEeblely and to M"nt collapm1h posslblu personal 6n vty WW proPM damage- For goneml guidance regarding the InV'U tion, storage, doavary, ereclian rind broang el trb55sa red buss nyetome, see ANSVW1r GUNIIfy C&6614 056$9 uId SCSI SWiding Componeni Safotyr Infnr flan avaifaMn from Tn�s& PIaW Inefi[uta, 218 N. I.no SYroet. SOIW 312, AWxnndrin, VA 2J310. February 12,2019 Mffek' MiTek USA, Inc 400 Sunrise Avenue, Suite 270 Ave Juarez R57066005 BMC (Indio, CAI, Indio, CA -92201• _ I +j-� r!Mwenex,-IPo_. nall� 8.220 s Nov 16 20181 Tek Industries, Inc. ['Aon Feb 11 16:37:22 2019 Page 1 4 I D: EhELx VgCT5kCG VhixWOcH Nyld S W IsZ7C8ztQP0ei;ihLgFmR244vogR88FRuXXlx3zm9F R ( 611-0 i1{ B 13_5 B 16.0.8 11:4 19.1 a 214.0 4.0.0 2rt1.0 ... �I 4 66 8 T2-0-0 2-i-0� 1•$7 f 1-0-9 ' 2-2-8 �I Scale = 1:36,6 4x8 = 3x LOADING (psf) SPACING- 2-0-0 TCLL 20,0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1&Btr G BOT CHORD 2x6 DF SS `Except* 12-19: 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G 8-12: 2x4 DF Std G WEBS 2x4 DF Std G *Except* 19-20,10-21: 2x6 DF SS REACTIONS. (Ib/size) 19=888/0-5-8,12=1116/0-5-8 Max Harz 19=157(LC 9) Max Uplift 19=-97(LC 8), 12=-112(LC 12) inn — 4xb = 1.5x4 6x8 = 3x4 II 21 FORCES. (lb) - Max; Comp./Max. Ten. - AQ Farces 250 (lb) or less exew when shown, TOP CHORD 1-19-SM34, 1-2=-1 3 1 413(16, 2-3=-1312/308, 34=i7f19/238, 4-5=1704/240, 5-6=-1712/243, 6-7=-649/84 CHORD 18-19=-253/215,17-18=-33911901, 16-17=-339/1901, 15-16=-247/1704,14-15=-96/694, 13-14=-87/654, 11-12=-1539/196, 8-11=-17/287 WEBS 1-18=-184/1361, 3-18=-727/116, 6-14=-615/122, 5-15=-584/108, 6-15=-221/1478, 11-13=-136/1055, 7-11=-1275/162 NOTES - 1) Unbalanced roof live loads have been Considered for this desfgn. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf, BCDL=6.6psh h=25ft; CaL II; Exp C; Enclosed; MWFRS (envelope) gable and zone and C -C Extarlar(2) zone; end vertical left and righl exposed;C-C for members and forces & MWFRS for reaclions shown; Lumber DOL=1.00 plate 9rlp DCL=1.00 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 Y411 6t between the bollam chord and any other members, 6) A plate raling reduction of 20% has been applied for the green lumber members. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 19 except Qt=1b) 12--112. A WA RrrfArf. - Vcllry drgipii tuw-rof-ra and FE49 NOTE$ ON IWIS AW) rNCLUD60 MI rEK 1?,-FEFFNC4- pAryE 8fit. 7473,w. !016717015 BEFORE USE. 13"" valet lar use amy wiui MITuWv eclorx. Tlrk design i6 13-411$ Holy upwt pmarnolws shaven, and Is ler an rndlwdual huildng eomponsrd, not a alai system. &ermv use, the t uwdinp da•.Ignar meal vordy the opyaiurUiliry of rtenign paramelem and properly klowpwala 011s tlesign Ion the Ovemil ud bding daslgn Bracing Mdawied i6 to prevent buckling Of irrduiduol Ouss vera arhtlar chord mrmiwts only, Add*nd Irxrgiorary no permanent bracing is always rognkod fnr slattmly and la pmwol COUPW vym pasnlWo pnrsmr;d rryury nrxl prnImfly datrwgn- #=ar g-nwnl guldn-ce rognrdi thn In?rriCaliorr, aiwaga, delivery, argwlron and Ixadng 1$I inrbxos and !fuss xysloMs'sec AMSIrMl 0,alify Cyrarf., DS9-" ■� 8CSI 8uHding� Compo ernr Sas-ry lnfonnelian ovailablo Irani Tn= Plale Inslibde, 218 N. Let- Sinal. Stnte 31?. Alexandria, VA 22314. 4� -T EOQ�� yG7 w cc W� C 75435 0 C M UAT11111fr��f�0 February 12,2019 W� NO[ Mi7ek USA, Inc. 400 Sunrise Avenue, Suite 270 RQ50011e. CA 95661 io-o-a 7SI•V-8 17-8-15 131-8 4.8.8 &ll•0 -7-q 1-44 14.9 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.58 Vert(LL) -0.11 16-17 >999 360 MT20 220/195 BC 0.67 Vert(CT) -0.44 16-17 >506 240 WB 0.60 Horz(CT) 0.05 12 n/a n/a Matrix -R Wind(LL) 0.11 16-17 >999 240 Weight: 119 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins, 137[Capt endverticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13 4-5-15 oc bracing: 11-12. FORCES. (lb) - Max; Comp./Max. Ten. - AQ Farces 250 (lb) or less exew when shown, TOP CHORD 1-19-SM34, 1-2=-1 3 1 413(16, 2-3=-1312/308, 34=i7f19/238, 4-5=1704/240, 5-6=-1712/243, 6-7=-649/84 CHORD 18-19=-253/215,17-18=-33911901, 16-17=-339/1901, 15-16=-247/1704,14-15=-96/694, 13-14=-87/654, 11-12=-1539/196, 8-11=-17/287 WEBS 1-18=-184/1361, 3-18=-727/116, 6-14=-615/122, 5-15=-584/108, 6-15=-221/1478, 11-13=-136/1055, 7-11=-1275/162 NOTES - 1) Unbalanced roof live loads have been Considered for this desfgn. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf, BCDL=6.6psh h=25ft; CaL II; Exp C; Enclosed; MWFRS (envelope) gable and zone and C -C Extarlar(2) zone; end vertical left and righl exposed;C-C for members and forces & MWFRS for reaclions shown; Lumber DOL=1.00 plate 9rlp DCL=1.00 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 Y411 6t between the bollam chord and any other members, 6) A plate raling reduction of 20% has been applied for the green lumber members. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 19 except Qt=1b) 12--112. A WA RrrfArf. - Vcllry drgipii tuw-rof-ra and FE49 NOTE$ ON IWIS AW) rNCLUD60 MI rEK 1?,-FEFFNC4- pAryE 8fit. 7473,w. !016717015 BEFORE USE. 13"" valet lar use amy wiui MITuWv eclorx. Tlrk design i6 13-411$ Holy upwt pmarnolws shaven, and Is ler an rndlwdual huildng eomponsrd, not a alai system. &ermv use, the t uwdinp da•.Ignar meal vordy the opyaiurUiliry of rtenign paramelem and properly klowpwala 011s tlesign Ion the Ovemil ud bding daslgn Bracing Mdawied i6 to prevent buckling Of irrduiduol Ouss vera arhtlar chord mrmiwts only, Add*nd Irxrgiorary no permanent bracing is always rognkod fnr slattmly and la pmwol COUPW vym pasnlWo pnrsmr;d rryury nrxl prnImfly datrwgn- #=ar g-nwnl guldn-ce rognrdi thn In?rriCaliorr, aiwaga, delivery, argwlron and Ixadng 1$I inrbxos and !fuss xysloMs'sec AMSIrMl 0,alify Cyrarf., DS9-" ■� 8CSI 8uHding� Compo ernr Sas-ry lnfonnelian ovailablo Irani Tn= Plale Inslibde, 218 N. Let- Sinal. Stnte 31?. Alexandria, VA 22314. 4� -T EOQ�� yG7 w cc W� C 75435 0 C M UAT11111fr��f�0 February 12,2019 W� NO[ Mi7ek USA, Inc. 400 Sunrise Avenue, Suite 270 RQ50011e. CA 95661 ;Jae Truss Truss 7 ;54-660 Ave Juarez C20E GABLE Ave Juarez R57066006 BMC (Indio, CA), Indio, CA -92201. 8.220 s Nov 16 2018 M11 ek Indust tes, Inc Mon Feb 11 16:37:25 2019 Page 1 ID:EhELxVgCT5kCGVhix W OcHNyIdSM-jREFgA?nzKPR2AOwVOJBgFVUVdhILVnuaVmJYOzm9FO I 4-"2 11-0 6$ y6,1 11 -5 -8L 6 -0- F 17-8.15 1B -i.8 214.0 0-0 2 7-0 1-8-7 Scale = 1:36.5 3x10 = 28 - ,5 3x4 5x8 — 4x4 = 4x6 = 6x8 = 3.6 II 6-11-0 17-8-15 LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0,0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.56 BC 0.66 WB 0.81 Matrix -R DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/def] Ud -0.11 20-21 >999 360 -0.44 20-21 >516 240 0.05 15 n/a n/a 0.19 20-21 >999 240 PLATES GRIP MT20 220/195 Weight: 129 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 4-6-15 oc purlins, BOT CHORD 2x6 DF SS `Except* except end verticals. 15-26: 2x4 DF 1800F 1.6E G or 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. 11-15:2x4 DF Std G WEBS 2x4 DF Std G `Except` 26-27,13-28: 2x6 DF SS OTHERS 2x4 DF Std G REACTIONS. (Ib/size) 26=888/0-5-8,15=1116/0-5-8 Max Horz 26=149(LC 29) Max Uplift 26=-363(LC 27), 15=-334(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 1-26=-825/360,1-2=-1314/783,2-3=-1311/491, 3A=-1312/376, 4-5=-1311/557, 5-6=-1834/924,6-7=-1690/603, 7-8=-1666/429, 8-9=-1696/545, 9-10=-638/249, 10-11=-152/252 BOT CHORD 25-26=-346/309, 24-25=-650/613, 23-24=-726/1887, 22-23=-556/1887, 21-22=-394/1887, 20-21=-762/1887, 19-20=-434/1688, 18-19=-485/847, 17-18=-303/697, 16-17=-234/642, 14-15=-1532/541, 11-14=-137/311 WEBS 5-34=-815/800, 29-34=-809/780, 20-29=-850/815, 1-31=-683/1514, 31-32=-696/1528, 24-32=-696/1530, 24-33=-940/513, 5-33=-930/504, 9-17=-626/423, 8-19=-655/370, 19-30=-861/1589, 9-30=-925/1779, 14-16=-448/1038, 10-14=-1252/482, 18-30=-87/285 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. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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 ANSIIrPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 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) except Qt=1b) 26=363,15=334- 11) This truss has been designed for a total drag load of 2180 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along boltam Choild from 0.0-0 to 19.1 8 ror 114.0 pjL WARNING - Verify design p-amefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-747311 1010312015 BEFORE USE. 0osrgn Y&kd rnr use only with MiTek6+ corxMelors- Tads do5lgn n based only upon paremefms fihomi, and tx for an xMWldual building component, not a uuss %stem. Before usn, the building duaiWW mVFlwtily the opplicablW of daolgn parameters and properly inoonaorale this design into the overall buf ag desgn. Bracing indicaled A to prevent buckling of IndWWvlt Inlet web ardlor rhad mambas onry. Add1knaf temporary and pe"flonl braung to alrrayg r4pulrod for stablilty.urd to prux8nl OWIapse with possibe par5enal Injury and properly cWagv Fa gbrgfpl guidenca regarding 9xf fatxlcetlen, *X"e, dcW", mmclian end bracing or true s and truss myatama, ami ANWHI OUNUty Crfferla, DSS -O and BCS! aaridIng Component 3afefy Inform*Urxr nvnilntrlo from Truing plate InstAule, 718 N. Lvtr 5lwel. Sidle 312, Alexandria. VA 22314. QR E IOD G� wP C 75435 EXP. 03y/31/2020 '* OF February 12,2019 Itt Mffek' MTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job Type ioty III 54-660 Ave Juarez (Truss Vdefl L/d TCLL 20.0 857066007 3"60._Ave Juarez G1 JTruss GABLE 1 1 >999 360 TCDL 16.0 Lumber DOL 1.25 BC 0.05 Job Reference opfional)_ _ CMG (Indio, GA), Indio, GA - 9ZZU1, 9 C."U s NOV 1p ZUIti MIIeK industries, inc. mon red I I 1p:.3r:eo zuw rage 1 ID:EhELxVgCT5kCGVhixWOcHNyidSM-Bdod2 W OPkeXlgJ?635gNCT2mA1 B445M 1 p9Vt4gzm9FN 4-9-8 _ 4-9-8 1.50 ! 1.5x4 11 3x4 = 7 6 8 4-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 6 >999 360 TCDL 16.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 5-6 >999 240 BCLL 0,0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -R Wind(LL) -0.00 7 >999 240 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: 2x6 DF SS OTHERS 2x4 DF Std G REACTIONS. All bearings 3-9-8 except Qt=length) 7=0-3-8, 7=0-3-8. (lb) - Max Horz 7=-109(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 7, 7 FORCES. (lb) - Max- Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.8 PLATES GRIP MT20 220/195 Weight: 33 lb FT=20! Structural wood sheathing directly applied or 4-9-8 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 'nbalanced roof live loads have been considered for this design. ind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; .,AWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. Q�pFESS1p,N 4d E0"0 G� C 75435 m *' EXP. 03/31/2020 f# February 12,2019 AWARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 rev. 1010312015 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 verity the applicability of design paramelers and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing Mi TF 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 Iruss systems, see ANSMI1 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 AVaaue, Suite 270 ._. _........ ........ _... ... — _ ...R0eQvIiI8 CA.9ML_ Job :Truss Truss Type Idly Ply 54-660 Ave Juarez t 1.0 0 1 2-1 4 8$ 857066008 154-660 Ave JuarezG2 FLAT 1 1 LOADING (psf) SPACING- 2-0-0 CSL ob Reference lienal SMC (Ihdib.:CA). lrWix GA'- 92201. 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 11113:37:3O 2019 Page 1 I D: EhELxVgCT5kCGVhixWOcHNyIdSM-3028it3vntl k8xlulxvJNJCQoeYnOwldkmT4Dbzm9FJ 1.5x4 II Scale = 1:17.8 NOTES - 1) Unbalanced roof live loads have been considered for this design. 'find: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & „AWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. e�pf ESSId, wP C 75435 fi m EXP. 03/31/2020 ` OF CALIt February 12,2019 ®WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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 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 properly damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Qualify 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 ... _.._...-____. .... — Rexavplu. CA 95661- 3x10 = t 1.0 0 1 2-1 4 8$ M-1 3.0-42 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 4-5 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -P Wind(LL) 0.00 5 >999 240 Weight: 30 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 4-9-8 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. 6-7: 2x6 DF SS REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=-109(LC 10) Max Uplift 4=-61 (LC 9), 5=-71 (LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, WEBS 2-5=-297/166 NOTES - 1) Unbalanced roof live loads have been considered for this design. 'find: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & „AWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. e�pf ESSId, wP C 75435 fi m EXP. 03/31/2020 ` OF CALIt February 12,2019 ®WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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 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 properly damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Qualify 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 ... _.._...-____. .... — Rexavplu. CA 95661- Ave Juarez R57066009 BMC (Indio, CA), Indio, CA - 92201; 8.220 s Nov 16 2018 MiTek Indus a". Inc, Man Feb 1116:3732 2019 Page 1 ID: EhELxVgCT5kCGVhixW OcH NyIdSM-OnAuIZ5AJU HSOESGQMxnSkimFSEFUgnwB4yBIUzm9FH 4-9-8 ... _. _ . .... .. .� 7'. LOADING (psf) I SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2015/TP12014 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: 2x6 DF SS REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=-108(LC 10) Max Uplift 4=-61 (LC 9), 5=-70(LC 8) 300 = Scale = 1:17.8 04.13 3.8-12 .... r CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TC 0.14 Vert(LL) -0.00 4-5 >999 360 MT20 220/195 BC 0.06 Vert(CT) -0.01 4-5 >999 240 WB 0.08 Horz(CT) 0.00 4 n/a n/a Matrix -P Wind(LL) 0.00 5—>999 240 Weight: 31 lb FT=20% BRACING - — — TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, except end verticals. 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. WEBS 2-5=-297/166 NOTES - 1) Unbalanced roof live loads have been considered for this design. `rind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; JVFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & .v1WFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. fFV00 C 75435 m *' EXP. 03/31/2020 '* February 12,2019 I WARNING - Verify design paramefers and READ NOTES ON TNl5 AND INCLUDED MlTEK REFERENCE PAGE M71-0473 rev. 10i031105 BEFORE USE. 1 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not I� 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 and/or chord members only Additional temporary and permanent bracing M � �, 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 Duality Criteria, DSB-89 and BCS] Building Component Walk USA, Inc — Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 400 Sunrise Avenue, Suite 270 – . ROSevllfe. CA9W3_.._ . .. . .. - .__ t1Ml: (inac, LA), mmo, l.A - UZZUI , O.Zzu S IVDv 10 Zu 10 M1 r eK lrluu51l1C5, Inn. Mu11 t-eu 1 r 10_JI cu - rage I ID: EhELxVgCT5kCGVhixWOcHNyidSM-OnAuIZ5AJUHSOESGQMxnSkimCSEFUgnwB4yBIUzm9FH 1-2-124-9-8 1�'E' 3-6-12 7 Scale = 1:17.8 Truss Type 1Dty Ply 54.660 Ave Juarez 'Truss 1-0-0 857066010 Pob 154-66CLAve_Juarez G4 FLAT 1 1 rah Relefehep CoptkyUti] t1Ml: (inac, LA), mmo, l.A - UZZUI , O.Zzu S IVDv 10 Zu 10 M1 r eK lrluu51l1C5, Inn. Mu11 t-eu 1 r 10_JI cu - rage I ID: EhELxVgCT5kCGVhixWOcHNyidSM-OnAuIZ5AJUHSOESGQMxnSkimCSEFUgnwB4yBIUzm9FH 1-2-124-9-8 1�'E' 3-6-12 7 Scale = 1:17.8 REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=-108(LC 10) Max Uplift 4=-60(LC 9), 5=-70(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS2-5=-297/167 NOTES - 1) Unbalanced roof live loads have been considered for this design. 'rind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & .1WFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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 atjoint(s) 4, 5. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 rev. 1010312015 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSilM1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, SuiL- 312, Alexar6dc VA 72314. �Qgpf ESg1�Nq w C 75435 cry rn 13112020 OF February 12,2019 Mew MiTek USA, Inc. 400 Sunrise Aranue. Suite 270 5 1.5x4 11 3x10 = 1-0-0 14-1 4-&B I 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 0.14 Vert(LL) -0.00 4-5 >999 360 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -P Wind(LL) 0.00 5 >999 240 Weight: 31 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 4-9-8 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-M oc bracing. 6-7: 2x6 DF SS REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=-108(LC 10) Max Uplift 4=-60(LC 9), 5=-70(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS2-5=-297/167 NOTES - 1) Unbalanced roof live loads have been considered for this design. 'rind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & .1WFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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 atjoint(s) 4, 5. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 rev. 1010312015 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSilM1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, SuiL- 312, Alexar6dc VA 72314. �Qgpf ESg1�Nq w C 75435 cry rn 13112020 OF February 12,2019 Mew MiTek USA, Inc. 400 Sunrise Aranue. Suite 270 Bivic pnal0, CA;. Inaio, CA- Mzzoi, U.d:20 S NOV 16 2018 MITRk Industries, Inc. Mon Feb 11 16:37:33 2019 Page 1 ID:EhEI.xVgCTSkCGVhixWOcHNyIdSM-VxjHWv5o4oPt7OlTx3S0 xpxllsaUDH030klkgwzm9FG Truss Truss Type i�ty IPfy 134-660 Ave Juarez r 2x4 DF Std G "Except` 1•0.o az-1 6-7: 2x6 DF SS 857066011 60 AV9 Juaret GS FLAT 1 1 Plate Grip DOL 1.25 Vert(LL) TC 0.14 TCDL 18.0 Lumber DOL 1.25 360 lob Reference joptional) Bivic pnal0, CA;. Inaio, CA- Mzzoi, U.d:20 S NOV 16 2018 MITRk Industries, Inc. Mon Feb 11 16:37:33 2019 Page 1 ID:EhEI.xVgCTSkCGVhixWOcHNyIdSM-VxjHWv5o4oPt7OlTx3S0 xpxllsaUDH030klkgwzm9FG LUMBER - 3x10 = 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G BOT CHORD 1 1 -4 WEBS 2x4 DF Std G "Except` 1•0.o az-1 6-7: 2x6 DF SS LOADING (psf) SPACING- 2-0-0 (loc) CSI. TCLL 20.0 Plate Grip DOL 1.25 Vert(LL) TC 0.14 TCDL 18.0 Lumber DOL 1.25 360 BC 0.06 BCLL 0.0 Rep Stress Incr NO 4-5 WB 0.09 BCDL 10.0 Code IBC2015rrP12014 Horz(CT) Matnx-P 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: 2x6 DF SS REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=107(LC 9) Max Uplift 4=-60(LC 9), 5=-70(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-296/168 Scale = 1:17 8 BRACING - TOP CHORD Structural wood sheathing directy applied or 4-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 'ind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & .dWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. T e�-TES$f�N EQp�s �2 C 75435 c M *� EXP.0313112020'* February 12,2019 ® WARNING - Verity desIg,, paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -747J 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 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 MI 1;H �. k' 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 AN3bTPll Quality Criteria, OSB -89 and BCSf Building Component MTek USA, Inc Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 . _ . _ .......... .......... .Roseldl CA 95QIL- DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 4-5 >999 360 MT20 220/195 Vert(CT) -0.01 4-5 >999 240 Horz(CT) 0.00 4 n/a nla Wind(LL) 0.00 5 >999 240 Weight: 31 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directy applied or 4-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 'ind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & .dWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. T e�-TES$f�N EQp�s �2 C 75435 c M *� EXP.0313112020'* February 12,2019 ® WARNING - Verity desIg,, paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -747J 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 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 MI 1;H �. k' 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 AN3bTPll Quality Criteria, OSB -89 and BCSf Building Component MTek USA, Inc Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 . _ . _ .......... .......... .Roseldl CA 95QIL- Db Truss Truss Type City Ipjy[4-660 Ave Juarez R57066012 4-660 Ave Juarez 1 G6 FLAT 1 1 ob Reference (optional) BMC (IndioXA),. Indio, CA - 92201, 8,220 S Nov 16 2018 MTA Industries, Inc. Mon Feb 11 16:37:34 2019 Page 1 I D: EhELxVgCT5kCGVhixWOcHNyidSM-yAH rjF60r5X9dYcfXn_FX9N6aGwjykGCeORIMNzm9FF 4-9-8 LOADING (psf) 2-0-0 TCLL 20.0 in TCDL 18.0 Ud BCLL 0-0 ' TC 0.15 BCDL 10.0 4-5 LUMBER- 360 7 5 1,5x4 II 3x10 = I 1�0 1 •1 1-0-0 0-2-13.6-12 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 4-5 >999 360 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-5 >999 240 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 4 n/a n/a Code IBC2015/TP12014 Matdx-P Wind(LL) 0.00 5 >999 240 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: 2x6 DF SS REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=-107(LC 8) Max Uplift 4=-60(LC 9), 5=-70(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-296/168 Scale =l:1 7.8 PLATES GRIP MT20 220/195 Weight: 31 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. /ind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & ,wiWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. ��oF1_ssra� U.JLU C 75435 EXP. 03/31/2020 February 12,2019 AWARNING. Verify design pammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 416I1-7473 rev- 10103/7015 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 rr. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITeIf 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 buss systems, see ANS11TPI1 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 .. _ .. ... _ .. ...... ------ .. .-.. — - .. .. ._ —EON". b Truss Truss Type tOty Illy Ave Juarez A-0-8 34.12 857066013 [14-660—Ave—JuarezG7 FLAT 1 1 �146'60 in (loc) I/deft L/d efere lcg to hunal BMC (Indio, CA), Indio, CA - 92201, 8.220 s Nov 16 2018 MiT& 10usti'llm Inc. Mw Fab 11 16:37:35 2019 Page 1 ID:EhELxVgCT5kCGVhixW OcH NyidSM-OMr1 xb72cPfOFiBr5UVU4MvHHfGyhB W Mt2Brupzm9FE 4 -t1 -t3 4-9-8 T---� 3x10 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 6-7: 2x6 DF SS REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=-107(LC 8) Max Uplift 4=-60(LC 9), 5=-69(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-295/169 PLATES GRIP MT20 220/195 Weight: 31 Ib Scale = 1:17.8 FT=20% Structural wood sheathing directly applied or 4-9-8 oc purlins, except end verticals. Rigid ceiling directly applied or 6-M oc bracing, NOTES - 1) Unbalanced roof live loads have been considered for this design. 'rind: ASCE 7-10; Vult=11Omph (37second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & ,YIWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. -TESS1pN TEDp0 r�L C 75435 `�� m EXP. 03/31/2020 February 12,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473rev. IDY0312015 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 Mirk• 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 ANSIITP11 Quality Criteria, DSB-09 and BCS/ Building Component MiTek USA, Inc Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 400 Sunrise Avenue, Suite 270 ...... ...—_— _ ._. Ko"YNle, CA 9'1561 r -T 1 -0-0f,!, l 1.6-0 0-2-1 A-0-8 34.12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 4-5 >999 360 TCDL 18.0 Lumber DOL 1,25 BC 0.06 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 4 n/a n/a BCDL 10,0 Code IBC2015/TP12014 Matrix -P Wind(LL) 0.00 5 >999 240 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 6-7: 2x6 DF SS REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=-107(LC 8) Max Uplift 4=-60(LC 9), 5=-69(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-295/169 PLATES GRIP MT20 220/195 Weight: 31 Ib Scale = 1:17.8 FT=20% Structural wood sheathing directly applied or 4-9-8 oc purlins, except end verticals. Rigid ceiling directly applied or 6-M oc bracing, NOTES - 1) Unbalanced roof live loads have been considered for this design. 'rind: ASCE 7-10; Vult=11Omph (37second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & ,YIWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. -TESS1pN TEDp0 r�L C 75435 `�� m EXP. 03/31/2020 February 12,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473rev. IDY0312015 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 Mirk• 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 ANSIITP11 Quality Criteria, DSB-09 and BCS/ Building Component MiTek USA, Inc Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 400 Sunrise Avenue, Suite 270 ...... ...—_— _ ._. Ko"YNle, CA 9'1561 54-660 Ave_Juarez BMC (fndro, CA), Ave Juarez R57066014 &22p s Nov 16 2018 MiTek IAduslries, Inc. Mors Feb 11 16:37:36 2018 Page 1 ID:EhELxVgCT5kCGVhixWOcH NyidSM-uYPP8x6gNjntssm 1 fCOjcaSSz3bBQeIV6iwPRFzm9FD f axa 3x10 = Scale = 1 AT8 1-0.8 0'2-12 38-42 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0 16 Vert(LL) -0.00 4-5 >999 360 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 4 n/a We BCDL 10.0 Code IBC2015rrP12014 Matrix -P Wind(LL) 0.00 5 >999 240 Weight: 32 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 4-9-8 oc purlins, BOT CHORD 2x4 DF 18001' 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. 6-7: 2x6 DF SS REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=-106(LC 8) Max Uplift 4=-59(LC 9), 5=-69(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-295/170 NOTES - 1) Unbalanced roof live loads have been considered for this design. 'ind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cal. Il; Exp C; Enclosed; MFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & .viWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. QRnFES510�� uca C 75435 M t *�� —0313102D—nA i February 12,2019 ® WARNING • Verify design paramefars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. O"n varrd for use only with MITekO connectors Thio design Is basod only upon pvamalors shown, "d IS for an kW* Aual inrtl1 N oomponW, not a puss syslum eafav van, the lhedding dos/prwr mull verily the applicabdily of design pLwumolam and pmparly imwpdrsla Ih(i design Info !ha overed buWing dos" Bracing Indreslod is to provonl buckling of Individual Was web dndrnr Owd membors only. AddaiorW lompdrary and pomranonl brarmn Is always roqulred fur %UgNkty and to prevent colrapsb wash Pnsslhle pelgprwl Inlury and Properyd0mago Fw goneral guidanx lagaming !ha MiTek' l0bn[ llun. 510ra20- delivery, v clmn and bradng of IruSsaa and Inns syslome, seo ANSYTH? 004111y Crlfarla, DSB.>!y rand SCSf BuNdinp Component MiTek USA, Inc. Safety Informarlan uvalloblo (ram Tnxts Flats Imstilnlc, 218 N. I.uyl Sl,"4 Sullu 312, Alerandrla, VA 22314. 400 Sunrise Avenue, Suite 270 7 Type rtty Ply 154-660 Ave Juarez s II R57056015 h 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 11 16:37:37 2019 Page 1 I D:EhELxVgCT5kCGVhix WOcHNyIdSM-MIznLH6lBOvkUOLECvXy9n?dgTxQ95?fLMgyzhzm9FC 4-9-8 4-9.8 300 LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E G or 2x4 OF No. 1&Btr G TOP CHORD BOT CHORD 2x4 OF 180OF 1.6E G or 2x4 OF No.1 &Btr G WEBS 2x4 DF Std G 'Except' BOT CHORD 6-7: 2x6 OF SS REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=-106(LC 10) Max Uplift 4=-59(LC 9), 5=-69(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-294/170 Scale = 1:17.8 PLATES GRIP MT20 220/195 Weight: 32 Ib FT = 20% Structural wood sheathing directly applied or 4-9-8 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 'rind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; JVFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & AWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. QRpFE55l0�� w C 75435 EXP. 03/31/2020 February 12,2019 ® WARNING - Verify design paramefars and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mfi,7473 rev. 1 010 3/2 0 1 5 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 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 1-0-0 1$ 1�0-p 8•r2--1 4-9-8 3-6-12 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 4-5 >999 360 TCDL 18.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0,00 4 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matdx-P Wind(LL) 0.00 5 >999 240 LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E G or 2x4 OF No. 1&Btr G TOP CHORD BOT CHORD 2x4 OF 180OF 1.6E G or 2x4 OF No.1 &Btr G WEBS 2x4 DF Std G 'Except' BOT CHORD 6-7: 2x6 OF SS REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=-106(LC 10) Max Uplift 4=-59(LC 9), 5=-69(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-294/170 Scale = 1:17.8 PLATES GRIP MT20 220/195 Weight: 32 Ib FT = 20% Structural wood sheathing directly applied or 4-9-8 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 'rind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; JVFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & AWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. QRpFE55l0�� w C 75435 EXP. 03/31/2020 February 12,2019 ® WARNING - Verify design paramefars and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mfi,7473 rev. 1 010 3/2 0 1 5 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 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 Job 'Tru ssTruss Type Qty Ply 154-660 Ave Juarez �G10 4 9 8 t-0�6 R57066016 15460 Av ;Juarez FLAT 1 1 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP Job Reference (optional) BMC (Indio, CA), Indio, CA - 92201, 6.220 s Nov 16 2019 MfTek Industries, iric. Mon Feb 11 36'.37:27 2019 Page 1 I D: EhELxVgCT5kCGVhix WOcHNyIdSM-fpM?Fs 11 Vyf9HTaJdpMcigav7RX4pZWA1 pFQcHzm9FM 4.8-8 1 4.9.8 1.5x4 11 Scale = 1:17.8 NOTES - 1) Unbalanced roof live loads have been considered for this design. 'rind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cal. Il; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & ,IWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. �ROFE55►p� w C75435 c T * EXP. 03f31/2020 February 12,2019 A WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MIT£K REFERENCE PAGE 11,1I/-7473 rev. 10103/1015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon paramelers 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 MTek 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, Suite 270 _ .............................. .F.iyRB.vNe..CA.911651—_ 3x10 = 1-0-0112 4 9 8 t-0�6 2.12 3-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 4-5 >999 360 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -P Wind(LL) 0.00 5 >999 240 Weight: 32Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E G or 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 OF 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. 6-7: 2x6 OF SS REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=-105(LC 10) Max Uplift 4=-59(LC 9), 5=-69(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-294/171 NOTES - 1) Unbalanced roof live loads have been considered for this design. 'rind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cal. Il; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & ,IWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. �ROFE55►p� w C75435 c T * EXP. 03f31/2020 February 12,2019 A WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MIT£K REFERENCE PAGE 11,1I/-7473 rev. 10103/1015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon paramelers 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 MTek 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, Suite 270 _ .............................. .F.iyRB.vNe..CA.911651—_ Job Truss Truss Type Oty IPly '.54-660 Ave Juarez 4.9.8 _ 3-6-12 R57066017 154-660 Ave Juarez ~ G11 FLAT 1 1 TC 0.17 Vert(LL) -0.00 4-5 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 ,Job Reference (optional) BMC (Indio, CA), Indio, CA - 92201, 7 8.220 s Nov 16 2018 MITek lnduslries, Inc, Man Feb 11 16:37:28 2019 Page 1 ID:EhELxVgCT5kCGVhixWOcHNyidSM-7OwOSC1fGFnOvd9VBWtrlu74grtJYOmKGT 8jzm9FL 4-9-8 Scale = 1:17.8 NOTES - 1) Unbalanced roof live loads have been considered for this design. 'ind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & AWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. i3FESSl0,�� LIP P C�' w C 75435, �'4;W020 February 12,2019 A WARNING - Verlfy design parameters 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■ �j _ building design. Bracing indicated is to prevent buckling of individual Iruss web and/or chord members only- Additional temporary and permanent bracing M�Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 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 Raowhlle. CA 855611 3x10 --1A-0 1-0-0 i 2.12 0.2-1i 4.9.8 _ 3-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 4-5 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -P Wind(LL) 0.00 5 >999 240 Weight: 32 lb FT=20q 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 4-9-8 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. 6-7: 2x6 DF SS REACTIONS. (Ib/size) 4=156/Mechanical, 5=268/0-5-8 Max Horz 5=105(LC 11) Max Uplift 4=-58(LC 9), 5=-68(LC 8) FORCES. (lb) -Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown. WEBS 2-5=-293/171 NOTES - 1) Unbalanced roof live loads have been considered for this design. 'ind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; NFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & AWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 4, 5. i3FESSl0,�� LIP P C�' w C 75435, �'4;W020 February 12,2019 A WARNING - Verlfy design parameters 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■ �j _ building design. Bracing indicated is to prevent buckling of individual Iruss web and/or chord members only- Additional temporary and permanent bracing M�Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 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 Raowhlle. CA 855611 Job 'Truss Truss Type Oty IPly!i4-660 Ave Juarez (roc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 7 >999 360 MT20 2201195 857066018 54-660 Av Juarez G12 GABLE '1 1 5 n/a n/a r Wind(LL) 0.00 7 >999 240 Weight: 36 lb FT=20% LUMBER- Reference (aptionall) bMl; (In010, L;A), Indic, l;A-9LLUl, C. zzu S PMDV 16 Idu 15 TAI f i rK ino u Bines, mc. Mon reo '1 1 vma f:z2l zu'1tf t..age I D: EhELxVgCT5kCGVhixW OcHNy,dSM-bCUmgY2HOZvtXnjhkDO4g5g FkFDDHRI TV6kXh9zm9FK 4-9-8 4-t3$ Scale = 1:17.8 3x10 = 1,5x4 II 1.5x4 II 7 6 5 1-0-0 4-9-8 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 7 >999 360 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -R Wind(LL) 0.00 7 >999 240 Weight: 36 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E G or 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, BOT CHORD 2x4 OF 180OF 1.6E G or 2x4 OF No.1&Btr G except end verticals. WEBS 2x4 OF Std G `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-9: 2x6 OF SS OTHERS 2x4 OF Std G REACTIONS. All bearings 3-9-8. (lb) - Max Horz 7=-104(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 7, 6 Max Grav All reactions 250 Ib or less at joint(s) 5, 7, 7, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 'gbalanced roof live loads have been considered for this design. ind: ASCE 7-10; VuIt=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; .AWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 7, 6. �QR❑FEssrJE D p�� P C 75435 EXP. 03/31/2020 f February 12,2019 ® WA RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 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 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 ANShTPl1 Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc Safety Information available from Truss Plate Inslilule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314- 400 Sunrise Avenue, Suite 270 ...._.--------- ._...—.. _ ... .—__ - .... .. . - : 80sflfnlle,.CA'95661 Job Hiss rus¢ ype tY f�-. Sn•aso avv Juai� SGBBfi_Av�Juaroz P7 JocR-flpen 5 1 R57066019 „. - , Job Reference (optional) . awiC,iww cA -91!209 8.220 s Feb 1p 7A79 M17e4 lnAusirias, frx1. Tue Feb 12 115:57322019 Pagel ID:EhELx VgCT5kCGV h i x WOcHNyld SM -V HznQaO4ba W 7gYkv V6uU0jWDgkOoi61 b735FO$p_H t 1-11-11 -11-11 { Scale = 1:23.5 B 5x6 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 7 6 4X6 11 2x4 II 1-9-1ax4 — 1-1;1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 20.0Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 TCDL 18.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix -R LUMBER - TOP CHORD 2x6 DF SS BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 OF No.1 &Btr G `Except" 4-5: 2x6 OF SS WEBS 2x6 OF SS "Except' 1-6: 2x4 OF Std G REACTIONS. (Ib/size) 3=0/Mechanical, 5=167/0-3-8 Max Horz 3=-125(LC 10), 5=-65(LC 16) Max Uplift 5=-15(LC 9) Max Grav 5=167(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown, PLATES GRIP MT20 220/195 Weight: 22 Ib FT = 20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-8, 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- " ' Inbalanced roof live loads have been considered for this design. 'nd: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; Enclosed; ✓VFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 5. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard a�Ro��ssr�Nq R��`G4p 1E000��c2 G� w� C 75435 'Po n * X ..� /* r,t February 12,2019 12,2019 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 propedy incorpurale 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 erly MiTek' Q11� is always required for stability and to prevent collapse with possible personal injury and propdamage. For general guidance regarding the 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, Alexandra, VA 22314. 1 400 Sunrise Avenue, Suite 270 ..... _._ ; P2 owlo. CA 05601 ....... ,Job Truss Truss Type Qty Ply -660 Ave Juarez ti € BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) -0.00 6 n/a n/a R57066020 54-660_Av L.Juarez P2 JACK -OPEN 1 1 E 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 b Reference (optional) ow tu.uru, r ). muni, um - yzzu I. 12 3x6 = G.LN 870" lb zvi n MI I eK Industries, Inc. Mon Feb 77 111:3/:JB ZULU Page 1 ID:EhELxVgCT5kCGV hixW OcHNyidSM-qxXAZd9xvK1 b69vQmc2Bh?XpitG2uVMoZOPW6zm9FB anal 3-11-11 11 3x6 = 10 9 B 7 3x4 6 1.5x4II 1-11-12 Scale = 1:25 6 TSO. f 3.1 t.11__ 7d-0 SZ 1.11.11•-1 0.70 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.07 Vert(LL) 0.00 9 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 6-7 >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/TP12014 Matrix -R Weight: 36 lb 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 3-11-11 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. 11-12:2x6 DF SS REACTIONS. (Ib/size) 9=80/0-5-8, 8=249/0-5-8, 6=18/Mechanical Max Horz 9=-145(LC 10) Max Uplift 9=-327(LC 10), 8=-41O(LC 9) Max Grav 9=368(LC 9), 8=432(LC 19), 6=36(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-9=-492/602 WEBS 2-8=-5351533 -ES- Ibalanced roof live loads have been considered for this design. _ .Jind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) except Qt=1b) 9=327. 810. Ess/p�� Qti 'TE 1)0 C 75435 EXP. 03/31/2020 * OF CAO February 12,2019 ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10103/205 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 _ Mi%k 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 ANSIITPH Quality Criteria, DSB-69 and BCS! Building Component MiTek USA, Inc Safety informatfon available From Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314, 400 Sunrise Avenue, Suile 270 ... _.......... . ............. FdmAvilln. GA 05fi61. Job 54-660—Ave—Juarez HMG (Indio, CA), CA - 92201, 12 3x6 = Ply 154-660 Ave Juarez R57066021 8.220 s Nov 16 2018 MITek Indusirie% Inc. Mon Feb 11 16:37:39 2019 Page 1 ID: EhELxVgCT5kCGVhixW OcH NyIdSM-J75YmyAZge9SjJUcKKZQEC4zwHc5dx8yog931 azm9FA S1 i-11 5-11-11 11 10 9 8 7 3x6 = 1.5x4 11 3x4 = B 3x4 = 1-1142 180 4.x.1 5.11.11 1�8.6 -1g 5.11.16 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0-17 Vert(LL) -0.01 6-7 >999 360 TCDL 18.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) -0.01 6 We We BCDL 10,0 Code IBC2015/TP12014 Matrix -R Wind(LL) -0.00 2 >999 240 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 11-12:2x6 DF SS REACTIONS. (Ib/size) 9=-433/0-5-8, 8=934/0-5-8, 6=38/Mechanical Max Horz 9=-146(LC 10) Max Uplift 9=-525(LC 19), 8=-585(LC 9) Max Grav 9=514(LC 9), 8=934(LC 1), 6=76(LC 3) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-9=-738/544, 3-8=-358/225 WEBS 2-8=-541/718 Scale = 1:28.8 PLATES GRIP MT20 220/195 Weight: 43 Ib FT = 20 Structural wood sheathing directly applied or 5-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. -ES- lbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VuIt=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) except Qt=1b) 9=525,8=585. ��'jQRpfEooGp �.D TEOpQ�Nfi�� LU C75435 c rn t* EXP. 03/31/2020 February 12,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1 010 312 01 5 BEFORE USE. Design valid for use only with MiTekI) 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 HN pT 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 ANS11TIoli Qualify Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 K Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 .... .. . _ R07Rvtft. C&90$0 - Type IQty II'ly 1.54-660 Ave Juarez 857066022 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Feb 11 16:37:40 2019 Page 1 ID:EhELxVgCT5kCGVhixW OcHNy1dSM-nJew_IBBRxIJLT3pu14fnQd6lgwXMSB51 KucaOzm9F9 3-9-0 7-5-15 Scale = 1:28.6 10 9 8 76 3x6 =3x4 = 1,5x4 I 5 1,5x4 11 1.5x4 = 1 4-S.'7;5-15 r 1 1-FM5 0.2.2 2-8-13 3-0-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.04 5-6 >999 360 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.12 5-6 >534 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -R Wind(LL) 0.00 7 >999 240 Weight: 52 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 OF 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. 10-11: 2x6 DF SS REACTIONS. (Ib/size) 5=206/Mechanical, 8=-77/0-5-8, 7=555/0-5-8 Max Horz 8=-170(LC 8) Max Uplift 5=-45(LC 9), 8=-164(LC 19), 7=-247(LC 9) Max Grav 5=206(LC 1), 8=231 (LC 9), 7=555(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-8=-322/255, 3-7=-561/275, 7-8=-231/311 WEBS 2-7=-364/240 'ES - balanced roof live loads have been considered for this design. ✓ind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 5 except (jt=1b) 8=164,7=247. `QRpf E551�� TEDpD ��ti �" Sfi G1 C 75435 c m EXP. 03/31/2020 February 12,2019 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev, 10iO3l2015 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon paramelem 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 property incorporate this design into the overallbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing FK 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 ANS11TP11 Qualify Criteria, DSO -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 ._..... ,_... .... ____ _ r RCsgvfllC. CA.9A6 f Job Truss Truss Type Ply Juarez857066023 54-660Ave Juarez PS JACK -OPEN [ty 1 7Ave ference 1Yonal BMC (Irtim, CA}, Irvft. CA - 92201, 8.220 s Nov 16 2018 MiTek Induglries, Inc. Mon Feb 111&37:41 2019 Page 1 ID:Eh ELxV gCT5kCGVhixWOcHNyidSM-F W CI BeCpCFQAzde?RlcuJd9GT4lm5rxEF_eA6Tzm9F8 3-6-0 3-" Scale = 1:25,7 iE 3x6 = ftt9 offsals xt,Y . "-D 0.3.01 10 3x6 9 1.5x4 II 6 53x6 5x6 .M 3-6-0 LOADING (psi? SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -R 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: 2x6 DF SS REACTIONS. (Ib/size) 5=-83/2-0-0,6=137/2-0-0, 7=245/2-0-0 Max Horz 6=-170(LC 8) Max Uplift 5=-348(LC 11), 6=-317(LC 8), 7=-40(LC 8) Max Grav 5=330(LC 8), 6=364(LC 11), 7=245(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-613/472 WEBS 4-6=-485/680 PLATES GRIP MT20 220/195 Weight: 37 Ib FT = 20 Structural wood sheathing directly applied or 3-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. ES- Jnbalanced 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; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS For reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 5=348,6=317. 9) Non Standard bearing condition. Review required. e OESS10� TE(7p� <<c� C 75435 c m EXP. February 12,2019 ,&WARNING - 11e641 dPsfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0-7473 rev. 1010312015 BEFORE USE. Oesfgn wdld for use only wllh MlTeldll a mnactors This dci iSn is baS0d only upon parantoWs shown, and Is lot ap individual buliddng canponenl, not [ a lm%v ayslem. Before ume, eta buildktg danliFw rmnsl verily the V Mrability of doolgo ptmtmotom and propady Incmpwafo INIs design Into the ov"Mil bemding daslgn. Bracing irldicmled is 1a wVmml buaraftg or individual truss wab andhx Vnrd membars only Addllionad lomporury and pot flnrl brsdnp MiTek. is always required for stability and to prevent collapse with possible personal injury and ptoparty damage. For g,anvrnl egrrkW14m roggrdkig lho tanimflon, staruga, dalivary, erbcaM and bracing of trusses and Wss.systems, w ANSWMI Outthry Cd(Ma, 058.89 and BCWSO)dfng Component MiTek USA, Inc SnTvty InloevaiYon available from Truss Plate Institute, 218 N. Lae Street, Suite 312, Alexandria, VA 22314, 400 Sunrise Avenue, Suite 270 rnlss I n= type Juity Irpy, pa- tw Ave Juarez I R57066024 Juara>< PS aeR'DPea .7 4 I _ Dh Reference (optional} G -$2209 8.i20 s Fnb 10 2019 MiTek Industries, Inc. Tue Feb 12 55'58:29 2019 Page 1 10:EhEUVQCT5kCGVhixWOCHNyidSM-KFvKN34rA5WJbsLaOrpkNyLi78fXC8iNNcIb 6iO t•14.71 1.11-tf Scale = 1:23.5 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ REACTIONS SPECIFIED BELOW. 8: 4x6 = 7 6 4X6 1 1_11.11 2x4_11--- 14-- t 9 1.11 uva G0�2 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0-06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -R Weight: 22 Ib FT=20h LUMBER- BRACING - TOP CHORD 2x6 DF SS TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E G or 2x4 DF No.1 &Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5: 2x6 DF SS WEBS 2x6 DF SS *Except* 1-6: 2x4 DF Std G REACTIONS. (Ib/size) 3=21 /Mechanical, 5=144/0-5-5 Max Hoa 3=-118(LC 10), 5=-57(LC 16) Max Uplift 3=-17(LC 9), 5=-3(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Unbalanced roof live loads have been considered for this design. 't Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; WFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & .WFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 aj 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) 3, 5. 9) Non Standard bearing condition. Review required. LOAD CASE(S) Standard 0 F� W LU C 75435 I rl' OF February 12,2019 ,&WARNING • Verify desigrr paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO -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 indicaled is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' I s 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 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 ........ PWr"le,.CA1NKt-.-. 1Job --- 154-660_Ave_Juarez BMC (Indio, CAT, Truss P7 Type 12 3x6 Ave Juarez R57066025 8.220 s Nov 16 2018 MiTek InduslrieB; Inc- Mon Feb 11 16:3743 2019 Page 1 ID:EhELxV gCT5kCGVhixWOcHNyidSM-BuK3cKD3jsguCxoOZAeMO2FfyuzHZmmXjl7GAI.zm9F6 F 3.11 it 3.11.11 Scale = 1:25.6 11 3x6 = 10 9 8 7 3x4 = $' 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 9 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -R Weight: 36 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 3-11-11 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. 11-12:2x6 DF SS REACTIONS. (Ib/size) 9=80/0-5-8, 8=249/0-5-8, 6=18/Mechanical Max Horz 9=-144(LC 10) Max Uplift 9=-313(LC 10), 8=-396(LC 9) Max Grav 9=354(LC 9), 8=463(LC 19), 6=36(LC 3) FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. BOT CHORD 2-9=-074/601 WEBS 2-8=-530/512 'ES- Ibalanced roof live loads have been considered for this design. Jind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) except Qt=1b) 9=313, 8=396. IpRpf E55fp�� T EOOO n�+ o C 75435 * EXP. 03/31/2020 I # February 12,2019 ,& WARNING - Verffy design Parametersand READ NOTES ON THUS AND INCLUDED MITEK REFERENCE PAGE MI1-747 3 rev. 10ION2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon paramelers 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 and/or chord members only. Addilional temporary and permanent bracing p�'T�j/' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MOW 1 n fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN311TPI1 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 Avolwc, Suite 270 ... ... .. —Rowvft. CA 95681. P8 rype 12 3x6 = 5460 Ave Juarez 1 1 1 R57066026 8.220 s Nov 16 2018 MiTek Induslrles, Inc. Mon Feb 11 18'37:44 2019 Page 1 ID: EhELxVgCT5kCG V hixW OcHNyidSM-f5uRpgEhUAolg4Na7t9bxGnphllwlC4hyysgjnzm9F5 tr.1� 11 10 9 a 7 3x6 = 1-5x4 11 6 3x4 = 3x4 = 1-11-12 1$0".12 t 341.18 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.01 6-7 >999 360 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -R Wind(LL) -0.00 2 >999 240 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 11-12: 2x6 DF SS REACTIONS. (Ib/size) 9=-488/0-5-8, 8=1001/0-5-8, 6=38/Mechanical Max Horz 9=-145(LC 10) Max Uplift 9=-631(LC 19), 8=-596(LC 9) Max Grav 9=520(LC 9), 8=1039(LC 19), 6=76(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 3-8=-354/225, 2-9=-777/650 WEBS 2-8=-646/755 Scale = 1:28.8 PLATES GRIP MT20 220/195 Weight: 44 Ib FT = 20 Structural wood sheathing directly applied or 5-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 6-M oc bracing. 'ES- ibalanced roof live loads have been considered for this design. vVind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) except (jt=1b) 9=631,8=596. C 75435 m - x1 * EXP. 0313112D20 * 1 February 12,2019 WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•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 truss system, Before use, the building designer must verify the applicability of design parameters and propedy 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 always bracing is 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 Losses and truss systems, see ANSIITP11 Dualfty Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc, Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandra, VA 22314. 400 Sunrise Avenue, Suite 270 ................. .... _ . .... _--.....-......- .... ..t'9469vI1I%.CA85B81 ,Job 'Truss �Ttuss Type tDty Ply 54-660 Ave Juarez in (loc) I/deft Ud R57066027 15460 Ave_Juarez P9 Roof Special Girder t 1 -0.01 6-7 >999 360 TCDL 18.0 ,Job Reference (optional) otvn, hnulo, art), Inulo, UA - azzU I. 13 3x6 = 5-2-14 mdZU S rYOV 1b L0111 MtI eX industries, Inc. Mon Feb 11 10:3/:45 2U 19 rage 1 ID:EhELxVgCT5kCGVhixWOcHNyidSM-7HSp10FKFUwbREymgbggUTKtghfZ1 iggAccNFEzm9F4 5-2-14 10 9 123x6 = 11 B 7 14 15 6 1.5x4 II 4x6 = 2x4 11 Special 46 = 3x4 = Special Special Special 10-5-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.01 6-7 >999 360 TCDL 18.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -R Wind(LL) 0.00 7 >999 240 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 `Except' 6-8: 2x6 DF SS BOT CHORD WEBS 2x4 DF Std G *Except* 12-13: 2x6 DF SS REACTIONS. (Ib/size) 6=356/Mechanical, 10=202/0-7-12, 9=432/0-7-12 Max Horz 10=-157(LC 10) Max Uplift 6=-41 (LC 9), 10=-109(LC 31), 9=-132(LC 9) Max Grav 6=356(LC 1), 10=253(LC 20), 9=432(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 2-10=-225/268, 8-9=-81/346, 9-10=-192/266 WEBS 4-8=-444/144 m N 1 PLATES GRIP MT20 2201195 Scale = 1:26.0 Weight: 74 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. :S- ,nbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat, II; Exp C; Enclosed; MWFRS (envelope) interior zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 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) 6 except Qt=lb) 10=109,9=132. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 Ib down at 5-7-7, 1 Ib down at 5-7-7, and 21 Ib down at 8-5-6, and 21 Ib down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-76, 11-12=-20, 9-10=-20, 6-8=-20 Concentrated Loads (Ib) Vert: 15=-19(F=-10, B=-10) �R /rSSli I EOpEOD T w�ILL!C 75435c rn EXP. 03/31/2020 February 12,2019 WARNING - Verily design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN -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 indicaled 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 ANSUTP11 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 .. — . se099. CA 9560-- Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0.116r' 1` For 4 x 2 orientation, locate plates 0- "ig' 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/TPI1: 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. Numbering System 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 0 Of O 2 U a O 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 NUMBERS/LETTERS. 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 w MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/201 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -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 ANSI1TPI 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 ..PACE TIMBER PRODIICTS INSPECTION LETTER ... • .... • • ...... • • ................1 TPI (GTI) STAMP — SEE PACE 1 .....,......•.•• ..................2 EXPLANATION OF ENGINEERED DRAWING ................................. A DETAIL FOR COMMON AND END JACKS — 20 PSF SUPPORT OF B,C. (PRESSIIRE BLOCK) STANDARD OPEN END BEARING BLOCK DETAIL 3 'A" BEARING ........... • • .....................4 LUCK ..................................5 ••0 BEARING BLOCK DETAIL 5 'A" BEARING ....,.•...........................7 UPLIFT TOE -NAIL DETAIL ........8 LATERAL TOE -NAIL DETAIL ...........•.....................•9 WEB BRACING RECOMMENDATIONS T -BRACE AND UBRACE .......... • • • ....................10 ........... • I I VALLEY TRUSS DETAIL — VTT TRIISS TIE •..• ................•......•.....12 VALLEY TRIISS DETAIL .................................13 PIIRLIN CABLE DETAIL .................................14 PIIRLIN GABLE DETAIL CONT'D. ................................. 15 PIIRLIN CABLE DETAIL -- MIILTIPLE PC's .................................16 STANDARD GABLE END DETAIL .................................17 STANDARD GABLE END DETAIL CONT'D, .................................18 STANDARD REPAIR DETAIL — 25% .....................................19 SCAB APPLIED OVERHANGS .................................20 PLEASE CONTUT BMC MR MORE IffrORMATIOR OR QUESTIONS REGARDING THESE SHEETS PACE: 0 OF 20 T IM19ER ObLICTS INtC T 1bP3 Sc¢tember-q1, 22012 To Whom It May Concern: This is to verify that BMG of Indio, CA is a Subscriber in fhe-Timber Products inspection (TP) and Geni?ral Testing al}d Inspection (GTI) Truss Que0iiy-AudiQ0g Program. The -TP grid GTi Truss quality Audifing Programs- are recognized by the International Accreditation Service (JAS) with the assigned number of AA -664 - TP arid the GTI duality assurance niafks have Ere'en fe-' . gnized in thy: West by the truss . industry and code jurisdictions since 1069. TP currenfly audits trus-s manufactlAng facilities nationwide - TP is coliductilig unannoUhced, third party audits at BMC of.Indio, CA. This facility is currently in good standing in-theTP Truss qualify Auditing Program. DMC's personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of tha ANSI/TPI Standards. All sfariiping.takes place at the truss manufacturing facility, under supervision of qualified plarit personnel. If you have questions rega�Oinq the status- of any plant in the TPIGTI Program, please contact mean my cell 268.818.7869. Si6oa,,ely, TIM13ER PRODUCTS INSPFC tlOf� r Brian .Hensley Truss Managef—VlWestern Division rf Xd. File los SE 124th Avenue P.O. Box 919 i641 Mgman. Road Vanoouve , Washingron 96684 Conyers, Georgla 30012 360!449-3840 FAX: 360/449-3953 ¢cu4rw 770/922-fl000 . FAX: 770/922-1290 Job Tnaa Truss Type sae@ Ply1234 10 11 6 26 �wnfnl :iio6 ilii X341 tau 27 28 51 6 WB 0.05 pdebbd SHOP? CATHDRAL1,"Y4 14 12 13 7�7d1Q,,ea s �1] erre, lnenr wa IeL .1br.ldr m w00.'A gdl4 r,w 1 8a �*► +-0a foo, tz-0-0 ,IM -0 25-0-i+ I 3,-,-n i aEea �+ca-c 8b�� 4°0 too T-00 NO 64-14 Bo-,+ e,oa zoo 9-110- salt -1:57.1 Usk e tsa+. B !: 3,4. 22 10 18 —�>x 19ay440 fX 12-0-022-0-0 �r•a ac1 Tar e+u orer I="OlmUlm X20 Pmm fX rt WO3J7.0-Ml• POO6 T90 -r} I12444044ITMI,1r,6,-F PM"R-;-X ilRe 1peo 22 "i°6aea6. iPOs n ae+ sae@ MrP1TCios rA4iw 10 11 6 26 �wnfnl :iio6 ilii X341 tau 27 28 aMjri zt4 L 21 WB 0.05 pdebbd HwgT4 01+ 10 ma nh ro 14 12 13 3e4. /( 15 "1t „eo Tae® 13 +.0012 L74 + 1B +� sas 1 a res 4.33E 4,M iii IT 9x96 R1 17 1"1 16 16a+n sr= 9-110- salt -1:57.1 Usk e tsa+. B !: 3,4. 22 10 18 —�>x 19ay440 fX 12-0-022-0-0 �r•a ac1 Tar e+u orer I="OlmUlm X20 Pmm fX rt WO3J7.0-Ml• POO6 T90 -r} I12444044ITMI,1r,6,-F PM"R-;-X ilRe 1peo 22 "i°6aea6. iPOs n ae+ oantlLLA b Rea wm Era MrP1TCios rA4iw TOOL 10.a 21 Lnmbnb,ban us 24 125 Bc 1.00 26 �wnfnl :iio6 ilii X341 tau 27 28 Bru o.0 MR 10.0 23 RepsWalncr YEB Ced8:M1Dsmi2o02 WB 0.05 pdebbd HwgT4 01+ 10 ma nh 'NdghF.lg3efT-20% Mom I BRAC M6 70POMD man BSP lbt t 29 301 Tog eRORo SbdI d -W MlMtMM&Icly Wird w 2-20 cc P -W BOT MORD 2M BP Re2'F]eeM' BOTCNORO R19M eebhq dm* applbd w 1442 a er,cing. 5k IN BP" .I � vlEes I ro'e,tmMpelw 6.16 'BS 1tAM, 62+rdOPdP-2, 31MFea neommaM lots 8bn ew reBdmd oda bracing ne Immo,e during bat erxgen. K 'r dmw e11h Bbblw hurbMdn gable AFA[t/0di OeNlee)fl..trl UYh.6�T1410.1+fR,A-a-ar+.OW I c O% a 32 Fo`zS 74- Msr-om;,%k,. bc- A✓I*— Odd 6M wbq wig ft n- TOPOHORD 1-2-4"/40._'241U6+5.34�2012ro.46d69600."0-?1VO.14-MA. 6.6.-QWM HZ -400.100.4698/10 OOT txaea ,gr25tl2mu16.+gull,i-v.-a1v166.141r.619866.r-sr.atss6.wfi.a'iggg.sau-0RgMl s}11.mW, a-sfiam,e.rastanleo 33 1) UrLd,etoo M ildde her boos -d fu dal 040�' 2) f -0i, F QAA*T, � i h-2NL 0-45Ih t-3al ewe W CeL II; EM 6: meb4m: MWR15(a0 helghb) end 0-0Eabdwtn 0-0-0 to 4-0.0, MWN 0) 4-eo W"fteMe drW epmrd; and w6W IMI eW dgb apwet" IN Mmben end brew d. MWFtg N reit—ehmm; Lumber pO(.1JIOdbbiptp o04,Ad 3) Thb Wants MM MMplpd breto0 ptshdlom hnrd gor bid MR-WMIL1110l ay DOW Bed IDM. q l34 sl twrN6N)1bgplgmmdu,prrBntemsnwluwnrAli5111rrn„yeZ"mIlmKan+6Wdm*w noWmcilyu}d9:dbudmewbw 6) 14p,lre MsGuWw tMepan lbp enxnl dr bin, mlrulep➢b%c,aMN/.Evbndkd LOAD DAVIS) DAVIS) sladMd 35 Reading a MiTek Engineering Drawing 1 Job name 2 Truss label 3 Truss type 4 Truss quantity 5 Number of piles 6 Job descriptlon 7 Software version 6a Cumulated dimensions of top chord — panel lengths are added together along the lop chord of truss (feet4nches-sixteenths) 6b Panel lengths of the top chord — each section represents the horizontal dlstance between the centerline 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 inches 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 truss height dimensions) (feet -Inches -sixteenths) 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 (feet -Inches -sixteenths) 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 bads 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 (feel-Inches-sbdeenths) 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 foot) 22 Spacing on center—feat-Inches-sixteenths 23 Design code / Design standard 24 Duration of Load for plate and lumber design and Repetitive Use Factor 26 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 allowabies 26 MiTek plate allowables (PSI) / estimated truss weight I fabrication tolerance 29 Lumber requirements 30 Required bracing for all members 31 Reaction (pounds), Bearing size - Input and minimum required (if shown) 32 Maximum Uplift and/or Maximum Horizontal Reaction if applicable and Maximum Gravity If shown 33 Maximum member forces - Tension (+), Compression (-) 34 Notes MiTek 36 Additional loads /load cases 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://www.mitek-us.comisupport/training I EME APPPP-- ft Building mvicerials 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 1/8" 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 MII/SAC - 8 -20PSF 8/31/2005 PAGE 1 MAX LOADING. (psB SPACING 2-60 BRACING MiTek Industries, Inc. TCLL 20.0 Plates InC�ease 1.15 Western Division TCD L 16.0 Lumber Increase 1.15 TOP CHORD Sheathed. BCLL 0.0 Rep Stress Ina YES BOT CHORD Rigid ceiling directly applied. SCOL10-0 MINIMUM LUMB=AND:No.2 TOPCHORD 2 LENGTH OF EXTENSION BOTCHORD 2 AS DESIGN REO'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB OENTERED AT SPLICE W15AME LUMBER AS TOP CHORD AT TO ONE FACE ` W1 (.131"X3.0" MIN) NAILS AT' O.C. 2 ROWS V -z•a•o 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 - SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162'DIA. X 3.51 LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 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. W1216d COMMON WIRE (0. 62"DUL X 3.5" LGT) 6-0-0 6-0-0 EXT. 2.0-0 4-0-0 2.0 0 EXT. z-0-0 EXT. _ EXT. 2-0-0 2-0-0 14 �. TOE NAILS CONN. Wr316d COMMON WIRE (0.162 DIA X 3.5" LGT) TOE NAILS 1- 1E „ BOTTOM CHORD LENGTH GTH MAY BE 2'-0" CONN. W/216d COMMON WIRE(0.162"DIA. X 3.5) LGT 3X4 - OR A BEARING BLOCK. TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2-0.0 t -O U PRESSUREBLOCKING INFO.F JY ! NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. +■ MAR 23201 A& W,1 Fr til �1'r . 4'r i'�f+++rre�p11 if•f+N mr:rr+ �++-�! HLA 11 SOI F.5 ON illfti A.ti'n lYC1 r'11s:n h:l'TF=K gE": v. r,?q 1L F',,, GE MU' -[:.i 11 r: rVR r.' USE Design valid for use only xith MiTak aonneclom This d"On fs basad only uiwn polomelers shown. and is for an Indlvfdud b0dng CompvrasnL nppllcanlry of designporornmtsrs and proper incorporolian oI component h reiporsslbft of b kMg designer • nol bw designer+8rodrlg sriawn IS for loferd supper} of Indrvldual web members aniy. AddMonot temporary bracing 1a Insure stooty during consinlr0co is the ro'pondk71"' of the arecWp Addlftnal permanent bracing ai the overall siRfature Is the rasponsihelly of the bualdlna dellgner. Fdr6enorol g Idonae regording fobrlcabbn quaaty coniro), Poroge, delivery, moon and bracing, comull ANSilfP11 0vaPty Cet Odd, DSS•89 and 60511 a dhsg Component Solely Int.%-, 11 ovcAotAe from Tsuss Plate Indlufe. 533 o'Onofrio Drive, Madlsan, WI S3714. Q)`� U NO. C75435 EXP. 3/31/20 �r ClVll �P 0F C A 0 MiTek' fto", is PCA ' 77T7 craenba* Ln. sane# 109 Citrus Hsiahts, Ce- 95610 AUGUST 1; 2016 SUPPORT OF B.C. OF STANDARD OPEN END M11 -OPEN JACK -BLOCKS JACK USING PRESSURE BLOCKS - FVIEDD 0 00 ©� a MTek USA, Inc. Y=Wos I A WT.k ARffl.W CA SI GIF CAL GIRr Mrrek USA, Inc. Page 1 of 1 Loading (PSF): BCDL 10.0 PSF MAX 2x4 bot. chord rder t ofjack 2- 0-.131"X3" SATS (typ) 20 block Jack §�t an jacks, truss nailed to carrier be (typ) w/6 (0.131" X 3" MIN.) PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 4 24" TYP 11" XT' MIN.) NAILS (typ) I t IORD OF OPEN END JACK iC W/ 6-(0.131" X TWIN.) NAILS @ 3" o.c. � dr cr J tp :' Q Cti r-rn N0. 075435 + EXP. 3/31/20 �r��crvlt��•� -,,-OF CA0IF MAR 2 2 2018 Y w,4n Y/.%V 1111^' 1.'iD IYf ;, 1,'UFlr .N 1'1'YA Itp'1't'1'F:hT2! PAf,I. 1111 7'17" NLIORC USA,' M D"go votld for use only wtlh MRak connectors. Thh design 1%based Only upon paameiw; shown, and Is Iter an hdvtdud buking compdnenl. _ Applicability of design poramenters and proper Incarporntlan 01 coniponeni h responsiblllly of bupoing designer -not ln15s designer. &adng ahotitin M i Te k Is tot Ioiefol supporF Of indNiduaG web rrlembms arvy, Addillonal lempormry bcochsg 10 Insure stabillly duftng CanstruchoM1 is the re%Porafb9Bly of Ihu erector. Additrool pemwnent brocing of the overall sh mlwe Is the rmponslbely al the buTdhtg deslgner. For genercd gi f mce regordtng ncwcx m �cwrnwMr labdeallon, quaBty ConlroL FtafaQe. daBvary. erection and brodng, consult ANSI/Mil Ruallty Cdterfa, OSB -89 and SC311 Building Component 7777 Greenback Ln. Sufrek 109 saraly 1nlormallon dvolloble From Inns Plain hlstllule, 533 fJfOnafrlo mve, Madsen, w153719. CIWs Heights, Ca. 95010 AUGUST 1, 2016 BEARING BLOCK DETAIL MII-BLCK1 0-3-8 ACTUAL BEARING SIZE MiTek USA, Inc. Page 1 of 1 BOTTOM CHORD SIZE REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ALLOWABLE BEARING BLOCK o �o C:=C== L=7 IMPORTANT This detail to be used only with one ply trusses GRADE with a D.O.L. lumber increase of 1.15 or higher. MiTek USA, Inc. fitting Trusses not these criteria should be examined individually. ylzrff NAILING PATTERN A AWM A1fAlde 0-3-8 ACTUAL BEARING SIZE MiTek USA, Inc. Page 1 of 1 BOTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS AND GRADE REACTION (Ib) * ALLOWABLE LOADS TOTAL EQUIVALENT NAILING PATTERN ALLOWABLE LOAD (Ib) BEARING LENGTH SP 2966 975 3941 0-4-10 2x4 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 DF 3281 1338 4619 0-4-14 2x6 BOTTOM CHORD 3 ROWS @ 3" O.C. HF 2126 1159 3285 0-5-6 (12 TOTAL NAILS) _ SPF 2231 1131 3362 0-5-4 SP 2966 1950 4916 0-5-12 2x8 BOTTOM CHORD DF 3281 1784 5065 0-5-6 4 ROWS @ 3" O.C. (16 TOTAL NAILS) HF 2126 1545 3671 0-6-0 SPF 2231 1508 3739 0-5-13 4" MINIMUM T HEEL HEIGHT 1 J )CK TO BE SAME !ADE, & SPECIES rING BOTTOM CHORD. _. . O 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 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 = 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. CASE 2 �EOp0 ` 1 � ; .J� ft•� i NO. C75435 EXP. 3/31/20 111q. CIVIL �tiP FOF CALI1 C' MAR 2 2 2018 A N'AA.1,7NG Verily I1�.IArk V�rn"lctrra -f RVAD V-Thl- DA rhl) INC! l IXI) 11170c NE11'CRI SC#: PACE Xtll 747.111r1UR.r I'SE Design valid W use only w#h Welt connectors. This design is bused only upon parameters shown, and Is for "indIvIdual b1*11 l9 Compaflent. Is�f4r loolerrd supe lige P eo1 esti membBlers ons R�rrladI trnail j ompollenl Is resporulbBlty o1 bukAng designer • nol truss dmtgner. Bracho shown MiTek' ty. nVorcay brocing to Insure stobiliity doting construction 4 the raspors cHWy of the erector. AddiHOnel pem)anent 1> a1 the overN sWch,are h the mWnsibli ty of the bukft deslgrser. for general guWonce regOrdit I.-- PCNfG"N: fobxicollon. 4uaBly control, storage.111 very, hong unci Ixochsg, consult ANSIRPII Quality Cdterla, DSB-B9 and BCS11 Building Component 7777 Greenback Ln. Sultep 109 SafetylnfomwlSon ovaBabia iram Tnns Prole Iraytl}ule, 583 D^bnalrio Drive, Madison, WI 53719. Citrus Heights, Co. 95610 AUGUST 1, 2016 BEARING BLOCK DETAIL _ MII-BLCK2 0� ®EF -- f M1Tek USA, Inc. Page 1 of 1 �� /�i�{� R ER TO INDIVIDUAL TRUSS DESIGN p v u FOR PLATE SIZES AND LUMBER GRADES ©© ' IMPORTANT u This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. MIT& USA, Inc. Trusses not fitting these criteria should be examined individually. ymz=i 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 2ROWS @3'O.C. (B TOTAL NAILS) DF 5156 892 6048 0-6-7 HF 3341 772 4113 0-6-12 SPF 3506 754 4260 0-6-11 SP 4661 1462 6123 0-7-3 2x6 BOTTOM CHORD DF 5156 1338 6494 0-6-15 3 ROWS @ 3' O.C. HF 3341 1159 4500 0-7-6 (12 TOTAL NAILS) 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 TOTAL NAILS) HF 3341 1545 4886 0-8-0 SPF 3506 1508 5014 0-7-14 4" MINIMUM T HEEL HEIGHT 1 )CK TO BE SAME ADE, & SPECIES PING BOTTOM CHORD. _ . . O 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 W OF A MEMBER (CASE 2), THESE VALUES MAY BE 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 E O,D 0 el J �cc W C} n G � NO. C75435 EXP. 3/31/20 ST�� CMI MAR 2 2 2018 ,W, .. + r.. , ,- - :: ;r titr, r. +'.. ri MIME {t {.1 F, R1C WX 1AGI NI;-7i7J 11P Fr.RG f.' F, Design valid for use only with MTek connector. This dasIgn 6 bared only upon poromel en shown, and Is for an Individual bulding Camporsenl. Mff Apphcablfity of design porarcWnl fs and proper Incoiporatlon all component k respomInilly of building deslgnor - not truss designer. &acing shown i Te k Is for lateral svpd]orf at inatvlduai web rnomben only, Addilionol tamporary bracing to Insure 51abiliry auAng Construction Is the resporuibililly of the erector. Addillonal permanent troch® of the overal sfruclure is The relpanswTu of the buRdIng designer. For go neral gutda rice re gorolog ... r" rL"/G".: labricokon, quoBty conlra4. storage, dellvery. erection and brach -9, ccnsvil AN5I/IPiI Quallty Ciltaifa. DSS -89 and 6CSI1 Building Component 7777 Greenback Ln. SOO 10B Safely Inlarmalton avallable from inns Mole Instilule. 583 D'Clnafao Drive. Madison. WI 53719. tabus Heights. Ca. 85810 AUGUST 1, 2016 UPLIFT TOE -NAIL DETAIL MII-TOENAIL_UPLIFT J= a MiTek USA, Inc. YMME A MIT& A9111pte SIDE VIEW NEAR SIDE FAR SIDE MITek USA, Inc. Page 1 of 1 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 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. END VIEW 1" FOR 3" NAIL 1-1/16" FOR 3.25" NAIL 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 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 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 (177 lbs) Building Designer is responsible to specifly a different connection. ""• USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL C—i D a Lu G rn *. NO. C75435 EXP. 3/3'1/20 0'� CIVIL �P 1e0Ir CALIF°' MAR 2 2 2018 ,ti u:s:•:.;. •.,,•. r,...,,..1 r•r.,,:.. .. 7, ie Ater i,,,tr rtuen aIT8x nerrna.vr,f. PArrt MJr 7471 rt 7:f0Kr us A. E}esEBn - d }or use onlyvlth MirCk cpnneclors. This tleslFln ES bored onty upon parameters shown, and 6 for an irWhltlual 1711Epfng component. +r►aay I ApplkAblhlly pf [lesipn poromanlen onp prpper incarporoNan p! cpmponenf b responsialpty ai building dosigner - nn! Mrss derJgner. Brodng shown M i Te k' !s far lolerai suppprl ai Ind7viduol web members on}y. l�ddlnonol temporpry WpClnp ka [nswe sfabllBy eftlring conshucllon is the r[espons,bl[lity of the ereCl[x, Addltlonal permpnpnS larocinp of the pv8rpp f1n1pILK® is the responsitr9lry of 1h4 q,nitlinq desSpner. Far {JBngrpl gWtlonce regarding pOWGp m pLpiapN: TabdCaHon, quo5ty conlrpl, slarppe. deNvery, erection prKi gfpciflg, cansWt ANSi/TPiI kVaI1Fy CrlFerin, bSBB4 and B[:Skl Bu[Iding Compcnen} 7777 Greenback Ln. Suxeq 109 Soiety Infarmailon ovasa7ie frpm inns Plate Irntllule.5&3 p'Dnohio Dliva, Mp�liail, WI 53779. clum Heighis, Co. 26510 TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S O .131 59 46 32 30 20 p .135 60 48 33 30 20 4, -162 72 58 1 39 37 25 J M Z .128 54 42 28 27 19 Lu JO .131 55 43 29 28 19 -j6 J N 148 62 48 34 31 21 Z 0 .120 51 39 27 26 17 O•.128 49 38 26 25 17 c .131 51 39 27 26 17 0 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. END VIEW 1" FOR 3" NAIL 1-1/16" FOR 3.25" NAIL 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 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 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 (177 lbs) Building Designer is responsible to specifly a different connection. ""• USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL C—i D a Lu G rn *. NO. C75435 EXP. 3/3'1/20 0'� CIVIL �P 1e0Ir CALIF°' MAR 2 2 2018 ,ti u:s:•:.;. •.,,•. r,...,,..1 r•r.,,:.. .. 7, ie Ater i,,,tr rtuen aIT8x nerrna.vr,f. PArrt MJr 7471 rt 7:f0Kr us A. E}esEBn - d }or use onlyvlth MirCk cpnneclors. This tleslFln ES bored onty upon parameters shown, and 6 for an irWhltlual 1711Epfng component. +r►aay I ApplkAblhlly pf [lesipn poromanlen onp prpper incarporoNan p! cpmponenf b responsialpty ai building dosigner - nn! Mrss derJgner. Brodng shown M i Te k' !s far lolerai suppprl ai Ind7viduol web members on}y. l�ddlnonol temporpry WpClnp ka [nswe sfabllBy eftlring conshucllon is the r[espons,bl[lity of the ereCl[x, Addltlonal permpnpnS larocinp of the pv8rpp f1n1pILK® is the responsitr9lry of 1h4 q,nitlinq desSpner. Far {JBngrpl gWtlonce regarding pOWGp m pLpiapN: TabdCaHon, quo5ty conlrpl, slarppe. deNvery, erection prKi gfpciflg, cansWt ANSi/TPiI kVaI1Fy CrlFerin, bSBB4 and B[:Skl Bu[Iding Compcnen} 7777 Greenback Ln. Suxeq 109 Soiety Infarmailon ovasa7ie frpm inns Plate Irntllule.5&3 p'Dnohio Dliva, Mp�liail, WI 53779. clum Heighis, Co. 26510 AUGUST 1, 2016 o ©© dry a MTek USA, Inc. YMMAN A Mrek AtPlate LATERAL TOE -NAIL DETAIL MII-TOENAIL OMFrek USA, Inc. Page 1 of 1 R 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" X3.5') NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nall) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW SIDE VIEW (2x4) 3 NAILS 2 NAILS NEAR SIDE NEARS! E - ----� FAR SIDE NEAR SIDE a FAR SIDE SIDE VIEW (24) 4 NAILS NEAR SIDE ---1 FAR SIDE NEAR SIDE -t FAR SIDE jEOD e w Q G NO. C75435 .* EXP. 3/31/20 SIDE VIEW rz C AIL, (24) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE MAR 2 2 2018 U WAP:f.I.'.r. !v ... ,.. ,_,. ..r.d Irr Ad ►7t11,,ti ••ti fit - AJ;f, ;Y(.i I I'Ln RIT FX PTI F_F.I ,4CB PAOF Mir 7173 uf.)-bRr (W.., Design valid for use only Wih Mitek conneclors. This design is based only upon porometen shown. and Is for an individual building component. AppkobMty of designparomenw len and proper Inc000ratlon of component is responsibl9ty of bulloing designer - not truss designer. Bracing shown M i Te k Is for iolgml supporl of ni aMduoi web members only. Addllldnoi temMory bracing to Inre IIoNnty dudnty g Consiruclion Is the responsbi�of the ereclor. Addltlonal permanent t�aocinp tlf the o�efatl struc lard is the responsiblilly of the building do slgnar. Fat general puldonce regwding _... - vswsveAr: lobdcallon, puailty control. storage, de ivery, arecri" and brodno. consult ANVPII Quality Critaft D59.69 and 6CSI1 Building Component 7777 Graenback Ln. Sulte# 109 Suluiv Inforrnuflon avolioble from Truss Plate 1n581ule. 583 0'0tXYWo drive. Modison, WI53719. Citrus Hkhta• Ca. 958110 TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S C7 .131 88.1 80,6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J &, .162 118.3 108.3 93.9 91.9 80.2 vi (9 z .126 84.1 76.9 66.7 65.3 57.0 3 .131 88.1 80.6 69.9 68.4 1 59.7 N .148 106.6 97.6 84.7 82.8 72.3 6 0 .120 73.9 67.6 5&7 57.4 50.1 O .128 84.1 76.9 66.7 65.3 57.0 J c .131 88.1 80.6 69.9 68.4 59.7 w 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" X3.5') NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nall) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW SIDE VIEW (2x4) 3 NAILS 2 NAILS NEAR SIDE NEARS! E - ----� FAR SIDE NEAR SIDE a FAR SIDE SIDE VIEW (24) 4 NAILS NEAR SIDE ---1 FAR SIDE NEAR SIDE -t FAR SIDE jEOD e w Q G NO. C75435 .* EXP. 3/31/20 SIDE VIEW rz C AIL, (24) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE MAR 2 2 2018 U WAP:f.I.'.r. !v ... ,.. ,_,. ..r.d Irr Ad ►7t11,,ti ••ti fit - AJ;f, ;Y(.i I I'Ln RIT FX PTI F_F.I ,4CB PAOF Mir 7173 uf.)-bRr (W.., Design valid for use only Wih Mitek conneclors. This design is based only upon porometen shown. and Is for an individual building component. AppkobMty of designparomenw len and proper Inc000ratlon of component is responsibl9ty of bulloing designer - not truss designer. Bracing shown M i Te k Is for iolgml supporl of ni aMduoi web members only. Addllldnoi temMory bracing to Inre IIoNnty dudnty g Consiruclion Is the responsbi�of the ereclor. Addltlonal permanent t�aocinp tlf the o�efatl struc lard is the responsiblilly of the building do slgnar. Fat general puldonce regwding _... - vswsveAr: lobdcallon, puailty control. storage, de ivery, arecri" and brodno. consult ANVPII Quality Critaft D59.69 and 6CSI1 Building Component 7777 Graenback Ln. Sulte# 109 Suluiv Inforrnuflon avolioble from Truss Plate 1n581ule. 583 0'0tXYWo drive. Modison, WI53719. Citrus Hkhta• Ca. 958110 AUGUST 1, 2016 ^^ WEB BRACING RECOMMENDATIONS baa ° ETVM[I MITekym—mm USA, Inc. A AITok Af uWa MTI-WEBBRACE MITek USA, Inc. Page 1 of 1 "Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. ROOF AND/OR CEIJNG DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A A B C D A B C D C D 10'-0" 1610 1886 18862629 AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS W ATH 2.8d �'f.+��'t: 'Scd1 s: 6 ,"rs�'�=. i r.:;•: �}+ f''W � f,-,rl'Y�.L.'� K✓�iY ;y�.�'� r� .�,ft• y +s i I•�•r'L�1t� r j ��?,+1[r� 'y v (0.131W -U-) FOR 14 BRACES, 2.10d (MI 31'x 31 FOR 2)3 and 2x4 BRACES, AND 3-1Od (0.131'%% FOR 2xS BRACES, 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.1 31'X25'j 4JWLS FOR IM LATERAL BRACES, -- B 2 X 3113, STD, CONST HF, r 12'-0" 1342 1572 1572 2358•Sy 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 �`=r•xw'"� :wA.�p),�.M-�L ? .� ti ;.�'�'Y, W OOO TAUSSES, J0114TLY - R W VCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTRUTE LYYlN.abCEM"otry•^M endwwx.�i aorg D f �'r`X'�``h�r''i ,�4.�ti""fi,-''',t,�'�,•'drr.. 16'-0" 1006 1179 1179"Tt�'`'ik^Y�+nri'•{ 1766 �?� i; 2358 2358 3536 Si,�j! at 1'+,=y•q .�34+G.+."-�n•� y •st:r:'�1. .tip nr. �y;y.•i;,:' 18'-0" 894 1048 1048 1572 3143 4715 i�+pa` "�A r` 1866 1886 2829 20'-0" 805 943 943 1414 "Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' D.C. ONLY, M EN'STABIMEW TRUSS BRACING SYSTEMS CAN BE SUBSTrTUTED FOR TYPE A. 8, C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT SAY SME INDICATED ABOVE, WHERE OVAPHRAOM BRACING M REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED W ETH WOOD SLACKING. SEE 'STABILIZER• TRUSS BRACING rKmir .l ATmw nUnP ANn ORnnI ft'f 9PKr:IFIf'JTIr1N TRUSS WEB MEMBERS This Information is provided as a recommendation to assist In the requirement for permanent bracing of the individual truss web members. Additlonal bracing may still be required for the slabiity of the overall fact system- The method shown here Is just One method that can be used to provide stab]lily against web buckling. CONTINUOUS LATERAL RESTRAINT 2-1 Od NAILS (SEE NOTE 4) C—E ,41 i �•,4�� T E O p�c Z Ice ALUG rn NO. C75435 EXP. 3/31/20 40F CAL"IVO MAR 2 2 201 Design vofid for use ono with MITek connectors. This design Is basad only upon peramelerf shown, and h !or an Individual b4dhg component. r �/ App4robjllty of design panamter ens orld propofI= rporaflon al oomporlant IsresporeslbWty df bulking designer - not I[uss dr -signer. 8=Y Ltg shown M i 1 e f� Is foo Jolefal support of Indivklvel web mambers only, AderNonal lemporcry brodny to Insure slobWy during construc4on Is the resppl "61y of the erec107. Addllonal po nlanent bracing of the oYeroli slnrcIve Is the responsibility of the biAding designer. Forgenerol Ouldonce r"anjIng Powsw rR PLRroRM: labrlcafion, quo0y control, slFW@. deMafy, erecSDn and tx+acing, Consult Af453RPi1 Ruofily CTlhina. OSB -B9 and BCSII Building Component 7777 Greenback Ln. SuHefl 106 Salary InlOrmaliaAr dvollable from Truss Plate IraHtule, 5&3>?'On0ldb Drive, Mb" wl SW 19- Cltrua ree ba ca. 95810 I GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEIJNG DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS W ATH 2.8d (0.131W -U-) FOR 14 BRACES, 2.10d (MI 31'x 31 FOR 2)3 and 2x4 BRACES, AND 3-1Od (0.131'%% FOR 2xS BRACES, 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.1 31'X25'j 4JWLS FOR IM LATERAL BRACES, -- B 2 X 3113, STD, CONST HF, 2.1Od(0.131.41 NALS FOR 2A and 2x4 LATERAL BRACES, AND 3.10d(0.131'�M FOR 2x6 LATERAL BRACES. (SPF, DF, OR SP) 6. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. S. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4113, STD, CONST (SPF, DF, HF, OR SP) DS&S9 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING b BRACING OF METAL PLATE CONNECTED W OOO TAUSSES, J0114TLY - R W VCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTRUTE LYYlN.abCEM"otry•^M endwwx.�i aorg D f 2 X 64 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TOSPECRIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE 1 — — 3- TABULATED VALUES ARE BASED ON A DOL =1.15 FOR STABILIZERS: FOR A SPACING OF 24' D.C. ONLY, M EN'STABIMEW TRUSS BRACING SYSTEMS CAN BE SUBSTrTUTED FOR TYPE A. 8, C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT SAY SME INDICATED ABOVE, WHERE OVAPHRAOM BRACING M REOUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED W ETH WOOD SLACKING. SEE 'STABILIZER• TRUSS BRACING rKmir .l ATmw nUnP ANn ORnnI ft'f 9PKr:IFIf'JTIr1N TRUSS WEB MEMBERS This Information is provided as a recommendation to assist In the requirement for permanent bracing of the individual truss web members. Additlonal bracing may still be required for the slabiity of the overall fact system- The method shown here Is just One method that can be used to provide stab]lily against web buckling. CONTINUOUS LATERAL RESTRAINT 2-1 Od NAILS (SEE NOTE 4) C—E ,41 i �•,4�� T E O p�c Z Ice ALUG rn NO. C75435 EXP. 3/31/20 40F CAL"IVO MAR 2 2 201 Design vofid for use ono with MITek connectors. This design Is basad only upon peramelerf shown, and h !or an Individual b4dhg component. r �/ App4robjllty of design panamter ens orld propofI= rporaflon al oomporlant IsresporeslbWty df bulking designer - not I[uss dr -signer. 8=Y Ltg shown M i 1 e f� Is foo Jolefal support of Indivklvel web mambers only, AderNonal lemporcry brodny to Insure slobWy during construc4on Is the resppl "61y of the erec107. Addllonal po nlanent bracing of the oYeroli slnrcIve Is the responsibility of the biAding designer. Forgenerol Ouldonce r"anjIng Powsw rR PLRroRM: labrlcafion, quo0y control, slFW@. deMafy, erecSDn and tx+acing, Consult Af453RPi1 Ruofily CTlhina. OSB -B9 and BCSII Building Component 7777 Greenback Ln. SuHefl 106 Salary InlOrmaliaAr dvollable from Truss Plate IraHtule, 5&3>?'On0ldb Drive, Mb" wl SW 19- Cltrua ree ba ca. 95810 AUGUST 1, 2016 a�aa a MITek USA, Inc. i a A Mk7rk AiIMraW T -BRACE / I -BRACE DETAIL I 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 1x6 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) Nails U MII - T -BRACE Mrrek USA, Inc. Page 1 of 1 Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 1 2 2x3 or 2x4 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 12x6 2x3 or 2x4 1x4 (") T-BraceI-Brace Ex4(*) 2x6 1x6 (*) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -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 12x6 T -Brace I2x61-Brace 2x8 2x8 T -Brace 2x8 I -Brace � RpFESS1pN • e a D EZ ODO�(�'L r" 'W G rn NO. C75435 EXP. 3/31/20 1 lvt1 �FOF CAO0?i% MAR 2 2 2018 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 -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 1Xbracing material, use IND 45 for T-Bracefl-Brat For SP truss lumber grades up to #1 with 11X_ X_ bracing material, use IND 55 for T-Brace/I Brace wrA,y'; ..lGrsry .f.•ry :n „ .. •..I ! . "1:.: :h1.: s2;; r,..,tie! M11 VX r IirLNi.,W.( fAr.`S 4;l- 74 pesIgn Yoft for use ony with MITek connectors. Thh degn 4 based only upon porametw shown. and Is for on InclMdual bOking component. App b7Bly a[ design pp=manlers and proprerincorporotion of componarir Is respor4lbBlty of huNdlap des!gnor - not inns deslgnw. Braanp shown is for laterpf support of [ndlAckrol web members only. Addiflonol lernporcry bracing to [nude srobwy during Cons}ntcliron I$ the responsfbllliry ar the en?Wor. Add'rrfonal permanent brack)Q or the 0vwoG stnecture h the responstblIRy o! the bvHding daifgner. Far genas! guldance rnj of rr fabslcotlon, quaAty caniroE, sforoge. d0vcry, erectlo.n ontl Waring. consufr ANSIAPIt 4vatlly CrIloda, dSb-99and BCS11 Bullding component SalFefy tnformallon UVONZle from Truss Plate 1nsliitute, 5&3 ❑'6X4 Drive, Madlson. N 537M MiTek Pb,--tLalrl.µ- 7777 Greenback Ln. Sults# 109 Citrus Fiala ta. Ca 99610 AUGUST 1, 2016 DLL111 a MTek USA, Inc. o AWT�If ANalmo VTT-USP VALLEY TRUSS TIE Detail I MII-VALLEY VTT GABLE END, COMMON TRUSS OR GIRDER TRUSS MTek USA, Inc. GENERAL SPECIFICATIONS Page 1 of 1 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 a 30 FEET 7. ROOF PITCH - 0/12 TO 12112 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 USP VTTS TO BE INSTALLED AT EVERY 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 VTTS MAY BE INSTALLED AT EVERY OTHER TRUSS/VALLEY INTERSECTION, STAGGERED BETWEEN EACH VALLEY TRUSS. N TRUSS SECURE TO VALLI USING (3 ZCURE VALLE TO SUPPORTIN USING (3)10d (( DETAIL P N.T.S. MAR 2 2 2018 AL WARNING • V—, y dl ,i,/1A'.1I V, ff„_ 1,N flffS .r&V M:i f.WF:D NITAW RLf.CRRNU R.9r1), Ml! 747J lrr.FoRL Vsg � Deflgn valid for use only with MITek connectors. This tlrdgn Is based only upon peromelan shovm, and is for an Individual building component. Applicobl�ty of design poromenlen and proper incorporalion of component h r@Spansii]S1i}y of buAd lrQ d liner - not Imm designer. Bracing shown ;7;;7..n M i Te k Is forlareral suppor l of individual web members only. Ad�lianol lernporory bro= la Insure stoiEty during constrockn Is the responslbMty of the erector. Addl%onRi permanent brooing of the overos structure b the responsibillty at the bullring desI�gQner, For general guidance regarding - labrlcotipn. quoHly aartlral, storage. deg erection and bracing, consult ANSWI1 4uciily Crlfurlo, OSB•89 and BCSII Building Component 7777 Greenback Ln. Suite# 109 Safety Infarmtrllon avo9aW from Truss Plata InOtuta. 583 D'Onofrlo Drive, Modnrxi. WI 53719. Citrus Hulghts, Ca. 95610 I OCTOBER 5, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEYS a MTek USA, Inc. VMIE ueld" GABLE ENO. COMMON TRUSS OR GIRDER TRUSS Mrrek USA, Inc. Page 1 of 1 LIVE LOAD = 30 PSF (MAX) NOTE: VALLEY STUD SPACING NOT D.O.L. INC = 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. P 12 2 APPLY SHEATHING TO TOP CHORD OF SUPPORTI TRUSSES. VALLEY TRUSSES MAY PROVIDE e BRACING IF SHEATHING IS NOT APPLIED. r BASE TRUSSES MUST BE DESIGNED FOR 7 PURUN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C. . 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIM M) AND SECURE TO BASE TRUSSES AS e PER DETAIL A, B, OR C BELOW. SEE DETAIL 4. BRACE VALLEY WEBS IN ACCORDANCE WITH A. B, OR C THE INDIVIDUAL DESIGN DRAWINGS. BELOW (TYP.) s TOE -NAIL VALLEY TO BASE TRUSS W/ (2) 16d (0.131" X 3.5") TOE -NAILS 12 ATTACH 2x6 CONTINOUS R N0.2 SPF TO THE FACE OFFTHE ROOF W/ TWO 16d (0.131"x 3.5' NAILS INTO EACH TRUSS BELOW VALLEY TRUSS RESTS ON 2x6 DETAIL A (GREATER THAN 3/12 PITCH) GABLE END, COMMON TRUSS OR GIRDER TRUSS ATTACH BEVELED 2x4 CONTINOUS N0.2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (0.131" X 3.5' NAILS INTO EACH TRUSS BELOW ATTACH VALLEY BEVELED 2x4 W/ TO (2) 16d (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) 1 6d (0.131" X 3.51 TOE -NAILS 11 10 ATTACH 2x4 CONTINOUS NO.2 SPF BLOCK TO THE FACE OF THE ROOF WI TWO 16d (0.131"x 3.5`) NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAVE A BLOCK ATTACHED TO IT, 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) MAR 2 2 2018 QR s r AE DO o tZ) a 0 m Qj G m N0. C75435 EXP. 3/31/20 l* 1 `rl��C V l l tiP �Z P c A1.1F0_ AL WARMW • ; n• ntelu" and RFAU VOTF5 nv 71W. A1M1U TWIXDL❑ srltr'A 1'trLRhSV*F r'AOI; 011-74 73 14JOR! I'5L Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and Is for an kw9vldt4l blinding component. Apncblllty o1 design poruge.Ners and proper Incorporailon of component Is respan tOty o1 bu7r�g deslpnei - no? Truss designer. Bracing sho m M i Te k Is fa Wieml supporl of n�vEduaI web membersoNy. Ad&Sonol lercporcry brocing coinsure stobk!ty dWng conslrucIbn h rho responsib8ty al the erector. Add6onal permanent bracklg of the overall shuclure is the resporu[bMly of the buBdmg designer. For genafol ®uldonce regordrip Ppyl[R M PMIO[N: 1 tabricaHon, quo ri� y Coniroi. slorage. delivery, erection and broctng, consult AKU/MlT Quattty Cflterla. DO -89 and BCM I SulWng Component 7777 Greonboek Ln. Sl,ltolr 108 III Safely Inlprmoilon ovoNable tram Truss Pule Institute. 583 D'0no}rte Cilve. Modlsan. WI 53719. Citrus. Holphis. Co. 05610 ;i ii i. n it I 11 II II I II I � j, BA VALLEY TRUSS TYPICAL TYI (24' O.C.) q r Lij VALLEY TRUSS TYPICAL 1. INSTALL BASE TRUSSES. P 12 2 APPLY SHEATHING TO TOP CHORD OF SUPPORTI TRUSSES. VALLEY TRUSSES MAY PROVIDE e BRACING IF SHEATHING IS NOT APPLIED. r BASE TRUSSES MUST BE DESIGNED FOR 7 PURUN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C. . 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIM M) AND SECURE TO BASE TRUSSES AS e PER DETAIL A, B, OR C BELOW. SEE DETAIL 4. BRACE VALLEY WEBS IN ACCORDANCE WITH A. B, OR C THE INDIVIDUAL DESIGN DRAWINGS. BELOW (TYP.) s TOE -NAIL VALLEY TO BASE TRUSS W/ (2) 16d (0.131" X 3.5") TOE -NAILS 12 ATTACH 2x6 CONTINOUS R N0.2 SPF TO THE FACE OFFTHE ROOF W/ TWO 16d (0.131"x 3.5' NAILS INTO EACH TRUSS BELOW VALLEY TRUSS RESTS ON 2x6 DETAIL A (GREATER THAN 3/12 PITCH) GABLE END, COMMON TRUSS OR GIRDER TRUSS ATTACH BEVELED 2x4 CONTINOUS N0.2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (0.131" X 3.5' NAILS INTO EACH TRUSS BELOW ATTACH VALLEY BEVELED 2x4 W/ TO (2) 16d (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) 1 6d (0.131" X 3.51 TOE -NAILS 11 10 ATTACH 2x4 CONTINOUS NO.2 SPF BLOCK TO THE FACE OF THE ROOF WI TWO 16d (0.131"x 3.5`) NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAVE A BLOCK ATTACHED TO IT, 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) MAR 2 2 2018 QR s r AE DO o tZ) a 0 m Qj G m N0. C75435 EXP. 3/31/20 l* 1 `rl��C V l l tiP �Z P c A1.1F0_ AL WARMW • ; n• ntelu" and RFAU VOTF5 nv 71W. A1M1U TWIXDL❑ srltr'A 1'trLRhSV*F r'AOI; 011-74 73 14JOR! I'5L Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and Is for an kw9vldt4l blinding component. Apncblllty o1 design poruge.Ners and proper Incorporailon of component Is respan tOty o1 bu7r�g deslpnei - no? Truss designer. Bracing sho m M i Te k Is fa Wieml supporl of n�vEduaI web membersoNy. Ad&Sonol lercporcry brocing coinsure stobk!ty dWng conslrucIbn h rho responsib8ty al the erector. Add6onal permanent bracklg of the overall shuclure is the resporu[bMly of the buBdmg designer. For genafol ®uldonce regordrip Ppyl[R M PMIO[N: 1 tabricaHon, quo ri� y Coniroi. slorage. delivery, erection and broctng, consult AKU/MlT Quattty Cflterla. DO -89 and BCM I SulWng Component 7777 Greonboek Ln. Sl,ltolr 108 III Safely Inlprmoilon ovoNable tram Truss Pule Institute. 583 D'0no}rte Cilve. Modlsan. WI 53719. Citrus. Holphis. Co. 05610 AUGUST 1, 2016 PURLIN GABLE DETAIL 00 R =F10 c� 00 o0 a MiTek USA, Inc. n D e parr exm.ro THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. SEE DETAIL SEE DETAIL JACKS N n 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 VWFRS WIND DURATION OF LOAD WEREASE :1.60 MAX TRUSS SPACING = 24" O.G. MAX STUD SPACING = 24" O.C. MINIMUM PITCH 2112 MAXIMUM PITCH 12112 1* 0 2 MII-HIP01 MTek USA, Inc. Page 1 of 2 gSE LC�gSS THAN OR �"U" INTGABLE TO LEAST 7pP CHORD PiIRLiN SPACING ON THE GIRDER OR HIP ROSS. Z-0• 5x5 3x5 ALL PLATES TO BE 2t4 UNLESS OTHERWISE NOTED 3x5 TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 l COMMON Q Z E0poi MENr f W Gam*+ NO. C75435 - N �.MS.N�� I �1-- - THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. SEE DETAIL SEE DETAIL JACKS N n 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 VWFRS WIND DURATION OF LOAD WEREASE :1.60 MAX TRUSS SPACING = 24" O.G. MAX STUD SPACING = 24" O.C. MINIMUM PITCH 2112 MAXIMUM PITCH 12112 1* 0 2 MII-HIP01 MTek USA, Inc. Page 1 of 2 gSE LC�gSS THAN OR �"U" INTGABLE TO LEAST 7pP CHORD PiIRLiN SPACING ON THE GIRDER OR HIP ROSS. Z-0• 5x5 3x5 ALL PLATES TO BE 2t4 UNLESS OTHERWISE NOTED 3x5 TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 CAOO�Q MAR 2 2 2018 WARNIW; • V-i)y 0 -fir,, r I-• ;- IRE AL, .vb7 L•A (,.\ 1W,4 AA`n iuc- Vlhn biTYK RPYrKBA•CC P' Destgn void for use only wish MT1ek connecton, THs design Is based orgy upon parameters shown, and k for an Individual building component. Applkcoblilty of design paromenleis and proper Incor orollon of componeni Is reiporutft Of building designer - not truss designer. 6rodng shown M i T® k is for ialerpl supportof nrlvidual wab member only, Adcliitienof lomporory bracing to inset slablOty during construction Is the rospomblflty of the erector. Additional permanent beating of the OYO(Olr strucf ufe is I"respond€olllty of the banding desiggnner. For general guidance regarclirg pOWRq FR p6RFORM: foWcation, quallly canrrgl. storage. deAvery. ereCllan and proctngg consult AN5f�fP11 Ruollty Crllerlp, OSS•09 and eCSk1 gundina Componeni 7777 GreenbeGt..- 3uava 109 Safety tnTormolfon avaAab, 1. buds Zo Imiltute, 583 (S'Onpfrlp Drive. MO non, WI $3719, Citrue HeiOhtc. Ca, 95610 Q Z E0poi a W Gam*+ NO. C75435 EXP. 3/31/20 CAOO�Q MAR 2 2 2018 WARNIW; • V-i)y 0 -fir,, r I-• ;- IRE AL, .vb7 L•A (,.\ 1W,4 AA`n iuc- Vlhn biTYK RPYrKBA•CC P' Destgn void for use only wish MT1ek connecton, THs design Is based orgy upon parameters shown, and k for an Individual building component. Applkcoblilty of design paromenleis and proper Incor orollon of componeni Is reiporutft Of building designer - not truss designer. 6rodng shown M i T® k is for ialerpl supportof nrlvidual wab member only, Adcliitienof lomporory bracing to inset slablOty during construction Is the rospomblflty of the erector. Additional permanent beating of the OYO(Olr strucf ufe is I"respond€olllty of the banding desiggnner. For general guidance regarclirg pOWRq FR p6RFORM: foWcation, quallly canrrgl. storage. deAvery. ereCllan and proctngg consult AN5f�fP11 Ruollty Crllerlp, OSS•09 and eCSk1 gundina Componeni 7777 GreenbeGt..- 3uava 109 Safety tnTormolfon avaAab, 1. buds Zo Imiltute, 583 (S'Onpfrlp Drive. MO non, WI $3719, Citrue HeiOhtc. Ca, 95610 AUGUST 1, 2016 PURLIN GABLE DETAIL DIS MII-HIP01-2 MTek USA, Inc. Page 2 of 2 ✓�— oo THE TOP OF THE HIP GIRDER �o TRUSS AT THE BASE OF THE PURLIN u GABLE IS DROPPED LESS THEN ALL THE OTHER HIP 16d (0.131^ X MiTek USA Inc TRUSSES. THE BOTTOM EDGE NAILS 6" D.C. OF THE PURLIN GABLE D ALIGNS WITH THE LEFT A rarroK nr,ntot" FACE OF THIS TRUSS 40�� AND BEARS ON TOP. 16d (0.131" X 3.5") NAILS 6':0.C. HIP GIRDER STEPDOWN HIP TRUSSES ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 9" O.C. DETAIL #2 TTTS E P WITH GABLE DOES NOT JVCE FLAT TOP CHORDOF PURLIN GABLE aF TWEQ OWHEf1TR&R 10FU TRUSS TOP CHORD DETAIL #1 APEX DETAIL #3 EOpto t1C 0 , sya NO. C75435 EXP. 3/31/20 r� OF C WF�C'� DETAIL #4 MAR 2 2 2018 V ,r mne<n, ,r n.l RP.1 f! (Yr ri..5 ('r.ti''J ills M'p f.au.UpY, II V171 ftR 1'11K6.\(! PA r,I irJ17�.'J Jl6f(1R8 L's rb. �qq Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component � " � App;icability of design poramenters and proper Incorporation of companenl Ismresponslft of b designer - not Iruss designer. BrorJng shown M i Te f� Is fof loleral support of IndMduol web members only. Additional temporary bracing to Insure sfobBity durhg comtrucllon Is the respons b lfity of the omcfor. Add flonol permanent brocing of ft overa9 shuc lure It the r0*C ndbl6ty of the budding deslgnw. For gen@rat gvldonm@ fe gordng POWGR 10 /LNF•OgM: fob6cotfan, quallty control, storage, de1vicery, erection and 4roclnp, conwtf ANSI/rPl1 Quality Criteria, DSO.89 and BCSII Building Component 7777 Greenback Ln. Suffe# 109 Salaly infvrmottan avolloble from frau Plote lnitkvle. 583 i]'Onofrlo DrfvB. Madison, WI 53719. Cl1rus Hwgliu:. Ca. 95610 —Al IC,I IST 1 gnin `I PURLIN GABLE DETAIL MII-HIP01(MULTIPLE) Mi rek USA, Inc. Page 1 of 1 THIS DETAIL IS TO BE USED IN CONJUNCTION Q WITH MITEK DRAWING ST-HIP01 FOR USE WITH MTek USA, Inc. MULTIPLE PURLIN GABLES YM= A MRek Aellkge 16d (0.131"X 3.5") NAILS 6'0 C QOF�� , pP I ATTACH 2x LEDGER TO FLAT TOP CHORD HIP TRUSS WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 9" O.C. IEOL) NO. C75435 EXP. 3/31/20 _e OF CAtli °Q MAR 222018 Aj kARKIVel. V. 7',--w(r1 , „r1 i1 uriI, A'1771.'?+' VA' r111h A st, wr,, 11iwit MlTF)( kl'.1rAI'd ."[1 74; J 77G 14R& USE milDesign wpd for use o*mofth NTak comecims."deslgn Is tsasad oNy upon paromefers shown, and Is loran Indh9duoi bWa6ng eumponenl. -llbwlly of design paromenlers and propfx hlcarpo'rat[on of component d responst 4,ty of bukIng designer -not huss designer. 9racing shown M i Te k Is for fo lerpl support of hdixdud web rnamb ns ordy. Add lkwoof lemporgry blaring fo Insuro stablllty during corukvction [f l Is e respom,'bilfly of itle o ector. Additional permonen! 1%oclrsg of the ore op slruchge $the tesponsfblAty ai the bulld'mg designer FW 0nero! guidance regording fubr cohort, quaflty cans o! sfo oge, Geinery, erection pnd txaclnq, Consu t AHSiITpl1 RVallly GrOmia, 056•(:9 and 9CSI 7 Wilding Component acwcw m �cAFonw.- 50fefy Wormcflon avallal* from TAm Mote InsilhAe, So p'pnold6 Crlve. Madisnr4 W153719, 7777 Greenback Ln. SOB# 109 Calsus Helohld, Ca. 95810 SEPTEMBER 7, 2017 REPAIR TO NOTCH 2X6 TOP CHORD OF GABLE TRUSS Mll-REP19 NOTES: MITek USA, Inc. Page 1 of 1 1. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. res= 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. L� 6 ' p A NTek Alnnel I 31/2" WIDE X 1 1/2" 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 CC ih12" MAX 24" II � m� G LE Z�wOG. Fu '1141 TRUSS CRITERIA MAXIMUM SPAN: 50' SPACING = 24" O.C. PITCH BETWEEN 3/12 AND 12/12 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 ASCE7-98, 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 MAR 2 2 1018 l7sdgnvalld IorV1B gNywlSfa AARek connectors. Thls design fs 6asod only upon ppramalers lhawn. and h [w anhMlvldud av'dfnp componpAl,uff Rpp9cad91r of design ppfpmsnlmc and propel lnrorporolkm of eampanpntt7lespanYpYity al 4uR�np deslgncr. no! Iruu dmlgnr;r. B-oClr1(} shown 11/Ii Te i{ is Iorlaleaol suppors of indlrlduo! weh memtse[s arty Addi![vnol lemperory IuoN.ng }o Ins,aa sinblllty during Canslnxlan 4lha respontAVlR rrl Fiw erector. AddiOanai permanent txacfng OS lie OVP191� 51NC1�{p ly the fQSpandi7�Ay al the hukdirig dpsiaafur. Fwgenerol f�riarrco re¢arcfing roro,,,p�M,,,"�. Totdmllon. 4vo7ly cantraL slomga. d vAryvwecilon and bfacln�. caruuN A SlIIPII @ud[ly Cr1lea{n, ps9.94 rend dC�S1 Auftdfng Campvnenl 7777 Owenbadr [A SOO 1U ticlolyinlamwl}nn avoucble frwrl True Pio.a lrufpuls, $$3 p'Onok!-o Drfve, AhadlsCn.lYl 53]'14. Chm Holalkla, Ca NOD _______F JANUARY 6, 2017 Standard Gable End Detail Cllr Q sass � o0 oo a MITek USA, Inc. ymm= A Wok Mine DIAGONAL BRACE 4'-0" O.C. MAX Typloal x4 L -Brace Nailed To 2x Verticals W110d Nails spaced 6" o.c. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Mil-GE130-001 Mrrek USA, Inc. Page 1 of 2 Vertical Stud Without Brace (4) -16d Nails DIAGONAL Maximum Stud Length + �E 2x4 DF/SPF Std/Stud '12" O.C. I6d Nails 4-3-2 Spaced S.D.C. (2) - 1od Nails into 2x6 2-x9 Stud or 2x4 DF/SPF Std/stud '16" O.C. 1 2x4 Not of better 3-8-4 Typical Horizontal Brace 1 7-1-15 Nailed To 2x Verticals SECTION A -A w/(4)-1 od Nails 3-0-2 2x4 and 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MfrFJC ENGINEERING TO TRUSSES WITH (2) -10d NAILS AT EACH END, DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. (4)-8d (0.131"X2.5") NAILS MINIMUM, PLYWOO B 6 3x4 - SHEATHING TO 2x4 ST(] DF/SPF BLOCK �k Diagonal Bracing ** - L-Brauing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF 42 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. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4•-D'O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOW N W ITH 16d NAILS SPACED 6" D.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. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 7. NAILS DESIGNATED 1 Od ARE (0.131" X 3") AND - NAILS DESIGNATED 16d ARE (0.131" X 3.5") Roof Shcathi 24" Max J I M xR Diag. Brace at 1/3 point: if needed Minimum Stud Stud Size ,spacing Species and Grade Without Brace 1x4 2x4 DIAGONAL L -Brace L -Brace BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 DF/SPF Std/Stud '12" O.C. 4-0-7 4-3-2 6-0-4 1 8-0-15 12-1-6 2x4 DF/SPF Std/stud '16" O.C. 1 3-7-0 3-8-4 5-2-10 1 7-1-15 10-8-15 2x4 DF/SPF Std/Stud 24" O.C. 1 2-11-1 3-0-2 4-3-2 1 5-10-3 8-9-4 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 1 -braces attached to both edges. Fasten T and I braces to narrow edge of web with IOd nails 8'0.c., with 3" minimum end distance. Brace must cover 90% 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 (2) -1_OA NAI (2) - 10d NAILS Virus s Qa 24" o.c. 25c6 DIAGONAL BRACE SPACED 48" O.C. AT TO VERTICAL W TTH (4) -16d NAILS AND ATTACHED 7KING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) k4 N. r Desrgn voild for use onty Will Mack Connectors, This design Is bored anis upon poramelen dw%4f4 OW Is for on Indlvldual building componan1. Applicab?A!y of dustgn poramenters and proper IrlC "oiion of component Is respon: b Nly ofdeslgnn - not truss designer. Oro, -Ing sfxn n Is fpr Ialeral support of Indivlduoi web members only. Additional Iempoicry bracing to Insure st�g construction Is the responslhla ty of the erect or. Additional parmonenl brocing of the overall SI ckm is the re1PDnsEbi6ty of the buldng dew g ar. for goneral gtrldonCe rragordng lob0coWn, quo 9ty conlroL sforoga, dg %rvery. erection and bracing, consvn ANSIAPI7 Quality Crirerfa, 0Sa-all and SCSII IUki[ng Component Salery Iri}or:nollpn ovpaplsle Iram inns Plate Inslltute, 563 D'Ono} Eo Drive, Madison, W153719. , S Z. cx- Q G'' m ' NO. C75435 i f EXP. 3/31/20 iJ CACAO CACAO MAR 2 2 2016 fRiriP• - -- MiTek POWCR 7P PLRF'aR 0. 77770raRnback Ln. SUW 109 Citrus Knights, Ca. 05610 OCTOBER 5, 2016 Standard Gable End Detail MII-SHEET 2 Mrrek USA, Inc. Page 2 of 2 =Ell ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD O 00 Trusses Qa 24" o.c, HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48" O.C. (SEE SECTION A -A) ATTACHED TO VERTICAL WITH (4) -16d Welt USA, Inc. Roof Sheathing TO BLOCKING WITH (5) - 0d (0.NAILS AND•131 X 3") NAILS. ❑ r1 A Wrsk M mann Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR C E TO AL BRACE C NAIL DIAWITHGONAL THE PROJECT ENGINEER/ARCHTECTTO DESIGN THE PURLIN TWO (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 PU RLIN \ TO BLOCKING W/ TWO 16d (0.131" X 3.5") NAILS (MIN) Diag. Brace \ at 1/3 points PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES UPPORTING THE BRACE AND THE TWO TRUSSES If neededON 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- X 3") NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X SCABS T07HE 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 12D MPH (ASCE 7-98,02,35),150 MPH (ASCE 7.10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (0.131- X 3`) NAILS SPACED 6' O.C. FOR WIND SPEEDS 120-150 MPH (ASCE 7-98,02.05),150-190 MPH (ASCE 7-0) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (0.131" X 3'1 NAILS SPACED 6" D.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 VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD L S 1' STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS r BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM r 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 j E p STUDS. TRUSSES WITHOUT INLAYED k O Q 1p , STUDS ARE NOT ADDRESSED HERE. L7 w�Q C STANDARD GABLE TRUSS NO. .75435 ! 1 EXP. 3/31/20 s civil MAR 2 2 201 °PC A0 - /A ' V 1h.M— :., ... d1.1j:; i 1�-.t I r It ,u %,r ;.•y '. `I ;r i :1117 � "."1,ua. wr.1 VA 1, 1 wl� ,4 i:, 4t 1-i1r I"+4. DOpn va9d for use only with Wfak conneclom Th& design $ Based only upon poramefem shown, and Is for an IndMduat bietbg component. Appkabaly of design poromento7s and proper ineprpatab llon of component Is raspom b Hty of bu6[dfrsg destgnar - not fnm designer. Brocing shown Is i T@ k Is !or toImal support of fnOvldual wemembef5 only. Adcfdionol lemponxry brocIng Io insure slob$ty during constructionspo Is the ren"Ely of the ereclor. Additional potmonenf brocing ol the ovwolt strut Iwo is the respoinl6ffily of the b0c ing dtWgnar. for pan ural puldon ce fogarcfing ppWtq Ap(gPCgN FabtlCdtlpn. puo9y eontroi, siorage. da9rery. efeclidn and bracing, consul} A SII1Pii CRuatiy GIlada, D56.6Q and 6[Sli 5ulld ng Campanenl 7777' Greenback Ln. Sults# 109 Solely Inlorrnallon ovollable from 1nm Mote Irntifuto, 513 D Pnot o Drim 1An rsort VVI 53719, Citrus Hnluhts. Ca. 95610 AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS M11-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES U�jlill o0 a MiTek USA, Inc. YMMEM A Wlreak AMdu MiTek USA, Inc. Page 1 of 1 TOTAL NUMBER Olr NAILS EACH SIDE OF BREAK" x INCHES MAXIMUM FORCE (Ibs)15% LOAD DURATION SP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 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 3881 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 36575485 3346 5019 2829 4243 2898 4347 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: 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 NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID 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. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. MAR 2 2 2018 DOs�F�, y JP e'p y C� C: -- NO, NO, C75435 EXP. 3/31/20 'Q�eOFCAO V' Des!@n void for use only with MRek connectors. thh des1gn h based oNyilpon poromelers shown, and is for on IndhiduO b Ading oarrpgnent, +gPAahlRty o! design pyromen}ers and proAer Incorparotlon of rompgnenf isrespgMlblgty at vuitdlnWg designer - nat In7LE desJpner, &acing shaven M Te k Is far loleraf suptwrf at mdMdVal veep members gnry. Addil anal temporo y bracing to insure stahriHly Busing constNclian k the �espdnslh¢Cty of iha ®ratlor. AddlflonOl permonenl bracing trf the averoNstruclure h therespgr�9ry ql the buidinf) deafgner. Fot.ganerol aavldonGe reg4rpirq vowswm �rneawN: Fob icaHdn, quality cantrd, slcxage, deilvery, erecYwn and broang, Cflnp71! AN5111PI1 CiVptlly Crilerlrr, 0.56-[i4 and 6GSI1 fiupding �efnpptlpll! 77T7 13r"nback tn.SWW 109 Safely Informolfon ovckabie from Tfuss t'lale insHfufe, 583 fYOngfr o Drive, Madison. WI5371q. C&m FtWt%Lt. Cd, MID 6 OCTOBER 5, 2016 SCAB APPLIED OVERHANGS ST-REP13A TRUSS CRITERIA: MiTek USA, Inc. Page 1 of 1 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 NO.2 GRADE SPF, HF, SP, DF TO ONE FACE OF TRUSS WITH TWO kOWS OF 10d (0-131"X3") NAILS SPACED 6" O.C. 2. THE END DISTANCE, EDGE DiSTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. 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 SICAB (L) j (2.0 x L) 24" MAX 24" M -IN 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. maximum and having pitches between 4112 and 12112 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES F�OI ESS�p,� E O p � �n J s NO. C75435 EXP. 3/31/20 1 Design valid for use only with Mlrek connector. This design k hosed an!y vpon a pprprnalers shown, nd B for an Individl h uauf ring component. npp5cobillly Cf Cosign poromenler: and proper Incprpprolipn pf COrnpanen! FS resparulWPly of pWknrsg deslgno-r • npl buss designer, Brocinq shown [s fa Ipleral support of mb Erpyividuel web meers only,IlDnpl tempdrcrry brpcinp to insure slnpEn{y dymyg consfrue!!on 3s the re:AaruibllNty al the eruCivr. ACdlflond! pormanenl brocing of the ovesoll s}rvprwe d Es rhs ra-s,ponsiblSYtyy al lyre 6;AIClhg Ces]gnBr, For ganarof gulCpnce regong latrScotian. quotlfy conlro4 slcapge, degvery, Bract pn antrrocng, Consul! AtfSt/iFl1 q"allty Crller o u5g 89 end 6053] Cuildfng component Splety Informnllon n�ollotsle irpm Truss Prole Insllfule, Sn b'Dnolrip Caiva, Mnd3svrl, vin y}q, l CiVl1. �%/P CALI��/ MAR 2 2 2010 R* MiTek rwwm m wsnrc�ry; 7Tf7 Ofecnback Ln, stutters log pinus Heights, on. 95610