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TRUSS PAPERWORK
-� F-✓PNumber Information: —J----1— --- Customer. to7 SS Southern Truss RYAN ► g-A Address: 2590 N. Kings Hwy Fort Pierce, FL 34951 City. 5T, LP: (772)464-4160 t Fax: (772)318-0015 General Truss Engineering Criteria & Design Loads D Building Code and Chapter. Computer Program Used: BY FBC2017/TP12014 MTek Version: 8.20 Nov 3 Gravity: Urayty; 37.0 psf ROOF TOTAL LOAD N/A Wind Building Authority: 160 mph from MW FRS(Envelope) ASCE 7-10 (Low Rise) Collier County i, This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and No. Date Truss to# 1 07/05118 Al. 2 07/05n8 A2 3 07/06/18 A3 4 D7105118 A4 5 07/05/18 A5 6 07/05/18 As 71 07/05/18 A7 8 1 07/05/18 A8 9 1 D7/05/18 ABG 10 07/05/18 B7 11 07/05/18 B2 12 07/06118 B3 13 07/06/18 B4G 14 D7106/18 Cl 15 0710611B 62, 16 07/06/18 C3G 17 1 07/05/18 Cis 18 07/05/18 _ CJ7 19 67IM18 J1 20 07105/18 J2 21, 07105118 J3 22 07/05118 J4 23 07/05/18 J5 24 07105/18 J6 25 07/05/18 J7 sealing each indmdual sheet. Al, Index sheet of the truss designs is attached which is numbered and with the indent cation and date of each drawing. Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Tnss W 26 07/05118 J58 27 07/05/18 MV2 28 07/05/18 MV4 29 1705/18 MV6 Page 1 of 1 NOTE NDS=National Design Speclflctions for Wood Construction. 132.51 per Nail (D.O.LFactor-1.00) rids toe nails only have O.B3 of 'lateral Resistance Value. . < < 1 i 2 S(A� S(A) a(A) CORNER JACK GIRDER m sfj_w��� ALLOWABLE REACTION PER JOINT Q UP TO 265# = 2-16d NAILS REa'0. Q UP TO 394J = 3-16d NAILS REa'D. J7R(MP J3 Js A A oa; , ------ 3-16d `. s a m toe nail 9 TC`, TYPICAL CORNER LAYOUT & 4-16d 0r8C``.� r Typical Hip jack attachment CHORD HANGERS FASTEN ER GIRDER JACK J1-0 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — = — — BC — — — — — — — 2-16d nails — — — — J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16d nails —---— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16d nails —---- A11NIMUM GRADE OF WMBFR LOADING (PSE1 SM PIaL: a0S T.C. 2x4 SYP 2 L D FB=17 BL 2a4 S1'P 2 TOP 20 WEBS 2X4 SYP No3 Barrom 00 10 S?AUNG W G.C. SOUTHERN TRUSS COMPANIES mw/___w mb , ' Fort Pierce Division 2590 N. Kings Hi hw (800)232—Pierce.(7772)FL 464-4160 Fax(772)31B-0015 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, rL 34951 772-454-4150 i NOTE NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.0_1-Foctor=1.25) rids toe nails only have 0.83 of lateral Resistance Value. 12 CORNER JACK GMM ALLOWABLE REACTION PER JOINT Q UP TO 265j = 2-16d NAILS REQ'D_ UP TO 394j = 3-16d NAILS REQ'D. �� use 2-16d toe nail 0 Typical jack 45' attachment TYPICAL CORNER LAYOUT =Di use I a 6d Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - -- 2-16dnails - - - -- JS TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - -- - -- 2-16dnails - - - -- TC - - -- - -- 3-16d nails -- - -- BC - - -- - -- 2-16d nails - - - -- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - 8C - - - - - - - 2-16d nails - - - - SOUTHERN TRUSS COMPANIES MiF//•••�ntr,mmm MINIMUM GRADE OF LU10 LOADING TX- 2x4 SYP 12 L 9.G - 2t4 SYP 2 TOP. WEBS 2x4 SYP Na.3 Ba17aM 00 sPAra�a z4• Fort Pierce Division 2590 N. Kings Higghway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax:(772)31 B-0016 I oF-; O.C. Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 Hangers Face Mount b __ - R -set 16iw JL24 I U124 20 1-GA6 I 3 I 1412 I 15/16 - 4 10d 1 2 lOdxl4J2 ::47B.1 54 4:�M 320. 5, 2% F2 4 16d 2 lOdxl-li2 :50 E40j:MT 320 JL249%7Z - 18 1-MG 3-118 1-1/2 - - 4 lOdHDS 2 1 10dxl-112HDG .465' 5W.1 SWI. Zan - 31. RI, F32 4 lGdHDG 2 110dxl-1,2HDG .559* 615- 615:1 *28D: 2%4 =4 LUS24 18 1-9116 3-1/3 1-34 1 - 4 10d 2 lod "675' 775-: 8M 510 SUH24 U24 is I_m6 31A 2 I -MG - 4 lod 2 l0dxl-U2 _iT ' sm- _FOF 380 5. 4 16d 2 10dxl-1,2 '398 GO, 72D 380 lim Hm 14 1-M6 3-112 M12 1-11a wm 4 IN - lQdxl4J2 AIL '6M' 74s 365:: RS. P2 Ma -L 4 "05 6% 745. SO.- -Ulm 29z -70AG f4l ..... Oul . 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SLWS - 16 1-916 6-W 2 1.3n6 'ad 6 10dx7.I2 100011120 11210 RM -L 8 16d 6 10dx1.112 1175 1335 1440 BW HUS26 HIIS26 16 1-5/8 5-7116, 3 f 2 - 14 16d 6 16d 2'760 3140 3345 190 W=A WM 16 I-M 7-M6 3 2 - 22 lfid a 16d 4Mt434514345 1 2670-- F2 IE 14 1-SAG 5-1/4 2-1& 1-1/1 min a I 16d 1 lOdNI412 1-1230 T 80 7W FLU --L 1 6 13901 1 490 25 1 825 14 = 16d 1 10d x 1412 "MIlTZIUS-1 780 I Max 30 H61 1,21155124304 2MO-1 1170 Ijumkm far ftw I I WftmftOwbzaea<esWbepwT9ft& 2)16d dd= (0.14B ft xS-11,V lard m3ybe used ala.84 dthetba loadwhmlGd tammo.a me qmd5ATW9 does nd 2R*to JA IM MS sbrdnaU hwwm 3) FNAI�Kt% and MhangmNaftuwdbe driven ata30*to452ngle0rm*ftjDWwtmft%ehmdwt0acNmtMtabla b2ft 4) NA9210dxl-12' nab = 0.148'&Lxl-12' bnLlOJmd1szmD.l4r cftxr W1116d nab are 0.16r iB3x312' bn New W&cts wtpdatW pidududamafim m demgmW in bkofwL &nngnu RnLqb Ustarmless steel Ow Cad Biwa nTdpsa am -►j A 112 Ctxttmdetl to next page Hanpm Face mount Hanger Charts -- - -_MiT-bk-O- lisp- 4: 'Y_ Fistm4segedubw Alm Of-. Ref 7• D A ✓It.DpQRl 115% MM4-2 LUS24-2 18 3-1/8 13-71161 2 1 - 4 1 IN 2 1 16d 1* 805PSM4 ms -325-11 (2)ZX4 SLR24-2 124-2 16 3-1/8 1 3418 1 2 1-11B - 2 13d 1, 750: :W. I . . . 380 I I.LM 2 10d 1.8W8O-'1CWW .380. HD24-2 H124-2 14 34/8 3-12 2-12 1-118 - 4 16d 2 10d 14151V)Sf -:385 HL624-2 - 14 3-1/8 3-7116 2 1 - 4 16d 2 16d j.:9S0-.:%5 . 1D40 495- H=4-21F - 14 3-118 3-7/161 2 1 4 16d 2 16d 1:-&W: -WS.1 ID40 - 40 �2fv =rl m .. ..... 4 _U267Z - 5., 18,. .3.VW SAW4f .2 2, 1 If �Ijs ... k" a IV'Afid" --eft q 10 ;,4: .- 4f .16df1040 '10d 125D 11851-1220 14DS 1515 ISM 755 .18, -.16d - r4 ;:4-- ! lOd-' 1479 16 M law 7!5 HD24-2 '3-lJ8 3-T2 12-I2 I-118 [ 16(f- . 2:.* 10d 615 - - MS• j 745 3 85 r :AJS2r,2--.-.. 44 -34/8 5Wj '2.. I.f. -�4- '.'X-: Afid 'A- la IOU 1235113M 1155 IY3418 -�_114 1 -.2 k -Fift 15d 1085 IM, 11300 -1155 i4 :2-112 11118 hft A - A 2 T118- 4 *,,,* 10d.'A 12M =50 tM41400 2MOSM57FZ23MS 780 � G - 2112 - 7 t a. ; 16d IN 12* 19M 1390 200 1490 2MS ;: 7M j :1170'l 7=im JL626-2 uwr�2 18 3-IM 5-1/4 2 1 - 4 16d 4 16d 1M 1185 12211 1355 JUS28-2 LUS28-2 16 3-11a 7-118 2 - 6 15d 4 15d 1325 15" IW '1355 SM26-2 L126-2 16 3-Im 5_1116 2 I-lis 1 10 10d 4 10d 1250 .1405 ISIS 755, -10 16d 4 10d .1470. 1670 18M. 755 SLU28-2 - 16 16 3-118 r_l A 2 1-118 - 12 10d 4 10d 15M IW .1815 7E5 12 16d 4 10d *IM 1KS 11915 -7E5 HLE26-2 HUS2r,-2 14 14 3-lJ8 5-IA 2 1 - 4 16d 4 16d 10M 123511300 '1155 HUS26-21F HLGC2&-2 14 14 _14 -17-- 1/8 5.14 Q 3 1 - 4 16d 4 16d I 10M 12354 1300 1155 (2)2x8 HUS23-2 HUS28-2 14 IS _118 2 1 - 6 16d 6 16d I 16M JM4 IMS I lBlig HLM23-21F HZC28-2 14 3-1/8 7-118 2 1 - 6 16d 6 16d IM: USO 119951 1810 5. HD26-2 HU26-2 14 3-1/8 5-1/4 2-1J2 1-7i8 22 NU a 12 IN 10d 1230 -106 '13W 10M 11490 �2235 1 .780 117�0 FL,� F2 _L a HD26-21F HUC2&2 14 3-118 5-1/4 2-1)2 8 IN lad 1230 -11W :UM 2MSM51711M '4W 149D - 780'' I I -!21 MU 12 -L 6 H328-2 H028-2 14 3-1,2 7-118 2-1,2 1-118 Mn I Mn 'a 14 IN 10d 15C 2155 1735 2430 lBS5 2M 12 -:780 - 1170 -4 6 HD28--21F KUC2B-2 14 3-1/8 7-118 2-112 - 10 lSd 4 10d IW 21M 1 -Mi '17351 24M E2 IBM IBM =11 2610 78D. -1170 '7' I Mal 14 6 7-% - -2,; .-V 1W - .':,4 16d I U25 .1510 66 1645 1 355 A UMG -2 :19-- :M18 -9-1/a- ;1. 16d. * 6 16d -11845 21051 210512290 MG _ W Im 2:.".,. 16 .I;i �1/4 lild 4 - 157M 16M 16851 IM IM 755 A2 .I" �4 _10&d .1 11 65. 191511915 755 55 SUH210-2 alE 16 is. $-'. --U&. 6. :6- '-10d 10d 12000 1 23012M 2245 2420 2am 1135, Im I HLWS-2 HU528=2 -A-14 �'3-1191,701B, .2- "1.-j j - 16d J.- *.IGd:1 1M.I:UWW 1 M�S 18t0 HLW.8-21F MFA2&2 ".14, 3-Ij _-7- - Im _'_2 r - ;- -S' M6d, C. IS& 16USS 1850 1 SMOS lain H02872. [Hi!23-2 'J� .1 V 'Max Im -.14- Aad lad 15w - 211% Im, 2430 ME 2610 IIM 6 8� L 14 4A E4 1540 11W 1865 �2610 '780- 1170 M=04 '.`44 -3-IN: AO/B 2� WA! 8d 18d f K 1W 2170 2465 0 2V0 REFO-21E H=10-2 14 3-1/9 _11, A66 2170'2465 M 22M .16d 2155 3oaD 24312- 112 30M 391513TAI,I= " I m=O_v -14 - I14 'A:' 1 -3 �-_12__. _, : 6 - vm) 6015 SSM I)Wloads hmb=W=ased6O%forwmdarmisn&bads;noftftlnQrasesnap bopffaibd. 2) 16d sinkers (0.148 era x3-1A4' brwj may be used at 0.84 of fttabim Wd mdxm 16dcmmmmq)eged.Ttdsdoes rztepplyto It% HA NUS SlmdnaO toWm 3) FarJX and HUS hanger HmIs amd be &bm alaWto 4Tm* ffmigh theAdartm ffia the hmdato addmthe WAs kads. 41 WS3 Wood Smm are 1/4'x S'brig mid = bxbjM YA HN hanger S)NM.L-10dmbmaCL1481clkLxrbnl6d=IL16rdl&x3-lJrimg. Now pmducts mupdated pmdud Wwrebm ma dedp&d In bfim tot CmmstanFmisli NSMemSfW EIG&= ®HOG OTrfpleTmc 114 Confted On nut page gZbBsz: i§ gill qI f mpg Er Copydght O 201B MITek Industries, Inc. All Blghle Hoservad '-'N 'nb. •.:"y\t :'V;'•. -(1. 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P1A • II ��I I Jr, mwmlwlvrm id to mk pohaimd k to mla/ Wd ioomCmm MBxlmun Total Load 60 f n .a saAcima AT 24" D.C. .iZ 1V ONIOVdS .03 Jc}nnd u000MG SL'L 10 y6dLv doiooj u�aOolna SZ'L q4 LadOB aogooj u001un0 ££'1• q0 1od69 SUIQ130-1 unwlxoµl II q IM W q-5MW1 amend Am In ylggmndm m lad 1 u —A 1= AV w 'XVW '0,0 .0—,i. 0 SjOtld H1o8 HOV3 NI MW P9d—Y WA OOOMl1d XOO 9x9 gxg gxg bx9 d bxg'l bxg'L bxg'L £xg'L L) gxL 9x9 gxg 9xb 9 ox£ bxg'Z txg'Z bXZ V ,Z5 ,B£ ,b£ ,D£ 3dAL 1IN 0t do SNVds 'O/O .b 1V S101N P9 L NL1M W&W MIRVI W e3M do KWN31 YOB ONY URI 3S NO '931310131if ,41 01 .01 03M SV SMOUS '3UVH0 3WVS 3OVH0 .1, bxZ '0/0 .t 1V S1PAJ PS HLIM HOVILV '1 IRVOW 8 NO ;3W AL Ol Al 8 M SY S31 gdSx30VNO 3WVSS''30VUE1 L ONIOVHe ON AL OL ,0 014IOV148 U3HInb3N HLON31 03M LWHO ONIOVUS S3M HUM HOVIMOld HOVILV * mc1, *3QS WR 00 ,1. 43OVdS 3W DOW HM iY ONRi C31VId 3*0 x0V9 MOH! 138!!0 3a AM WO salt Hd il6d a ONW 'JCd p9-j9M ILL @dH d00Qib1�3� fmF1.09%alaY XAI�ML ded 1-MLYo0011 'M I H 10 3SMKVIA lo' 037W 'OPI9 439010 0L•L 30SY I NVLI .0C'0MM Hdfi--VVIT 93NOUM M aMM DMLWMCd 3HL Hod 31911011ddV 61'WL3a ma. 'DWOWS MnHf d aeHinnM Nand RD:S30 OW39 NJMNan oL MM ns noHnN a��d dI loOHoNo� doi �03ydoL OL��Cy�p� d� �p u 30nd9 3NO 1VHL 09 MU30WJS 39 190X 631tl1d9.OHONO IIO1109MOW M " no ,f iV SWMLUiM H2191001d ME MIA otma Had HW530 a ms OL MIR lotal;D® rj.11 Aa ecj� dm 4M6 •qsM Hdo at " txz P M Hq9•q do Ti dA6 +wz N"q0 dill eWm Jo 3awo WnroNt SCAB -BRACE -DETAIL I ST-SCAB-BRACE Note Sizh Braong ib he used uvhen continuous Im�ctir l. a midpouit (or T-Brace) is Scab must caveribil length ofweb +1-6'. THIS DETAIL IS NOrAPLICAsLE WHENBRACING IS REQURMAT"WPOINFS OR I-6RACE ISSPEMFIED. APPLY2x SCAB TO ONE: FACE OF WEBWfrH 2 ROWS OF 70d (Y X (XI 31-) NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE SIZE AND SPECIES (OR BETTER) AS THE WEB. . - �\ MAXIMUM WEB AXIAL FORCE =2500 fbs MAXIMUM WEB LENGTH=•12'-W scar BRACE 2x4 MINIMUM WEB•SZE- MINIMUM WEB GRADE OF#3 0 NaiLs� / Section Deta9 ®1/•E—/Scab-Brace Web Scab -Brace must be same specles grade (or betbo as web member. L-BRACE DETAIL w Nailing Pattern. L--Brace size Nag S' . Nall Spadng ix4ar6 1Od g:Q¢ 2* 6,orb 16d a'o.r Note. Nail along entire length of L-Brace. ' (On Two-PV& Nall to Both plies)• ; Secfmn Deta➢ E— L-Brace Web Note: L-Bracing to be used when continuous lafe[al bracing Is Impractical. L-brace rtwst cover SU%of web lengtk: L-Brace must be same specles grade (orbetter) as web member.- • L-Brace Stze for One -Ply Truss Specified Continuous Rows of Lateral Bracing 1 2 Vbr' 1x4US 2x8 �» "' DIRECT BUBSTiM10N NOrAPUCABtE L-Brace Size forTWo-PlyTnss Specified Continuous Rows of Lateral Bracing Web Size 1 .2 2x3 or2x4 2x4 «. 2x6 2x8 ... 2xs 2xB «. — DUUMT SUBSMIMON NOTAPLICABLE Nola: T-Bracing / 1-Bracing to be used when continuous lateral bracing is impracfical. T-Brace / I -Brace must cover 90% of web lengt[L Note: This detall NOT to be used to cotiSertT-Brace / 1-Brace webs to continuous lateral braced webs_ Nanjing Pattern T-Brace sae I Na0 Sae NallSpacing 1x4orUS 10d 8'om 2x4 or 2x6 or 2x8 16d 8' o.m Note: Nail along entire lerut-of:T-Brace/ I -Brae- (On Two-Plys Nail to Both Plies) .: ' ' alternate position }; ,S wm MIS SeclimDelat'I -Brace web. altemate position Nadi w,b I -Brace Na tk SPACING T-BRACE 2�inr2x4 2x6 Brace Size for On&ft Trim Specified Continuous Rows of Lateral Bracing 1 2• (' T-Brace JW I-Bmce T-Brace M I -Brace Brace S•rze for Two-Pty Tnrss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2z4 2x4T-Brace 2z41-13race 2x6 2x6 T-Brace 2x6 I -Brace 2x8 IWT-Brace a wra e C Brace / I -Brace must be same species and grade (or better) as web member. NOTE ti SP webs are used in the truss, 9x4 or 1x5 SP tuaces must be stress rated boards with design values that are equal to (or befter) the truss web design values For SP truss lumber grades up to #2 with VL bracing material, use IND 45 forT-Brace/i-Brac For SP thus lumber grades up to #1 with DL bracing material, use IND 55 for T-Bracen Bmc Job Truss Truss Type FIYAN 145N4M Al COMMON 1 1 Cm (opbpmq- rvs9 moo: FOR-NeIn.-FL]495� DEaPoUIWCWA016 7vT�FdY15cK UnSY � h4W1I0A Ne Mm Nav190/5SW MS Pape 1 I bSzyZpC6RB_K7Lpn71PP4R11wGQ?rNiAyHhsS 7{ 137d 21-0U 28�-13 348.73 17 r 75-3 1 8-2-0 1 7.4-13 ]-0-13 1 6-2-0 ) 7b3 l 5x5 = 5.00 V2 Seale a 1.71.9 3x10 M18SHS 11 3x4 = 4x8 = 3x4 = 3x4 = 4x6 = 3x4 = 3x10 M18SHS 11 1-00 9-2-6 17-0.13 24113 324Y70 4147-0 42-0.p 1� 8-2-6 1 7-fa6 1 7-104i J 7-106 1 8-2-e Plate Offsets (Y Y)- f1:0-0.141Ednel I7:0-0-0 Edgel 19:0-044 Edoel 19:0-0-0 Edgel LOADING (psf) SPAMN0. 24)-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.2212-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4212-13 >999 180 M18SHS 2441190 BCLL 0.0 Rep Stress Ivor YES WS 0.69 Hom(CT) 0.13 9 n1a rda BCOL 10.0 Code FBC2017/rP12014 MatrixS Welght. 213 Ib FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 •ExcepH TOP CHORD Structural wood sheathing directly applied Tt: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 758 co bracing. BOT CHORD 2(4 SP M 31 MTek recommends that Stabilizers anal required cross bracing WEBS 2(4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation ouide. Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (Iblsize) 1=1529A-6-0 (min 0-1A), 9=1529A-SO (mm. 0.1-8) Max Horz1=159(LC 6) Max U{iift1=529(LC 8), 9=529(LC 9) FORCES. (Ib) - Max. Comp./Mex. Ten - Ali forces 250 (ib) or law except when Shown. TOP CHORD 1-2=-325811114, 2J=-3083/1077, 3-4--296611095, 4.=-23771865, 5-6=23771865, 6-7=296611095, 7-8=J08311077, 8-9=3258/1114 BOT CHORD 1.15=-10972934, 14-15=,814R449, 13.14--8142449, 12-13=-050H809, 11-12=6542449, 10-11=-6542449, 9-10=-9382934 WEBS 5-12=3297774, 6-12=5501441, 6-10=215/564, 8-10=297297, 6-13=3291774, 4-13=6501441, 4-16=-215/564, 2-15=-297297 NOTPS 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; VuIY-160mph (3-second gust) Vasd=124rnph; TCDL=4.2psf; BCDL=S.Opsf; h--IS ; Cat 11; Exp C; End, GCpk0.18; MWFRS (e rmlope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates ere MT20 plates unless otherwise Inclicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcu ent with any other live loads. 6) Provide mechanical connection (by others) of toss to bearing plate capable of withstanding 529 lb uplift at Joint 1 and 529 m uplift at Joint 9. LOAD CASE(S) Standard CE PE 76 51 ` 1 * I ORIO N55 N55 YpB Qty RYAN tL52-hMRIX �' A2 , ��: COMMON 2 1 .RoMmnce. o na _ �( } 3%4G 4 1.i�� 6i4 \\ 2 3%4 8 Us e 1.5x4 10 _" 17 16 15 14 13 12 —3x5= 3x10 M78SHs 11 314= 4%6= 3%4= 3x4= 4x8= 3%4= 3x10MIaSHSII 14t0 !>2-8 /7-0.13 24-113 3&9-10 41-0-0 42dp Plate Offsets MY)-- 'f1.0-0-4 Edgel 11'0-0-14 Edoel (5:0312 0-2-81 r8:0-2-8 0301 V:0312.0-2-81 111:0-0-14 Edgel M 1:0-0-4 Edgel - — LOADING (psQ SPACING- 2-M CSL DEFL In Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.84 Vert(LL) 0.2614-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.51 14-15 -968 180 M18SHS 244/190 BCLL 0.0 Rep Stress tror YES WB 0.52 Hort(GT) 0.13 11 rVa n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight.211 Ib FT = 10% LUNISM TOP CHORD 20 SP M 31 -Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS Dc4 SP No.3 WEDGE Left 2c6 SP No.% Right: 2x6 SP No2 REACTIONS. (BVsize) 1=1529/0-" (min 0-141), 11=1529M-8-0 (ran. 0-1-B) Max Hors 1=148(LC 8) Max Upiiftl=517(LC 8), 11=517(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc puitirra GOT CHORD Rigid mill g directly applied or 746-12 oc bracing. MTek recommends that Stabilizers and required crave bracing be Installed during truss erection, In accordance with Stabilizer Installationguide- FORCES. (Ib) - Max. Comp./Max. Ten - All faces 250 (@) or less except when shown. TOP CHORD 1-2---3267/1089, 23=-WW1051, 3-4=3012MOS9, 4-5=-2368/826, 7-8=2368/827, B-9=3012/1069, 9-10=-3088/1051, 10-11=3267N090, 5-6=-2133/810, 6-7=-21331810 BOT CHORD 1-17=-10S52945, 16-17=-7642428, 15-16=-7642428, 14-15=-427/1826, 13-14=6152428, 12-13=6152428, 1142=-9172945 WEBS 6-14--2961729, 8.14=590/402, 842=-2321585, 1042=31M13, 6-15=-2961729, 4-15=-590/401, 4-17=-231/585, 2-17=3181312 NOTES- 1) Unbalanced roof five loads have been considered for tins design 2) Wind: ASCE 7-10; Vuft=160rtgIh (3secand gust) Vas&124mph; TCDL=42psY BCDL=5.0ps1% h=158; Cat 11; Exp C; Encl., GCp4=0.18; MWFRS (envelope); Lumber DOL--1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This toss has been designed for a 10.0 psf bottom chard live load nonconciment with any other live loads. 6) Provide mechanical connection (by others) of trans to beadng plate capable of withstanding 517 Ito uplift at Joint 1 and 517 lb uplift at joint 11. LOAD CASES) Standard PE 76Q51 fi i���c°S1S� o NA II 1tiaG ��\\ Job -t NSS IMES lyps RYM 1452-AMITEId M :. HIP I 2 1 __ Job Reference (optional) - rsaiweo Thrss caaDaNn, Ip.EaPOLNwCVVA016wSC)7VTFdz?5CK-Uz042eAkFopGONY2L ant fvepWMSOPefaxEcy &R 613 11 5 1 -6-0 2/-0.0 3aa11 3S&13 db60 -' 3 _ 82-1 6b11 7-0 52-1 6JJ 5.00 12 N7 5x7 = 3x5 = 30 = 44 = 16 3x4 = 5x5 = 7 11 Us = U4= Scale-1:72.4 110 43ae 2%7-12 4a8a 41-a0 i 61-13 ) 7-00 I alga I s44 owo • ^ 1.00 Plate Offsets fXVI- f1'0-3-100.2-e1 I6.06-00-291 I72A-3-100.2411 LOADING (psi) SPACING. 24)-0 CSL DEFL In (hoc) Vden Ud PLATES GRIP TOLL 20.0 Plate Grp DOL 1.25 TO 0.93 Vert(LL) -0.20 16 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) .0.41 16-18 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.77 Hoa(CT) 0.13 12 n/a rda BCDL 10.0 Code FBC2017/rP12014 Matrix-s Weigh: 227 it, FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2.11.8, Right 2x6 SP No.2 2-11-8 REACTIONS. (@/size) 1=1529/0.8-0 (min. 0-"), 12=1529484) (min 0-13) Max Ho¢ 1=133(LC 8) Max Uplift1-500(LC 8), 12-500(LC 9) BRACING - TOP FIORD Structural wood sheathing direly applied BOT CHORD Rigid ceiling directly applied or 74e-0 oc bracing. WEBS 1 Row at nddpt 6-15 MTek recornunerds that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation oulde. FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 14=-3256/1053, 23=-317811065, 3-0=J0361951, 45=-2937/960, 5-6=2355/777, 6-7=2124765, 7.8=-2356/777, 8.9=-2937/960, 9-10=3036/951, 10.11=317811066, 11-12=325611053 BOT CHORD 1-18=-1D332933, 17-18=8052618, 16-17=-805/2618, 15-16=-6042124. 14-15=-6722618, 1314=-6722618, 12-13=-9002933 WEBS 3-18=-237256, 5-18=-711428, 5-16=-641r385, 6.16=-165/556, 7-15=-117/557, 5-16=-643/385, 8.13=.72/427, 10-13=.237256 NOTFS- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mg1 (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h--16ft; Cat II; Erp C, Encl., GCpl=0.18; MWFRS (errvelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water podding 4) This truss has been designed for a 10.0 psf bottom chord Ilve load nonconcurnent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 lb uplift at Joint 1 and 500 lb up5ft at joint 12 LOAD CASES) Standard r PE 76j]59 fi r �'J - STATFUqF j � \ IMM Ilype RYAr1 P1Truss 1;52AMREK M HIP 2 Job Referenceda4iore0. - - -- - -- aPINGn INSxlitl11p0NB9. FOfI HGfLG. hL 31�1 7-7 4 �.-- 5x6 = 3x4 = 5 6 7 1 3x4 4 4 8 3x4 C 3 9 4x4 4x4 4 2 5 1 _ ib 5x7 = 18 17 16 13 14 13 12 3x5 = 1.5x4 It 3xs — 3x4 — US = 4x6 = 1.5x4 II 3x4 = Scab = 1:724 4x4 9 10 4x4 11 5x7 = 3x5 = 1-0-0 Ba-14 I 1&2-0 I 20.7-7 I 28-1I 33-77.2 I 47-0-0 42-0{I n 0-0 Plate Offsets MY)- 11:0310.03-Oi 17742A.0-2-71 f11A-3100301 LOADING (M SPACING- 2-0-0 CSL DEFL in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.79 Vert(LL) 0.24 15 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.4417-18 >999 180 BCLL 0.0 Rep Stress Ircr YES WB 0.26 Horz(CIQ 0.19 11 n1a n/a BCDL IGO Code FB02017ItP12014 Matrix-S Weight 2301b FT = 10% LUN®ER- TOP CHORD 2x4 SP No.2 'Except• T2: 2x4 SP M 31 BOT CHORD D(4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-", Right 2x6 SP No.2 3-8-4 REACTIONS. (Ib/size) 1=152910-8-0 (min. 0.1.13), 11=1529A4811 (min. 0-1-13) Max Hoal=118(LC 9) Max Up6ft1=480(LC 8), 11=-080(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied SOT CHORD Rigid celirg directly applied or 6-1-0 co bracing. WEBS 1 Row at mldpt 3-17, 6.14, 9-14 MITek recommends that Stabilizers and required cross brndng be installed during truss erection, In accordance with Stabilizer Installation culde. FORCES. Qb) - Max. Oomp/Max. Ten. - Ali forces 250 Cot or less except when shown. TOP CHORD 1-2=-3275/966, 23=3149/983, 34=-2591/646, "=-2506/869, "=-2437/904, 6-7=22791838, 7-8=-25051867, B-9--25911844, 940=3149A84, 10-11=3275/987 SOT CHORD 1-18=-9332950, 17.18=-9332g50, 16-17=6122291, 15-16=-612rMl, 14-15=-6872448, 13.14=413 2951, 12-13=-8352951, 11-12=-8352951 WEBS 3-18=01314, 3-17=-706/420, 5-17=100/462, 5-15=-107/396, 6-14--435/137, 7-14--1321627, 9.14--707/422, 9-12=04311 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat II; Exp C; Encl., GCpF-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water polling. 4) This toss has been designed for a 10.0 pat bottom chord live load norconarnert with arty other Me loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at Joint 1 and 480 It, uplift at joint 11. LOADCASE(S) Standard PE 76p51 �=d � - STATtZ'7F�j i��i/Fs101, S/oNI�1�NG \\` 10 4 -6altlian ThVTCotymNea�M Flom. FC5/BST 114 ., �. 6x7= 5.00 12 4 4x4 4x49 2 NSS NSS lype RYAN t452-hM1117( A5 HP 2 1 'ip" Jab Reference o -- 1.5x4 It 6x7 = s 6 3A 1 Seek - 1:71.2 40 Q 8\ 4x4 C fit, 9 517= 16 15 74 13 12 11 10 5x7= 3x5 = 1.5x4 11 4x6 = Us = 3x4 = 15x4 11 315 = 3x4 = Us = 14-0 424a e-0Q 761/ 138D 21-0a ffiBL W1-2 4&s 4 151} 4 1 &S1 1 ]'dU 1 7- 1 &S2 i&1 run tm Plate Offsets MY)- 11:0310,0301 W.D540-2-81164540-2A1 19:031003-01 LOADING (pst) SPACING- 2-0-0 CSL DEFL In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.29 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.521345 >957 180 BOLL 0.0 Rep Stress[nor YES WB 0.56 Hom(CT) 0.19 9 n/a n1a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 223 m Fr = 10% LUN®ER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied SOT CHORD 2x4 SIR No.2 SOT CHORD Rigid calling directly applied or 6-2-10 oc bracing. WEBS 2x4 SIP No.3 MTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 SP No.2 3-4-13, Right 2x6 SP No.2 3413 be installed during true erection, in accordance with Stabilizer Installation uids. REACTIONS. (lb/size) 1=1529N-8-0 (min. 0-1-13). 9=15291D." (min 0.1-13) Max Flom I-103(LC 9) Max Upli81=-072(LC 5), 9=-472(LC 4) FORCES. (Ib) - Max. Ccmp./Max. Ten - All forces 251) (Ib) or less except when shown. TOP CHORD 1-2=-3281/1030, 23=-3164/1045, 3-4=27241963, 4-5-2855/1104, 5-6=2865M 104, &7=-2724/963, 73=3164/1040, 8-9=-328111030 BOT CHORD 1.16=3972955, 15-16-8972955, 14.15=7232461, 13.14--7232461, 12.13=7192461, 11-12=7192461, 10-11=8942955, 9-10=-8942955 WEBS 316--0269, 3-15=563/351, 4-15=-79/443, 4-13=226/644, 513=4571348, 6-13=-226/644, &11=-79/443, 7-11=4563/352, 7-10=0/269 NOTES- 1) Unbalanced mof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.W; h=15ft; Cat II; Fxp C; Erd., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending 4) This truss has been designed for a 100 psf bottom chord live load nonconcu ert with ary other two loads 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 1 and 472 lb uplift at joint 9. LOAD CASE(S) Standard we PE 76p51 fi "STATEMf�; G Truss Truss IYPO RYAN 10r2hMITEK M MP 2 1 Job Reference o ' n — s(ANQfI IN59 C PM". HIRd. FL . 1Y 11 h 6610 1 11-60 (�-- 1 69-1/ 542 ..Y.lr a an rta 5x5 = 4 310= 316= 310= 5%5= e e v 8 Seale - 191.3 le l!, 14 315= 1bx411 3a= 416= 30= 416= 3,ie= 1.5x41t 315= lib db6D 1ssz M;4 ) I §Q_1 zt.oc 1 3aao ( 3S1t-z 1 acso 3 sao —To-14 Plate Offsets MY1- 11:0-3100301r1:0-1-141Edgel f11:03100-ML r11:1-43 Edgel LOADING (pst) SPACING- 2.0.0 CSL DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.31 15 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.5613-15 >879 180 BCLL 0.0 Rep Stress Nor YES WB 1.00 H=(CT) 0.15 11 n1a nlfu BCDL 10.0 Code FBC2017/rP12014 MatrixS Weight. 2181b Fr =10% LUMBER- BRACING - TOP CHORD 2x4 SP NO2 TOP CHORD Structural wood sheathing directly applied or 293 co pur8ns. BOT CHORD 2x4 SP M 31 Bdr CHORD Rigid calling directly applied or 74-7 oc bracing. WEBS 2x4 SP No.3 Mirex recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-105, Right 24 SP No2 2-105 be installed during truss erection, in accordance with Stabilizer Installation milde. REACTIONS. (Ibfsize) 1=1529103-0 (ndn 0-M), 11=152910-8-0 (min. 0-1.8) Max Horz1=88(LC 10) Max UpGft1=497(!-C 6), 11=497(LC 4) FORCES. 0b) - Max. Comp,/Mm Ten - All forces 250 (m) a less except when shown. TOP CHORD 1-2=-=111099, 2-3=324811113, 3-4=288811051, 4-5=-2638MO10, 55=-328011257, 6-7=3280111257, 7.8=-263811010, 8-9=-288811051, 9-10=-324811113, 10-11=-3301I1099 DOT CHORD 1-18=9652974, 17-18--9652974, 16-17=-1117J3216, 15-16=-1117/3216, 14-15=1115M216, 13-14=1115M16, 12-13=96112974, 11-12=96l2974 WEBS 3-17=403292, 4-17=-208f782, &17=d40f361, 7-13=-840/361, 8-13=-208//82, 9-13=403292 NOTES 1) Unbalanced root five bads have been considered far this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psh BC.DL=5.Opsf; h=15R, Cat 11; Exp C, Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondirg. 4) This truss has been designed for a 10.0 psf bottom chord rive load nonconament with arty other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 Ib uplift at joint 1 and 497 lb uplift at joint 11. LOADCASE(S) Standard no� M =CFI PE 76Q51 �- JOD 1ASbA-MRIX 1NSe •� i,., ✓ AB 'd3<+'iif•I (1:1(• Ilos type SPECIAL Ury lily 1 f — WM Jab.Retersnce.(optiona0 — t,-r - gepNnDTruss COmpmilev. Fab PleeO, R3dB51 pave 9.200 s Nit 35 2017 PMt s OQ 21201E hmas Ne. Mzn NOi 19 aL ]D18 Paps 1 i;n - 7VT gTKCI U ID:EePoUIv.('WA016vS07vTFdY75UC-0LBgTI(dLGty03a9nrfSD3RP91yd1eEeLne6z321VyHnsP .UE it�OS-0G" b4;6 Js.-;:^,:-- 8 -0-C 6x5 = 3x6= 6z5 = 11Us 3x4= _ --5 515= 3z4= 14 zr I� 6 7 09 T 12 TI egll 2 13 14 1 1� 21 20 19 18 17 16 iso�- 315 = 5z5 = 54= 3xa = 5x6 = 5x5 = IID4 LOADING (pst) SPACING- 2-0-0 CSL DFtL In (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.82 Vert(LL) 0.58 18 >819 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.9018-19 >522 160 BOLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.15 15 nla rda BCOL 10.0 Code FBC2017frPI2014 Matrix-S Weight: 228 Ib FT =10% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 -Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purfms. T2,T4: 2x4 SP No.3 BCT CHORD Rigid ceiling duectly applied or 2.2-0 oc bracing. BOT CHORD 2x4 SP No.2 JOINTS 1 Bruce at Jt(s): 10 WEBS ZA SP N0.3 MTek recommends that Stabilizers and required cross bracing be Installed during teas erection, In accordance with Stabilizer Installation uide. REACTIONS. (Ib51ze) 21=1554A-8-0 (min. 0.1-13), 15=1554f0-e-0 (nvn. 0-1-13) Max Horz21=81(LC 8) Max Uprifl2l=.626(LC 8), 15=485(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - AB forces 250 (Ib) or less except when shown. TOP CHORD 1-2-470210, 2-3=-2779/1103, 3-5=3806M587, 545--Q48M672, 6-7=456911841, 7-8= 69/1841, 8-9=402411556, 9-10=378411477, 10-12=378411477, 12-13=-27681946, 13-14=4891190. 3-4---261t119, 11.12=-2951W, 9.11=-2901126 SOT CHORD 1-21=-2351489, 20.21-316/489, 19-20=-1D102522, 18-19=1597/4048, 17-18=148114024, 16-17=317/2509, 15-16=-217/51% 14-15=-2171512 WEBS 2-21=-1397/689, 2-2(1=6872036, 3-19=376M700, 6-19=-613M(54, 6-18=-2191577, 7-18=377/285, 8-18=3151704, 8.17=-637/d93, 12-17=-741/1755, 13-16--6452001, 13.15=-1401/543 NOTES• 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Cpsh h=1611; Cat II; Exp C; Encl.. GCpk0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonoonamertt with any other five loads. 5) Pradde mechanical connection (by others) of truss to bearing plate capable of withstanding 626 lb upti t at joint 21 and 485 lb upidt at joint 15. 6) Graphical purlin representation does not depld the size or the orientation of the pudin along the top andfor bottom chord LOADCASE(S) Standard PE 76051 A. q 's Job Truss,'^ N55 YPO RYAN t1abANnIX M HIP 2 1 —= Job. Reference O " na — — - — — — 6.00 12 ,1 T . 6x7 = , 1.5x4 II 3xa = 30 = 6x7 = 12'E'd -- — 6x7 = 17 18 16 14 73 12 6x7 = 3x5 = 3x4 = 4x5 = 3x8 = 3x4 = 4xs = 30 = 3x6 = tea aaoa , 98a LV7L M ira zo la I u7$A0 I aao9oe 4Wa� , ..- m Plate Offsets "YI— f1:0310.03-01 r4:05-AG-2-91 19:05A40-2-81 r11:031003-M r15:0-2-8.0-1-91 LOADING (psr) SPACING- 2-M CSI. DEFL in (loo) Udefl Ltd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.56 Vert(LL) 0.3814-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.6414-15 772 180 BCLL 0.0 Rep Stress bcr YES WB 0.77 H=(CT) 0.15 11 n1a n/a BCDL 10.0 Code FSM017fl-p12014 MatdxS Weight: 212 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2'Except- , T2,T3: ZA SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP N0.2 235, Right 2x6 SP N0.2 238 REACTIONS. (lb/size) 1=1529,48-a (min. 0.1-8), 11=1529I0-&0 (min. 0-1-8) Max Horz1=73(LC 9) Max Uprtt1=523(LC 5), 11=523(LC 4) BRACING - TOP CHORD Struchaal wood sheathing directly applied or 3.0-14 oc purlins. BOT CHORD Rigid cefitg directly applied or 6-6-11 oc bracing. WEBS 1 Row nt midpt 7-15 MITek recormrrerols that Stabilizers and required cross braotg be instatied during truss erection, in accordance with Stabilizer Installation pulde. FORCES. go) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shn TOP CHORD 1-2=3273M204, 2-3=3219/1211, 3-4=304811137, 45=3699/7574, 5.6=-3699r1574, 6-7=3899/1574, 7-8=390011575, 8-9=-3046H136, 9-10=3219/1211, 10-11=3273112D4 BOT CHORD 1-17=-1057P2940, 16-17=-937)2793, 15-16=-93712793, 14-15=-1429/3900, 13-14=9342793, 12-13=9342793, 11-12=10542940 WEBS 3.17=-176264, 4-17=14ld68, 4-15=-55911341, 5-15=-434/329, 7-14--4740330, 8-14=-560/1342, 8.12=-14GO8, 9-12=-176264 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat 11; Fxp C; Find., GCpi=418; MWFRS (envelope); Lumber DOL=1.60 plate gdp OOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.D par bottom chord flue load nonconclment with arty other live bads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at Joint 1 and 523 lb uplift at joint 11. LOAD CASE(S) Standard f PE 76Q51 T tin ' STATEIWF /'. � ORID N. /,/�i 0/0WiL1�aG \\� -Truss Tmss Type RYAB 1152-/4M�K Am +I / 2 ' JoE Referexe o r� - 3)~:' 5.00 12 Mm m. 12-11.1L gR4 5x7'- t.6x4.11 3a = 4x6 = 1.50 11 3x4 = 517 = .:3 4 5 6 .i. 8 9 Scab = 1:712 IMP 21 20 19 78 17 16 15 14 13 122 5= 3x5 - 5a5 = 3x8 M785HS= 1.50 11 3x8 = 315 = Us = W= 5x6 W6= UM-1 LOADING (psf) SPACING- 2-" CSI. DEFL In (]cc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.6016-17 >787 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 I BC 0.51 ( Vert(CT) I -0.8316-17 >568 180 M18SHS I 2441190 BCLL 0.0 Rep Stress Ina NO WB 0.80 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight 432Ib FT - 10% LUNoER- BRACING - TOP CHORD 2x4 SP Nc.2 TOP CHORD Structural wood sheathing directly, applied BOT CHORD 20 SP M 31 BOT CHORD Rigid ceiling directly applied or 8-2-0 cc bracing. WEBS Zx4 SP No.3 OTHERS Ztr4 SP No.3 REACTIONS. (lb/size) 21-285ZD-8-0 (min 0-1-8), 122852/0-84) (min. 0-1-0) Max Hcrz21=57(LC 6) Max Upfift2l=-1298(LC 5), 12=-1298(LC 4) FORCES. Qb) - Max. Comp/Ma( Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-764M3, 2J=5434=1, 3.22=-7744f3791, 22-23=-774313791, 4-23=-774373791, 4-24=774313791, 24-25=-774313791, 25-26=-774313791, 5-26=7743/3791, 5-27=9097/4437, 6-27=9097/4437, 6-28=�097/4437, 7-28=-9097/4437, 7-29=909714437, 2930=-909714437, 30.31=-9097/4437, 8.31=-9097/4437, 8-32=775413797, 3233=-7755f3797, 9-33=-7755/37973 9-10=-5432/2600, 10-11=7671359 BOT CHORD 1-21=368/766, 20-21=426/766, 2034=-2311/4943, 34-35=2311/4943, 1935=2311/4943, 1936=4335f9118, 1830=-433519118, 1837=4335/9118, 3738=-433519118, 1738=433519118, 1739=-433519118, 39.4D=-43359118, 4041=-43359118, 1641=43359118, 16-02-368217754, 42-43=368217754, 15.43=3682/7754, 1544=3682f7754, 1444=368217754, 14-45=-2307/4941, 45-46=2307/4941, 1346=-2307/4941, 12-13=3741770, 11-12-374/770 WEBS 2-21=-2569/1274, 2-20=1990/4224, 3-19=-157813274, 4-19=572/500, 5-19=4615/767, 6.17=0/430, 7-16={753/491, 8-16=745/1578, 8-14--1388986, 9-14--1587f3289, 10-13=-1987/4219, 10-12=-2567/1273 NOTES. 1) 2-ply toss to be connected together wi i 10d (0.131"x3) reik as follows Top chords connected as follows: 2x4 -1 mw at 05-0 cc. Bottom chords connected as follows: ZA - 1 row at 0.9-0 oc Webs contacted as follows: ZA - 1 raw at 0-7-0 cc, Except member 20-2 2x4 -1 low at G-9-0 co, member 203 ZA -1 row at 0-9.0 oc, member 193 Zx4 -1 row at 030 cc. member 4.19 Zx4 -1 row at 0-9-0 cc, member 195 2x4 -1 row at 0-9-0 cc, member 5.17 Zx4 -1 row at 05.0 co, member 165 Zx4 -1 low at 0-9-0 c4 member 7-16 2x4 -1 row at 0-9.0 oc, chamber 16-8 2(4 -1 row at 0-9-0 oc, member 8-14 Zx4 - 1 row at 040 cc, member 14-9 Z(4 -1 row at 0-M cc, mender 13-9 2x4 -1 row at 0-9-0 oc, member 13-10 ZA-1 row at 0-0-0 oc. M 2) All bads are considered equally applied to all plies, except if noted as front (F) or bad( (3) face In the LOAD CASE(S) section. Ply tr�\\ \\\\� ply connections have been provided to dlsMbute only loads noted as (F) or (8), unless otherwise Indicated \ 3) Unbalanced roof live loads have been considered fa this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Ops; h=15ft Cat 11; Exp C; End, GCpF0.1S; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ` PE 76�51 Continued on page 2 job InIss Mae lype Qty RwAN tux-arnrtoc MG wa , 1ply t 2 Job Reference (optional) - r-*l3�wMmn TrvssCa�mtlea,-fatflaca,-R"�i951 Rur laPO a Nw 3a Ol PMt vTFa ?5 K Zeta 6Mg ZoK lea, Ne. Alan IN 1a BrRL78 liv Po 2 If2FaP0UIwCVVA076Yi907vTFdzTScKGrrtR6MgO7nKzwluLKbanA3lNmogBiR128o:livpyH�isN . N01E& .:y. .. .. 5) Provide adequate drainage to oteaventrwalef polldmg'-tic? ka �1' i"•- 8) All plates are MT20 plates unless -otherwise Indica-Cad. . 7) This toss has been designed for a t0.0.psf bottom chord INa load nonconwnent with arty othertive.lcetls. 8) Provide mechanical connection (by others) or tnsa*tobearing plate capable of withstanding 1298 Ito uplift at joint 21 and 1298 Ito uplift at joint 12. 9) Hanger(s) or other connection device(8) stall be pravitled sufficient to support concentrated load(s) 176 lb down and 238 Ib up at 76-0, 94 to dawn and 139 Ito up at , 9.6-12 941b down and 139 lb up'at 116-12, 94 lb down and 139 lb up at 136down -1Z 94 lb doand 139 Ito up at 15-6.12, 94 lb dawn and 139 lb up at 17-6-12. 94 lb down °- and 139 1b up at 19-6-12, 94 Ito down and 139 lb up at 21-00, 94 lb down and 139 8) up at 225-4, 94 to down and 139 Ito up at 24-54, 94 lb down and 139 lb, up at 285-4, 941b down and 139 lb up at' 285-4,.94lb down and 139 Ib up at 30-54, and 94 lb down and 139 Ito up at 3254, and 176 tb down and 238 Ib up at 34.&0 on top - chord, and 252 lb down and 123 ID up at 7-6-0,70I10down at 9512, 70 Ib down at 11572, 70 Ib down at 13572, 70 Ib down at 15512, 701b down at 17642, 70 Ib down at 19-6-IZ 70.Ib down at .21-M, 70 Ib down at.;2254,.70 Ib down at-245-4, 70-Ib down at 2654, 70 Ib down at 285-4, 70 tb down at 305-4, and 70 Ib down at '32-5-4, and 252 Ib down and 123 Ib"up at 3454 on bottom chord The desiWselection of such connection device(s) is the responsibility of others. 1) Dead + Rw fjhe (baianced): Lumber Increase=1.25, Plate lnraease=1.25 Unifomd Loads (plf) Vert: 1.3=--A 3-9=54, 9-11=54, 1-11=20 `Concentrated Loads Qb) Vert: 3=-129t81 6=-9401 9=129rB1 20=252fm 13=252fB1 22-9, 28c94(8) 29=54(13) 30=94(8) '(B) 43=47(B) 44-47(B) 45=47(8) PE 76p51 iO'��������� Job N55 Nss ype BYAN 14SS MREK B1 I COMMON 1 1 Job Reference o naI _ — — — -,"Q➢MIR1N59lAlQta116� t4[ llOCa� �l31Y>l 1M,.: IVro i N D:EaPOl11wGWA016N507vTFdz75cK-cry 1i1-7 Scala= 1:34.4 4x4 = 3 LOADING (psf) I SPACING- 24)-0 I CSL I DEFL In (roc) Wall Ud I PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.70 Vert(LL) -0.12 1-9 >999 240 MT20 244H90 TOM 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-9 >968 160 BC0.0 Rep Stress Ina YES WB 0.17 Horz(CT) 0.04 6 Na n1a BCDL 10.0 Code FBC2017/fP12D14 MatriKS Weight 96 to Ff = 10% LUNMER- GRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-" oc purilm BOT CHORD 2x4 SP Nc.2 BOT CHORD Rigid ceiling directly applied or 83-5 oc bracing. WEBS ZA SP N0.3 MTek recommends that Stabilizers and required croas bracmg WEDGE be Installed during truss erection, in accordance with Stabilizer Let 2x6 SP N0.2 Irstallation ide- SLIDER Right 2x6 SP NO2 2-9-10 REACTIONS. (lb/slze) 6=74010-8-0 (rrun 0-1-8), 1=74010-" (mm 0-1-8) Max Hcrz1=81(1..0 9) Max UpliR6=252(LC 9), 1=-258(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=-1381/484, 23=-1206/440, 3-4=-1121/405, 45=-1215/442, 53=1274/428 BOT CHORD 14=-457/1224, 819-204/837, 7A=-214/837, 6-7=J7911093 WEBS 2-9=-290/272, 3-9=182/449, 3-7=-1391329 NOTES 1) Unbalanced roof We loads have been considered for Ws design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vas&124mph; TCDL=4.2psC BCDL=5.OpsY h=15ft; Cat 11; Fxp C, Encl., GCpF0.18; MWFRS (emefope); Lumber DOL=1.60 plate grip DOL=1.60 3) This toss has been designed for a 10.0 psf bottom chord We load nonconcuffent with any other live loads 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at Joint 6 and 258 to uplift at )oert 1. LOAD CASE(3) Standard Id �\PN MI IBC / z i� N\i ENSF��(�/i/ PE76 51 c8 T " STATET7F—j i ORVD / i��iFss�oNAL II IUEaP0UIwCVVA01OnSO7vTFdz?5cKgwyz6MgDZOKzwiuLKbam31 Ng4g8URs18WIKpyHhsM 49 ,"- • r!i - - &`[T,. _ �. 1009 144 151-7 2640 Ty�w. 42-] '.•� V".. 3-99 IlL&0�980 34T ) 5-2-9 � Seale - 1:35.6 30= 6x6 5314= r� 1-0-0 7-71-13 13d-2 2044_ Plate Offsets (YYI— f19-0-01-3.21 f1'0-1.140-0.21 f3'0.2-00.2-111 f4•b2-80.3-01 IS'0.2-00-2-711 fB0-440-03j LOADING (per SPACING- 2-M CSL DEFL in pac) Well Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.70 Vert(LL) -0.12 1-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) .0.25 1-11 >950 180 BCLL 0.0 Rep Stress bier YES WE 0.17 Horz(CT) 0.03 8 nla nla BCDL 10.0 Code FBC2017/rP12014 MatrlxS Weight: 95 lb FT = 10% LUMBER, TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2 SLIDER Right 2x6 SP 1,10.2 2-9-10 REACTIONS. (lb/size) 8=740/0.8.0 (min. 0.141), 1=740/0-" (rren. 0-1-8) Max Horzl=76(1-C 9) Max Up8M18=-247(LC 9). 1=253(LC 8) BRACING - TOP CHORD Structural wood Sheathing directly applied or 4.2-13 oc purlins. BOT CHORD Rigid ceiling directly applied or B-10-12 oc bracing- MTek reccmmends that Stabilizers and required cross bracing be installed during foss enaction, in accordance with Stabilizer Installation ultle- FORCES. Qb) - Max. Comp lMax. Ten - All forces 250 "gb) or less except when shown. TOP CHORD 1-2=-1373/468, 23=1204/424, 5.6--1120/391, 6-7=1211/427, 7-8=-12681413, 3-4=1066/416, 4-5=995l489 BOT CHORD 1.11=-438/1215, 10.11=.192/839, 9-10=-192/839, 8-9=-305/1088 WEBS 2-11=268258, 4-11=-172/436, 49=-1311317 NOTES 1) Unbalanced =1 live bade have been considered for this design 2) Wind: ASCE 7-10, Vint=160mph (3aecond gust) Vasd=124niph; TCDL=4-2ps% BCDL=S.Opsf; h=151k Cat. II; Fxp C, Encl., GCpr--0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This buss has been designed for a 10.0 pal bottom chord live load nonccnament with any other live loads. 6) Provide mechanical connection (by otters) of toss to bearing plate capable of wi0standig 247 Ito uplift at joint 8 and 253 lb uplift at joint 1. LOAD CASE(S) Standard 1111/1, \\\\\\\\x ,I 8� % � PE 76p51 `A _._- NA Type 11YAN 1452-hMREK e3 MP 1 1 — �'-:-�rSaman TNss dmWartlas.-Fat Plmm'fL-]4951-- 4x4 = 6x1 = Scale = 1:34.2 3x8 II Plate Ofsets(YY)— fl:D",1.3-21 M:0-1-14"-21 f2'0-2-40.2-01 f3'0-5-042-81 f4:0-2-80-4-21 LOADING (psi) SPACING- 2-M CSL DEFL In (loc) Vtlefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.95 Vert(LL) .0.13 1-7 >999 240 MT20 240190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.28 1-7 >852 180 BOLL 0.0 Rep Stress Incr YES WE 0.10 Harz(CT) 0.04 4 rda nfa BCDL 10.0 Code FBC2017fTP12014 MatrbtS Weight 91 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP Nall -Except TOP CHORD Shictural wood sheathing directly applied T3: 2x6 SP Nc.2 BOT CHORD Rigid ceiling directly applied or 10-" oo bracing. BOT CHORD 2x4 SP No.2 MTek recommerWs that Stabilizers and required am bracing WEBS Dr4 SP No.3 be Installed dung truss erection, 1n accordance with Stabilizer WEDGE Installation flulde. Left 2(6 SP Na2, Right 20 SP N0.3 REACTIONS. Qbfslze) 4=740/0-" (min. 0-1-8).1=7401".0 (min. 0-1-8) Max Horz 1=61(LC 8) Max UpId4=228(LC 9), 1=-235(LC 8) FORCES. gb) - Max Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-12941395, 23=-1118f408, 3-4=-122aMB0 BOT CHORD 1-7=290/1112, 6-7=27011061, 5-6=270M061, 45=-273M056 WEBS 2-7=0f262 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1=160mph (3-second gust) Vasr1=124mph; TCDL=4.2psh BCDL=S.Opsf; h=15R, Cat II; Sip C; End., GCpi=1118; MWFRS (envelope); LunOer DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencunent with any other live bads 6) Provide mechanical connection (by otters) of truss to beefing plate capable of withstanding 228 Ib uplift at Joint 4 and 235 to uplft at Joint 1. LOAD CASES) Standard PE 76P51 � r FA,E'0E-'; l - m mes ype V RYAN 145ZA,WEK 840 ,. 3;,. : �.' NIP P1 1 Job Reference o nal -9autl�em Tn¢s Cm®aNas Fod Rvro.. L 951- w - - - Rwe B.2o0 a1 3y: "'S• - .. 5' ID.EaPWIVI-WA016wS07vTF&?5CK-J7NWBdGSgYBTXu157cFIbEUaAHollb1FRGPoKSL 6.0.0 10e 0 16-0-0 21-4-0 h 4-ao Sao i 6ao ' ('.�;�n v •rf Seale=1:35.6 4.7 4 e 1-9 Say = 10 II 3x4 = 1x4 II 54 3xB = I 1I I 1 15-0 Iz A &44&O I -0 11" V I Plate Offsets MY)- 11:0-4-10.Edge1 13.0-540-2-01 1545-40-2-01. 172-4-10 Edael - LOADING (psn) SPACING- 2-0-0 C81. DEFL in (loc) I/defi ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Veri(LL) 0.15 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Sc 0.60 Vert(CT) -0.21 9-11 >999 180 BCLL 0.0 Rep Stress [nor NO WE 0.26 Horz(CI) 0.07 7 Na Na BCDL 10.0 Code FBC2017/TPI2014 MatrixS Weight:103 Ib FT - 10% LUMBER- BRACING - TOP CHORD 2x4 SP 1,10.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 CC ptafins BOT CHORD ZA SP No.2 BOT CHORD Rigid calling directly applied or 5-10-13 oc bracing. WEBS 2tt4 SP No.3 Mile k recommends that Stabilizers and required aria bmctng SLIDER Left 2x6 SP No2 2.1042, Right 2u6 SP No2 2-10-12 be Nstalled during buss erection In accordance with Stabii¢er Installation ide. REACTIONS. (Iblshe) 1=1109Aa0 (min 0.1.8), 7=110910.8-0 (min 0-1.8) Max Horz1=-46(LC 9) Max Upilft'1=541(LC 6), 7=541(LC 9) FORCES. (Ib) - Max. CompJMax. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2284/1147, 23=.221311160, 3.12=-260117401, 12.13=-260(V400, 4-13=-2600/1400, 4-14=2600/1400, 14-15=-2600/1400, 5-15=-2601/1401, 5tr--221311160, 6-7=2284/1147 BOT CHORD 1-11=-1004F2041, 11-16=10052055, 10-16=10052055, 9-10=-10052055, 9.17=1(104M!i. 17-18=-10042055, 8-18=10042D55, 7-8=40032041 WEBS 3-11=281342, 3-9�-347/683, 45=-453/404, 5-9=347/683, 5.8=291341 NOTES- 1) Unbalanced roof Eve bads have been considered for this design 2) Wind: ASCE 7-10; Vutt--160mph (3second gust) Vasd=124mph; TCDL=4.2psY BCDL=5.0psf; h=15ft; Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This buss has been designed for a 10.0 psf bottom chord Me load nonconounent with ary other Uwe loads 5) Provide mechanical Connection (b7 otters) of buss to bearing plate Capable of withstanding 541 lb uplift at joint 1 and 541 lb uplift at Joint 7. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 169 lb up at 6-", 57 lb down and 107 lb up at 8.0-12, 67 lb down and 1(171b up at 10-0-12, 57 lb down and 107 lb up at 114A and 57 lb down and 107 lb up at 133.4, and 121 Ib down and 169 lb up at 154.0 on top chord, and IDS lb down and 100 Ib up at 6-0-0, 41 lb dawn at 8-0-12, 41 lb down at 1D-0-12, 41 lb down at 113-4, and 41 lb down at 1334, and 106 lb down and 100 lb up at 1534 on bottom chord The desigNselection of such Connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (Fj a back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Ircease=1.25, Rate Increase=1.25 Uniform Loads (pif) Vert 13=54, 3-5=-54, 6-7=-54, 1 7=20 Continued on page 2 �C1S \ / PE 76Q51 i SiT1 A i� i�p��.ci4�� 2 1J riles - - n155 ype RYAN 1452 MifEK BIG ^ • HIP, 1 1 - Job -Reference o na - _ Suibten Thrss CbmpeNo;FM-FlMro; FE3185� - FBIO0]WS Hw30AOI W30VTsOCc -J7 UrnOAWSVYS UI Manlb UWiIi821He pTe2 c{ ID:EaPoUIxGWAO16W5O7VfFdz75d(.RNW6tr1C5ugVBTXu15?cW1f£UaAHOI1b1 FROyHhs1 AY $"t LOADa Con rdra(ted Loads pb) ' °_"% =-N-, '`i46 uVert: 3=-74(B) 5=74(B) 10=27(B) 11=406(B) 8=-106(B) 12=-55(B) 13=55(B) 14=-55(B) 15=-55� (B) 16=-27(B) 17=27(B) 18=27(13) PE 76 51 �'d % "STATEUf✓ jg` Job— TnEss - ass Ype Y RYAN N52hM1TEK OI OOMMON 2 1 _ Job-Rdemace (aptionalli — - - - - '-scumarmza canpa , ren nnm, n xwr t 414 = . " 3 1-z '--` Seale - 1:2&3 I9 LOADING (psi) I SPACING- 2-0-0 I CSL I DEFL in (too) Wall Ltd I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) .0.17 1-6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.35 1-6 >558 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Hom(Cf) 0.02 5 nla rVa BCDL 10.0 Code FB=017rrP12014 Matrix-S Weight: 67 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4312 oc purlins, BOT CHORD 2x4 SP No.2 except end vedicals. WEBS 2x4 SP No.3 'Except- BOT CHORD Rigid ceiling directly applied or 95-14 oc bracing. W3: 2x6 SP No.2 M7ek mcc0 n ds that Stabilizers arxf required cross bracing WEDGE be Installed during Wss erection, In accordance with Stabilizer Left: 2x8 SP No.2 Installation uide. REACTIONS. (Usize) 5--60810-8-0 (min. 0-1-8). 1=60&D-8-0 (min. 04-8) Max Horz1=86(LC 6) Max Upli85=206(LC 9). 1=213(LC 8) FORCES. (Ib) - Max. CompJMax. Ten - All forces 260 gb) or less except when shown. TOP CHCRD 1-2=-10541388, 2-3=-814280, 34=5fi6254, 45=530246 BOT CHORD 1-7=3771928, 6-7=3771928, 5-6=171f717 WEBS 2-6=-303248, 35=451409 NOTES 1) Unbalanced roof five loads have been considered for this design 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vas&124mph; TCDL=4.2psF BCDL=5.Opsf, h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet bottom chord five bad nonconcurrent with arty other live loads. 4) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 206 It, uplift at Joint 5 and 213 lb uplift at joint 1. LOAD CASE(S) Standard PE 76Q51 r ' STATE 0F'j 02:- 1 Truss Imes Ina WA 115M-WIN C2 COMMON r 1 1 .bbRoferarce(o na — - - ;_.4-souNem_TAzs,Cq.I4oas, Fat Rana, R 319M7 .. .. _ _ —_ Pon: ezoo 9 t1o✓ 30 2at7 FfaC d23a s Od 212at8 64rd( memros, We Fbi Nw 18 0759A9 A19 Po pa 1 IO:EaPoUh14�/VA016W507vTFtlY15cK�,60)(1 hT4Pa69LZSOcEBSSBEe=RFFnoJytlhsK 2-aso-oz t1or10 I -0-i 1UW1 1 -0- too 700 « , Scale- 1:26.9 3x4= 1x411 6 3x4 = [d Us II -_- axa= too 1-4-0 &0-O 17-0-0 Plate Offsets (XY)- I1:0-M1-3-2111:0-1-140-0-21 I3:0-2-00-2-111 f5'0-2-00-2.111 f6,04-40-2-01 LOADING (pst) SPACING- 2-" CSI. DEFL In (loc) Udell Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.59 Vert(LL) -0.17 1.8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.36 1-8 1541 180 BCLL 0.0 Rep Stress Irmr YES WB 0.15 Horz(CT) 0.02 7 We n1a SCDL 10.0 Code FB=017frP12014 MatrixS Welght: 67 lb FT = 10% LUNIBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD ZA SP No.2 WEBS 2(4 SP N0.3'Except' BOT CHORD W3: 2x6 SP No.2 WEDGE Lett 2x6 SP No.2 REACTIONS. (lb/size) 7=6W/D.&D (min. 0-1-8), 1=6081049-0 (min. 0-1-8) Max Horz1=78(LC 8) Max Uplift7=197(LC 9), 1=205(LC 8) FORCES. 0b) - Max. Comp.lMax. Ten. - All forces 250 Qb) a less except when shown. TOP CHORD 1.2=-1041f362, 2-3=-828P264, 5-C>=-8891242, &7=526235, 34--744273, 4.5=-744273 BOT CHORD 1.9=-3461914, 8-9=346914, 7-8=-164f/44 WEBS 2-8=-281219, 4-6=-28/898 Structural wood sheathing directly applied or 5.0-2 cc puains, except end ver iwis. Rigid celing directly applied or 9.10-14 oc bracing. MlTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quids. NOTES. 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1=160mph (3-second gust) Vasd=124ffph; TCDL=42ps; BGDL=S.Opsf, tF15fk Cat 0; Fxp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate, drainage to prevent water pondin9 4) This truss has been designed for a 10.0 psf bottom chord live load nonconanerd with any other live bads 5) Pravide mechanical connection (by others) of toss to hearing plate capable of withstanding 197 lb uplift at joint 7 arrd 2D5 lb uplift at joint 1. LOAD CASE(S) Standard PE 76Q51 ;TATF0E— ' j J-11-1 1 Q/\ 40F _RID 1 !!� ONAL ECG ��\ 11111111\\\ Job Truss Imp 7 rel_ `� aYAr1 145 MMEK cm HIP 1 1 - Job Reference c ' ne - iNSS,Caripwfles, Fat Race, a a1951 4X7 3. 4X4 = Scale= 1:29.9 LOADING (psf) SPACING- 2-0-0 CSL DEFL In (Iw) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 8-10 >892 240 MT20 2441190 TCDL 7.0 Luntler DOL 1.25 BC 0.55 Vert(C) -0.31 8-10 >602 180 SCLL 0.0 Rep Stress Inor NO WB 0.11 H=(CT) 0.02 7 n1a Na BCDL 10.0 Code F8C2017/TPl2014 MatrixS Weight: 72 lb FT - 10% LUMBER- BRACING - TOP CHORD 2X4 SP N0.2 -EXcepN TOP CHORD Strncbual wood sheathing directly applied or 3-7-9 w purlins. T2: 2z4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9.611 oc bracing. HOT CHORD Zx4 SP M 31 MTek recommends that Stabilimm and required wars bracing WEBS Dt4 SP No.3 be installed during truss erection, in accordance with Stabiliser Instaflation Guide. REACTIONS (Iblsize) 11--MID-S-0 (nun. 0-1-8), 7=9281D.-0 (min. 0-1-8) Max Horz 11=46(LC 8) Max Uphill1=-462(LC 8), 7=-462(LC 9) FORCES. (lb) - Mm. Comp.IMat. Tern. - M forces 250 Qb) or less except when shown - TOP CHORD 1-2=11981606, 2-3 =13561721, 3-12=-11921W3, 12-13=1192f683, 4-13=11921683, 4-5=1356f720, 5-6=1198/606 GOT CHORD 1-11=-59211184, 10-11=-606I1184, 9-10=40411192, 9-14=60411192, 8.14-E0411792, 7-8=59211184, 6-7=59211184 WEBS 2-11=-463/318, 3-10= 285, 4-8=0284, 5-7=4631318 NOTES. 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; VuH=160mph (3-second gust) Vasd=124rrpN TCDL=4.2Fsf; BCDL=5.0psY Ir=15% Cat 11; Eep C; End., GCp1=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water polling. 4) This toss has been designed for a 100 psf bottom chord lie bad nonconanert with any other live loads. 5) Provide machanicai wnrectlon (ry others) of buss to bearing plate capable of withstanding 462 Ib uplift at joint 11 and 462 to uplift at joint 7. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 Ito down and 169 lb up at 6-0-0, 55 lb down and 107 lb up at 6-0-12, and 55 lb down and 107 lb up at 9.11-4, all 121 lb down and 169 lb up at 12-0-0 on top chc4 and 106 lb down and 1001b up at 6�0, 41 lb down at 8.0-12, and 41 Ito down at 9-114, and 106 Ito down and 100 lb up at 11-114 on bottom chord The desigrdselecttm of such connection device(s) is the responsibility of others. - 7) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (8). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads GA Vert 13=54, 3-4-54, 45=54. 15=-20 Concentrated Loads (lb) Vert 3=74fl 4=a4(F) 9=27(F) 10=106(F) 5=106(F) 12=55(F) 13=55(F) 14=-27(F) /Z \ C ENgF(1 PE 76Q51 }� 'STATenFj'.Q. /,,//FSS/ON''�G\\\\\ I V '/ ,ii!y� ,SalWern T�vu fmipaMn, Far Piam, Fl 34961it .y NSS NA ypa y RYAN t452AMITEK GB JACK d 1 Job Reference v na _ ---- _--- _-_ Wit 1�-4 t-9-ta 646 8-1-a 8-0-5 1d-0 IOS-111 3E-8 ~ 2St4 1 Scab= 1:17.2 Plate Offsets ().Y)- i20.0-80-1-121 f/:0-1-101-861 rM,0410-1-121 LOADING (psQ SPACING- 2-0-0 CSL DEFL In (lac) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.30 Vert(LL) -0.07 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.09 6-7 >834 180 BCLL 0.0 Rep Stress Incr NO WE 0.06 Hoa(Cr) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 30 lb FT - 10% LUNISER- TOP CHORD 2x4 SP No.2 BOr CHORD 2x4 SP Na2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims. 130T CHORD Rigid celTirg directly applied or 10.0-0 oc bracing. MR'ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabiltier Installation auide. REACTIONS. (Msize) 4-83/Mechanical, 5=10a/Mechanical, 7=25410-11.5 (min. 0-1-8) Max Hoa 7=123(LC 4) Max Uplffi4--59(LC 4). 5=57(LC 4), 7=166(LC 20) Max Grav4=95(LC 171 5=108(LC 1). 7=254(LC 1) FORCES. (Ib) - Max. Comp./Max. Tea - All tomes 250 6b) or less except when shown. NOTES 1) Wild: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psh BCDL=5.Dpsh h=15f; Cat 11; B(p C, Encl., GCpl=0.18; MWFRS (envelope); Lumber DCL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord Me load nonconcumard with any other live loads. 3) Refer to girder(s) for truss to truss comecdoce. 4) PmAde mechanical connection (try others) of truss to bearing plate capable of withstanding 59 Ib uplift at Joint 4, 57 Ito uplift at joint 5 and 166 Ito uplift at Joint 7. 5) Hanger(s) or other connection devices) shall be provided sufficient to support corroentreted loads) 30 lb down and 110 Ito up at 2-11-0, 30 Ito down and 110 lb up at 2-11-0, and 261b down and 52 lb up at 543-15, and 26 lb down and 52 lb up at 5.8-15 on top chord, and 71 Ito up at 2.11-0, 71 Ito up at 2-11-0, and 5 Ito dawn and 2Ib up at 5-8-15. and 5 lb down and 2 Ib up at 5-8-15 on bottom chord The desigdselectlon of such connection device(s) is the responsib'Ifi/ of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss am 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 (pif) Vert 14--54, 15=20 Concentrated Loads (Ib) Vert 8=72(F=36, B=36) 10=94(F=47, B=47) 11=3(F=2, B=2) PE 76Q51 T OR)o : ��N� S,/oN'1�NG \�'N l �- _ P as M True Call) N", Fat HOW. R 34951 , e ruse }, NR yps RYAN - Y 1d52-MMIT67C i'3•:> C17 LICK 2 1 _. _- _ _ Job Reference o ' nal 'v rye+ w-f 1-G-d 1-9-id 6.4-7 1D5.12 t0y-12 td-d �0.6-711 4-6-9 1 d-13 7 Plate Offsets MY)- i2A-0-80-1-121 f20-1-71-7-141 I8:0-0-00-1-121 LOADING (pst) SPACING- 2-M CSL DEFL in (loc) Ildell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TO 0.45 Vert(LL) -0.04 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(OT) -0.08 6-7 >999 180 BOLL 0.0 Rep Stress Incr NO WB 0.16 Ho2(Cr) 4.03 4 nfa n1a BCDL 10.0 Code FBC2017frP12014 MatdxS Weight: 41 Ito FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 20 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 4=111/Mechanicet, 6=234fMeohanical, 3=481f0-11-5 (min. 0-1-8) Max Hom 8=153(LC 4) Max Uplift4=-94(LC 4), 5=104(LC 4), 8=-166(LC 4) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1.2=381/115. 2-9=-443/159, 3-9=394M69 BOT CHORD 13=-1081383, 8-11=-249fd83, 7-11=-249fd63, 7-12=-249fd83, 6-12=-2491d83 WEBS 2-8=-303/190, 3.6=-431281 Structural wood sheathing directly applied or 6-0-0 0o pudina. Rigid ceiling directly applied or 10-0-0 oc bracing. Mirek recommends that Stabilizers and required am tracing be installed during truss erection, in accordance with Stabilizer Installation dulde NOTES- 1) Wind: ASCE 7-10; Vuft-160mph (3�cond gust) Vasd=124rrgh; TCDL=4.2paF BCDL=5.Opsf h--15tt: Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This trues has been designed for a 10.0 psf bottom chord We load nonconcurrent with any other live Ioa7S. 3) Refer to girder(s) for Mass to truss connections. 4) Provide mechanical connection (try others) of ass to bearing plate capable of wi0standing 94 Ito uplift at joint 4,104 Ito uplift at joint 5 and 186 to uplift at joint 8. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ito down and 38 Ito up at 6-0-7, 23 Ito down and 38 Ito up at 5-0-7, and 51 lb down and 93 lb up at 7.10S, and 51 It, down and 931b up at 7-10-6 on top chord, and 4 Ito up at 5-0-7. 41b up at 50.7, and 21 lb doom at 7-10-6, and 21 Ito down at 7-10-6 on bottom chord The design/selection of such connection device(s) is the resporsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the toss are noted as front (F) or back (13). LOAD CASE(S) Standard 1) Dead + Roof Lbre (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (p8) Vert: 1-0=-54, 15=-20 Concentrated Loads Qb) Vert: 10=39(F=19, B=19) 11=7(F=4, B=4) 12=24(F=-12, B=12) INN PE 76Q51 T ' STATEW�j ; q �L Job> NS6 N59 ype RYAN 10ZANMIX J1 JACK 1 Job. Reference. (oc52nre0. SwMan Truss CompWm, Fat Pleea, FL a4961 Pon: 82 s WW M17 Mt e2.10 s Od r 2019 M Ind hm4Ms Nc. Man Nw 19 07:66:11 2018 Pew 1 IOCEaPOU1wCWAOI 6wSO7vTFdz75ci(-JaLb lk;0oP�eC6ZReIW(g1RfNNickjZMbyHh1 A 1 �i Scale - 1.7.6 LOADING (psf) SPACING 2-0-0 CSL DEFL in (loc) Odell Lld PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.06 Vert(LL) 0.00 1 nlr 120 MT20 2441190 TOOL 7.0 Lurtdler DOL 1.25 BC 0.02 Vert(CT) -0.00 1 n/r 120 BOLL 0.0 Rep Stress Incr YES WB 0.00 Hcrz(CT) 0.00 nta rda BCDL 10.0 Code FBC2017yrP12014 Matrbr-P Weight: 5 Ito FT = 10% LUMBER - TOP CHORD 2r4 SP N0.2 BOT CHORD 2x4 SIP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 be pudms. BOT CHORD Rigid ceiling directly applied or 6-" oc tracing. MiTex recommends that Stabilizers and required cross bradng be Installed during buss erection, in accordance wdh Stabilizer Installation guide. REACTIONS. (tbrsae) 2=957Mechanical, 3=1410-8-0 (min. 0-1-8) Max Hom2=124(LC 1), 3=124(LC 1) Max Uplift?=54(LC 8) Max Gm2=95(LC 1), 3 29(LC 3) FORCES. cab) - Max. Comp.IMax. Ten - Ali forces 260 (Ib) or less except when shown. NOTES. 1) Wind: ASCE 7.10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15fF Cat II; Exp C. Encl, GCpi=-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord five load nonconwnent with arty other Me loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 54 lb uprdt at)oirlt Z 5) Non Standard bearing mndFdom Review required LOAD CASE(S) Standard PE 76Q51 Z Yr "STATES jxrlPO 1 0ONAI0NG``\ 'Q Job M ype 11YAN _ _1452AkM 1 K _ _ J2 JACK 8 1 — JotrRefersnce-foofiDnaq S0u0 lr ro COnpaNes, FOn Pimco, FL 34451 Run. 8200 s No, w =7 P u2 s 02 z1 z . w,k Nd.M% he Mm Nw 19 0738:11 3018 Pepe „ ID:EaPOUMCVVAOI&vSO7vTFdz75cK-ji3LbwkcOgPPeC6ZReiDMRehNfkjZGv2vta LOADING (Pat) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BOLL 0.0 Rep Stress Incr YES BCDL 10.0 Code F13020177TPI2014 LUN®ER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS D(4 SP No.3 1-4-0 1: 0 ~ 0�0 Scab = 1:8.7 CSL DEFL in (too) UdeO Lid PLATES GRIP TO 0.07 Vert(LL) 0.00 5 >999 240 MT20 2441190 BC 0.06 Vert(CT) 0.00 I 5 >999 180 I WB 0.02 Horz(CT) -0.00 3 n/a nfa Matrix-P Weight: 7 lb FT = 10% BRACING - TOP CHORD Stnxtunil wood sheathing dkeoW applied or Z4)-0 oc purfins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordame with Stabilizer Installation guide REACTIONS. (lb/size) 3=-34tMechanloal, 4--431Meehanical, 6=223M-" (min 0-1-8) Max Horz5=43(LC 8) Max Uplift3=34(LC 1). 4--43(LC 1), 5=-66(LC 8) Max Gmv4=5(LC 8), 5=223(LC 1) FORCES. Qb) - Max. CompdMax. Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vas&124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ik Cat 11; M(p C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 per bottom ctmrd live load nonooncurrent with any other five foods. 3) Refer to girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of wierstandirg 34 Ib uplift at joint 3, 43 Ib uplift at joint 4 and 66 lb uplift at joint 5. LOADCASE(S) Standard PE 76p51 N 7,so I i I t 1k\��\� JobI ype Y RYAN 1452a MFEK - J3 JACK • 1 Jab -Reference toolionaA - - 0 - - - - southem Truss C Min. FOR Plm , K 3e951 bun: 8300 s Nw 30 2017 Pmt a2i0 s Od 21207e MITek Ndisims, Ine Nm Nw 19 073aY0 Z(Ila Pam 1 ID:EaPOUIwCWA016v4O7vTFdC750K-F), kMi5r)YnVci;47Thg1Uy2JWeFvaUrWhN/eyrms. 1h0 ac-u 1�4-1 1 2-2-0 � Scale = 1:11.8 LOADING (ps1) SPACING- 2-0-0 CSL DEFL In (Joe) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.08 Vert(LL) 0.00 5 >999 240 MT20 244190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BOLL 00 Rep Stress lnor YES W8 0.03 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight 12 lb FT = 10% LUMBER- BRACING - TOP CHORD ZA SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oo purlins. BOT CHORD 2x4 SP No.2 BOi CHORD Rigid calling directly applied or 10." uc bracing. WEBS ZA SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during tnes erection, in accordance with Stabilbr Installation nuide. REACTIONS. (lb/stze) 3=38/14echanical, 4-8/Mechanical, 6-20810-8-0 (min. 0.1-8) Max Hom5=72(LC 8) Max UpIi 0--48(LC 8), 5=62(LC 8) Max Giav3=38(LC 1), 4=28(LC 3), 5-M8(LC 1) FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when stxrvm. NOTES 1) Wind: ASCE 7.10; Vult-I60mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=5.Cpsf; h=15f; Cat II; D(p C;, Encl., GCpt-0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 2) This has has been designed for a 10.0 psf bottom chord live load nonconwrrent with ary other live loads. 3) Refer to girder(s) for truss to buss connections. 4) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 3 and 62 lb uplift at joint 5. LCAOCASE(S) Standard PE 76Q51 T r 'STATEIOF�, Z �49 1J52M1Mn'EK J4 lype JACK — - - - - - - - - - Y 8 1 - - - 0.yAr1 JotrReferenca o ' na - - - __— sarNem T=5 Cmpanles, Fat PIV W, R 3 as1 4 �� c fi.'tR9Y:I k�.y��� X1.+yJ'ie SaTJ!P u. MN:tl1W5aWYILVI/S'TGOLYIYV¢<,[v,e M.—n,--Y dXjl c. •.+ ID:FaPoUMGWAO16YJ30NTFdYiSd(-FWSIQJiSrjYnVd�r.O7ThgtUg2lReFgaUrWMWB hsJ Scale= 1:178 LOADING (pet) SPACING- 2-0-0 CSI. DEFL in (Ioc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.09 Vert(LL) -0.00 4.5 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4-5 1999 180 BCLL 0.0 Rep Stress Inor YES WB 0.03 Horz(Cf) -0.00 3 n1a n1a BODL 10.0 Code FBC2017/7PI2014 Matrix-P Weight: 13 lb FT = 10% LUMBER - TOP CHORD 24 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS Dr4 SP No.3 BRACING - TOP CHORD St uturai wood sheathing directly applied or 4-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-" cc bracing. Mfrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS. (Ibfslze) 3=5411vtechaNeal, 4-17/Mechanical, 5=220/0-8-0 (ntln. 0-1-8) Max Horz5=83(LC 6) Max Upbft3=-W(LC 8), 5=-66(LC 8) Max Grav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) FORCES. (11b) - Max. CompJMax. Ten - All forces 250 qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15fk Cat II; Exp C; Encl., GCp--0A8; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load noncpnwrrent with any other live Iea ts. 3) Refer to gkder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 3 end 66 lb uplift at joint 5. LOAD CASE(S) Standard PE 76P51 T tit "STATECf j. ��� N /////), S70NA�'\ �G --"tL,;sz_AMTEXx--__ trnnccI- Scale= 1:16.5 B LOADING (pst) SPACING- 2-" CS1. DEFL. In (loo) Wall Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) -0.01 45 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 45 >999 180 BCLL 0.0 Rep Stress incr YES WB 0.05 Horz(Cf) -0.01 3 Na Na BCDL 10.0 Code FBC2017JTP12014 Matrix-P Weight 18 It, FT = 10% 1. LUNMERr BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing direr applied or 6-6-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direoty applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required Dross bracing be Installed dwing lass erection, In accordance with Stabilizer Installation guide. REACTIONS. (IbIsize) 3=96/Mechanical, 4=40IMeohanioal, 5=26710-8-0 (min. 0-1-8) Max Hom S-113(LO 8) Max Uplil3=-93(LC 8), 5=-BO(LC 8) Max Gmv3=96(LA 1), 4=71(LC 3), 5=267(LC 1) FORCES. (lb) - Max. Comp,/Max. Ten - All forces 250 (lb) or less except when shown NOTES. 1) Wind: ASCE 7-10; Vuft=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat II; Pxp C, Encl.. GCpl-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom ctord live load nonconc anard with any other live loads. 3) Refer to girder(s) for truss to thus connectli 4) Provide mechanical connection (by others) of lass to bean g plate capable of withstanding 93 lb uplift at Joint 3 and 80 It, uplM at Joint 6. LOAD CASE(S) Standard \\\�`'GH B t<� (� PE 76Q51 z r STJA �ORID G�\N //ASS/ON\ /�'e JOD hiss N55 ype ly aYAN iC52A-MITIX JB JACK f0 1 Job -Reference. o-' na -. :—— SOONem iNzs caroames, non warm. ar aasar .- - D.EapOUIV WAOI&vS07vTF&?5cK-FW5kNi5diYnVAal1)7Thg?R52GIeFSaD WMW6ynhsd 1-4-0 6-0-0 LOADING (pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2K4 SP No,2 WEBS 2x4 SP No.3 I SPACING- 2-0-0 CSL Plate Grip DOL 1.25 TO 0.26 Lumber DOL 1.25 BC 0.20 Rep Stress Incr YES WB 0.06 Code FBC2017JfP12014 Matrix-P DEFL in (roc) Mail L/d Vert(LL) -0.02 45 >999 240 Vert(CT) -0.04 45 >999 160 Horz(CT) -a.02 3 Na Na Smb= 1:17.8 PLATES GMP MT20 2441190 Weight: 19 lb FT = 10% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins. SOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (Ib/size) 3=109/Mechamcal, 4=47/Mecharkal, 5=283M-8-0 (Mn. 0-1-8) Max Harz 5=124(LC 8) Max Uplift3=404(LC 8), 5=-85(LC 8) Max Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES, 6b) - Max. CompJMax. Ten - All forces 250 (Ib) a less except when shown. NOTES. 1) Wind: ASCE 7-10; Vut=160mph (3-second gust) Vasd=124mph', TCDL=42psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; End., GCpt=0.18; MW RS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard We load nonconcunent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 85 lb uplift at joint 5. LOAD CASEIS) Standard PE76Q51 i1 Z r "STATEI�;. �ORID J \�� %7SGinN 11 � o Nsa hiss ype RYM f15&A-MITM J7 JACK 15 jll1 — --_ —__ — — —1. — _- Job Relevance (Optional) — — — 6WgCR1 INSS ClLnpeN09. fee HBCB. rL SaW� 1 2X6 II RWIbEaPOUIv/- VAOI6wSO7vTFdZ?5cK-n,MjX1hT4Pah91.2)SOCE8SF0Xe75vnsRFFno_yl'l{isiC LOADING (pat) SPACING- 2-0-0 OSL DEFL in (loc) Mail Ud TCLL 20.0 Rate Grip DOL 1.26 TO 0.61 Vert(-L) 0.07 4-5 >978 240 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) .0.13 45 >569 180 BCLL 0.0 Rep Stress Ina YES WS 0.08 Horz(Cr) -0.05 3 r✓a n/a BCDL 10.0 Code FBC2017/rP12014 Matrb(-P LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS ZA SP No.3 scab -1:2a.8 PLATES GRIP MT20 244n90 Weigtd: 24 lb Fr = 10% BRACING - TOP CHORD Structural wood sheathing directly applied or 660 oc pudins. BOT CHORD Rigid c ilirgt directly applied or 10-0-0 oc bracing. MTek recommence that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide- REACTIONS. (lblsize) 3=148/Mechanicel, 4=67/Mechanical, 5=335/0-8-0 (mla 0-1-8) Max Hom 5=155(LC 8) Max Up1f t3=136(LC 8), 6=-101(LC 8) Max Gmv3=148(LC 1), 4=110(LC 3), 5=335(LC 1) FORCES. (lb) - Max. Comp.IMax. Ten - Ali forces 250 (Ib) or less except when shown. WEBS 2-5=-295272 NOTES 1) Wind: ASCE 7-10; VuIH60mph (3-second gust) Vasd=124mph; TODL-4.2psf; BCDL--5,0psf; h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This toss has been designed fora 10.0 psf bottom chord live Wad noncencurrent with any other live loads. 3) Refer to glyder(a) for toss W truss connections. 4) Provide mechanical connection (by others) of tNss to bearing plate capable of withstanding 136 lb uplift at joint 3 and 101 lb uplift at Joint 5. LOAD CASE(S) Standard PE 76j]51 fi T STATE-Utq— l .� � I1-Iq A 1ORI'D YONAL LNG �\\� llll 1 I II1\\\ • Jr JODNas N59 ype NYAN 1a5bhMREK J88 MONO TBU99 2 1 Job Refenmce o ' Sm0 TNss CwWa., FW Pion. R M51 i-•+)4teup Rm 8300s Nw sa=7 Rht a.2w s Od 212018 MIT& hda , ine Mon Nw 1907:56:10 M18 Pew1 16EaPoUwCVVA016wSO7vTFdY15cK-FW51Mi01'nVd Gj7Thg?Sn2HQeFXaUvWMWBynn9J iS0 5.8-0 • 19 1 4-0-0 1 Grab= 1:16.8 Plate Offsets fX.YI— 12:0-0-12 0-1-121 I5-0-1-81-2-01. 159-0-00-1-121 _ LOADING (psi) SPACING- 2-0-0 CSL DEFL In (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Ved(CT) -0.03 4.5 >999 180 BOLL 0.0 Rep Stress Ina YES WS 0.05 Horz(CT) -0.02 3 n/a n/a SCOL 10.0 Code FBC2017rrP12014 Matrix-P Weight: 18 Ib FT = 10% LUNBER- TOP CHORD 2x4 SP N0.2 BOT CHORD 2c4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ibfsize) 3=1001Mechaniml, 4=42/Mechanira4 5=272/0-M (min. 0.1.8) Max Hon:5=117(LC 8) Max UpI1ft1=-97(LC 8). 5=81(LC 8) Max GNv3=100(LC 1), 4-75(LC 3), 5=272(LC 1) FORCES. (Ib) - Max. Cc mp,/Max. Ten. - All forces 250 (ib) or less except when shown. Structural wood sheathing directly applied or 5-&0 0o pudins Rigid ceiling directly applied or 10-M oc bracing. MTek recommends that Stabilizers and required am bracing be installed during buss erection, in accordance with Stabilizer Installation mulde. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=42psF BCDL=S.Opsh, h=15ft Cat II; E(p C', Encl., GOp1=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 2) This toss has been designed for a 10.0 pat bottom chord live load nonconamend with any other foe loads. 3) Refer to girder(s) for toss M buss connections. 4) Provide mechanical connection (by others) of toss to bearing plate capable of withstanding 97 lb uplift at Joint 3 and 81 Ib uplift at Joint 5. LOAD CASES) Standard \\\��x\�_.`.1 NI SC l /Z .d 1 PE *� - STAT tvF—•-; p� ,. I►-Iq� %�� 11l .� �ORID1.��N� SS%NAI G U Job Truss I Wes (YPe RYAN 10Z- Mrm MV1 VALLEY 2 t Job Reference (mall TuaINGn Truss CmlpeNea. Fah flan. FL 31951 Rw: 030e s Nov 30 N17 P 1 890 s Ok Z1 Zeta EX Yl qAP be Mon Na/ 18 er:56:11 ie16 Papa 1 'ID:EaPoUMCWAO1dY5O7vTFdYlScKiDUsllkcOgPPeC6ZReE0(gNRfGPfick)ZGVlbyliiu L LLV 1 2-0-0 I Scale -1:6.9 20 G LOADING (psi) SPACING- 2-0-0 CSL DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TO 0.04 Vert(LL) nfa - r9a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) Na - We 999 BCLL 0.0 Rep Stress Irwr YES WE 0.00 Horz(CT) -0.00 2 Na nfa BCDL 10.0 Code FBC2017rrPf2014 Mabbr-P Weight: 51b FT = 10% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 1=47124)-0 (min. 0.1.8). Z-342-M (min 0-1-8), 3=132-0-0 (min. 0-1-8) Max Horz 1=28(LC 8) Max Upliftl=-14(LC 8), 2=31(LC 8) Max Gmvl=47(LC 1), r-34(LC 1), 3-25(LC 3) FORCES. (Ib) - Max. ComplMax Ten - All forces 250 Ob) a less except when shown. Structural wood sheathing direoW applied or 243-0 oc pudins. Rigid caging &rac0y applied or 10-0-0 oc bracing. MITek racomrtends that Stabilizers arid required Cross bracing be InStaged during truss erection, In accordance with Stabilizer Installation avide. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vas&124mph; TCDL=42psf; BCDL5.Opsf, h=15f; Cat II; Bxp C, End., GCpt=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Enable requires continuous bottom chord bearing. 3) This toss has been desigred for a 10.0 pat bottom chord live bad nwnconcunent with any other five leads. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ito uplift at Joint 1 and 31 Ito uplift at joint 2. LOAD CASES) Standard ,/ NN PE 76Q51 r ;- :I V - - STATET)ff I, 0RID NS5 Iniss lype RVAN 1452AMITEx W4 VALLEY 2 1 .bb.Reference o ' na — - -C=IYICII-rN39 Vellx�tl6� rqf HORTL-1.1U11 2x4 f e3We NwW201/HnC n.l3Je 0¢31 F119 MTtlt PORVb;Nc rMINw 18 W36:11 me PoB�1 ID.EaPOl11x41NA01W't0 V,05dFJ13UzjkcOgPP:&6rMlsRdjNkW1 jM ylihsl 3 3 scale n 1:11.1 LOADING (psQ SPACING- 2-M Cat DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.25 Ved(LL) nfa nfa 999 MT20 244M90 TODL 7.0 Lumber DOL I 1.26 BO 0.19 Vert(CT)Na I rda 999 I BCLL 0.0 Rep Stress her YES WB 0.00 Horz(CT) 0.00 nfa n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight 13 lb FT = 10% LUf4BER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 SOT CHORD REACTIONS. (lb(size) 1=11614-0-0 (otin 0-1-8), 3=11614fiU (min. 0-1-8) Max Horz 1=64(LC 8) Max UpllM=35(LC 8), 3=-62(LC 6) FORCES. (ib) - Max. CompJMax. Ten - All forces 250 (ib) or less except when shx Structural wood sheathing direly applied or 4.0-0 oc purfins, except end verticals. Rigid ceiling direly applied or 10-0-0 oc bracing. MTMTeK recamnlerdI that Stabilizers and required cross bracing instagetl tluring truss erection, in accordance with Stabilizer Irrstellatlon guide. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasct124mph; TCDL=42pst BCDL=5.W, tr-151k Cat II; Fxp C, EncL, GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing 3) This truss has been designed for a 10.0 psf bottom chord INe load nonconcunent with any other live Icads. 4) Provide mechanical connection (by others) of trues; to bearing plate capable of withstarxfing 35 lb uplift at joint 1 and 62 lb uplift at Joint 3. LOAD CASE(S) Standard GE PE 76Q51 A LA ' Scale: 3r4"' 1.5x4 II 2 3 2 4 s 1bx4 II LOADING (psf) SPAC0 C— 2-" CSL DEFL In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.73 Vert(LL) tda - tire 999 MT20 2441190 TOM 7.0 Lumber DOL 1.25 SC 0.56 Vert(CT) rule - rde 999 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(C) 0.00 nfa life BCDL 10.0 Code FBC2017/TP12014 Matrix-P Welgtd: 20 tb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP N0.3 BOT CHORD REACTIONS. (lblsize) 1=190160-0 (min. 0-1-8), 3=190fiM-0 (min. 0-1-8) Max Horz1=105(LC 8) Max Upliftl=S7(1-C 8), 3=101(LC 8) FORCES. Qb) - Mm Comp/Max. Ten - An forces 250 Qb) a less except when shown Structrual wood sheathing direoW applied or 6.0.0 oc purtins. except end verticals. Rigid ceiling directly applied or 10AW oc tracing. Mllek accmrt ndq ttffi Stabilizers and equiretl cross bracing be Inshatled during truss erection in accordance with Stabilizer Instellatron guide. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vas&-124mpN TCDL=4.2psf; BCDL=S.Opsf; h1511; Cat II; Exp C, End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires corfinuous bottom chord bearing. 3) This truss has been designed for a W.0 psf bottom ctnrd live bad nonconwirent with any other live Ioads. 4) Prailde mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 1 and tat b LORI at joint 3. LOAD CASE(S) Standard ��GENSF•��'�/�i PE 76p51 wff ` - STAI ET01 j \N ////)S/ONA1-�ENG N