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Home My WebLink AboutTRUSS PAPERWORK 2_, r SOUTHERN . TRUSS COMPANIES Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 '2) 464-4160 * Fax: (772) 318-0015 Job Number. J1800507 Customer: Name: RYAN Address: City, ST, ZIP: General Truss Engineering Criteria 8t Design Loads Buflding Code and Chapter. Computer Program Used: FBC2017/TP12014 MiTek Version: 8.20 Nov 3 Gravity: Gravity: 37.0 psf ROOF TOTAL LOAD N/A Wind Building Authorfty: 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) Collier County No. Date Tniss ID# 1 07/05/18 Al 2 07/05/18 A2 3 07/66/18 A3 4 07/95/18 A4 5 07/65/18 AS 6 07/05/18 A6 7 07/05/18 A7 8 07/05/18 A8 9 07/65/18 A8G 10 07/65/18 B1 11 07/65/18 B2 12 07/66/18 B3 13 07/66/18 84G 14 07/66/18 cl 15 07/66/18 C2 16 07/66/18 C3G 17 07/65/18 CJ6 18 07/65/18 CH 19 07/05/1.8 11 20 07/05/18 J2 21 07/66/18 J3 22 07/65/18 J4 23 07/65/18 J5 24 07/05/18 J6 25 07/05/18 J7 This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentification 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 Tniss ID# 26 07/06/18 J58 27 07/05/18 MV2 28 07/05/18 MV4 29 07/05/18 MV6 Page 1 of 1 RECEIVED FEB 0 6 Z019 ST. Lucie County., Permitting TYPICAL DETAIL 9 CO►RNER. - HIP N07 NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 132.�5# per Nail (D.0.LFactor--1.00) ®UP To 265 = 2-16d NAILS REQ'D. rids toe nails only have 0.83 of UP To 394# = 3-16d NAILS REQ'D. -lateral Resistance Value. B 12 40 40 40 �11 A J3 J5 use. 2-16d toe nail r,z � TC BC_,% H7 (H Typical lack 45' -r—Fl r- ----T----'r- attachment use toe nailafl a A TC TYPICAL CORNER LAYOUT & ?-16d ,I Typical Hip jack' attachment FASTENER CHORD HANGERS GIRDER JACK J1-J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - BC ------- 2-16dnails - - --- TC - - - - - - - 2-16d nails - - - - - J5 TO HIP JACK GIRDER BC - - - - - -- 2-16d nails - - - -- J TO HIP GIRDER TC - 3-16d nails - = _ = _ _ _ _ BC - 2-16d nails - HIP JACK GIRDER (CJ7) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - -- 2-16dnails ----- MINIMUM GRADE OF LUMBER LOADING (PSFj SM INCR: 009 � T.C. 2x4 SYP 2 '2x4 FBC2017 L 0 TOP 20 B.C. SYP #2 WEBS 2x4 SYP No.3 81MOM SPACING OD 1tl 24 O.C. SOUTHERN TRUSS COMPANIES M. Bleakly Struct En9 #7 Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, R. 34951 (800)232-0509 (772)464-4160 Fak:(772)318-0016 1 2590 N. Kings Highway. Ft Pierce. FL i51 772-464-4160 1 TYPICAL DETAIL (9 CORNER - HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. (Z) UP TO 2651 - 2-16d NAILS REQ'D. 132.5# per Nail (DAI-Factor=1.25) rids Itoe nails only have 0.83 of @ UP TO 394# = 3-16d NAILS REQ'D. lateral Resistance Value. I r12 J1 LOVER ! -9O �O 40 �@ I O 1 use 2-16d ' � (HP q) �� toe nail ® Q TC do Bc. al jack 45' - - ---- % hment %use 3-15d toe nail TYPICAL CORNER LAYOUT & 2-16d 1 Typical Hip -jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC - ------ 2-16dnails - - - -- BC - - - - - - - 2---16d nails - - - - - JS TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - - - 2-i 6d nails - - - - - TC - - - - -- 3-16dnails - ---- BC - - - - - -- 2-16dnails - ---- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC - - 3-16d nails SC _ _ _ _ _ - 2-16d nails - DE OF L UMBI7t LWING (PSF) FaRc20lN7 25x MINIMUM :2*4 T.0 z4 S(Pa L 0 B.C. - SYP 2TOP. 20 WEBS x4 SYP No.3 EuriaM 00 10 S'ACWG 2e O.C. I I i SOUTHERN L Fart Pierce Division TRUSS 2590 N. Kings HFort Pierce. FL i3ghway, 4951 C (MPAN1 E S (800)2 2 0509 (772)464-4160 hft//.,,,J01&1en1bU11=M Fax:(772)318-0016 M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 CO 'Mount Hanger Charts MiTeK Jolstsiae SWdk KiLt' Ref NaGau Mai t!812d�r.,' lift 4 Rear 100% -low J124 I LL24 20 I 1_9/16 a 1112 15116 10d , 2 I(ld x VIA ::470. Sm"40 :sm I- Sm. 5. 1 KF2 l6d 2 IGdxI -1/2 - See. 640 UO - `69Y.': 320 JL241F-72 18 1-W16 3-1/8 1-112 - - 4.1 IOdHDG 2 10dx1112HDG .465' 535:1 560, 280 311RI, F32_ -4 FI6dRDG 2, 10dx11IHDG .55B' 05-1 6:15J '.280, 280, 2x4 JLM24 LUS24 18 1-MG 34/8 1-V 1 - 4 10d .2 10d 05- 111775.. SM ' 510 10 SM4 U24 16 VW16 I 3-1/4 2 I-W16 - I 4 10d 2 lod x.1-112 SM BM7 SbF..l 380 L 16d 2 10:1XI-112 665. HD26 HU26 14 VW16 3-1/2 2-1 1-1/8 Nin 4 IN 10d x 1412 -'60 745 '30;: F2 Eiax --L 4 6t5.: GNL 745.1 5W.. r .0 ':'Wd•.74�5* 1:� 1 Od ii 14-t 710 808' Um -6 %lW 4. 10d am. ice. 650 9 "10d HW- -.,4- -10d XI-112 HDG 6ME Boa am. - 730. 31, Rl, F32 -1 6d HDr �4 - I locf)e.vinHor. 1035 730. q. -4 jf- 10d-'-.::.4 .1 10d ;f M-f low I IMM: 1115 94 5, R5. F2 MUSH,,! 6 -5 -VIV. m _., .1 -710d`�: 6 1285 -1475.116651* 865 • 131, Rl, F32 2 x 6.'* 5-Va.. 1 �!'gl .4A.:--lDd*l1&---' .7511 ..:755. :15 J4^Mlld_ -t4j. 880 10000 10M .7W :-MUSM" 4-.'NM26 '�J: flU2 . 5 14. sm. 5-7116- -14 - 4 . -.-..16d 16d T:6 2- 4 (.:-..'16d • .,.*10d x 1412 2768 615 Mo 60 - - -7,45.1- 365. _M 5. K bl S'' SM F7-4-5 T M SAX ow aH10di-12A * 123E 139011490 -780 F2 .4 6 12* 13M 14M1 825. .126 LL126 20 1-4/16 4.314 1-1& 16116 - a 10d 4 1 10dxI-1/2 710-11 80 1 $70 1 650. 6 16d 4 1 10dxl-12 .80, BM JIM 650• &MIF-12 WMSZ 18 1-9116 4-112 1-112 - - iG 10d HE 4 10dxl-112MS &W. . -730 M.M. I F32 6 16d HOG 4 10d x 1-1/2 HN 8311 .-9W MS. -730 JL28 urn 20 1-9/16 6-318 I-IJ2 1 IU16 - 10. 1001 6 10d x I-IJ2 118ft A Fl!5% F2 10 16d 6 10d X 1-112 1400, 16MJ 174c 1 85&: JL281F7Z - 18 I-W16 6-1/8 1112 - _ 8 10d HOG 4 10dx1-12HDG ..930 � 1065 111601 .730:: 31, Rl F32 8 16d HDG 4 10dxl-lt2HOG. 1105:121511215 730 JLIS26 LUS26 18 1-9/i614-13116 1 V4 1 - 4 10d 4 10d .BM 1115*, JUS25 LUS28 I IS 1-9/16 &5/8 1-3/4' 1 - 6 10d 4 10d 1t10t1270113751 .1115. 5. 115, F2 MUS26 MUS26 18 1-8116 5.1116' 2 1 - 6 10d 6 10d I285tI475 1605• 865- 31, Rl. MUS28 MUS28 18 l-WIS 7-1/16 2 1 - a 10d, 8 10d 1710 IBM) 2140 1230 F32 SUH26 U26 16 1-9/16 SAM 2 I 1-3116 - 1 6.10d 4 10d%1 -1/2 -,750 ' M 910- 755 6 16d 1 4 10d x 1-112 880.E 1000 1101 755- SUH28 - 16 1-9/16 6-0 2 1-WI6 - 8 10d 6 10d X 1-12 1000 1112011210 '800 8 16d 6 10dX1-1)2 11751133511440- 8W- HUS26 WM 16 1-5/8 5-7716, 3 2 - 14 16d 6 16d 2760 .3140,13345. 1925 1 PA HUS28 HUS28 16 1-WS 7-3/16 3 2 - 22 16d a 16d 4170 4345 4345 25-M F2 H028 HU28 14 1-9116 6-114 2-U2 1-1/8 min a IN 4 10d x 1412 *1 rAO 1. 1492 780 max 6 MD 1232430. IM39011490 .825 L H0210 I HU210 I 14 #M61 7-116 2-1±421-118 I MW 18 16d IGdX11J2 150 [ 173FI 101; I=' 7W F27[1104- -±- 6 2M 2 43 :jO - 1170 1)UpORkedshave been increased SD%1brwind orseb*loads; MMA 2) led sinkers (0.148 ck x 3-1/4' long) maybe used at 0.84 dthe bible load whom led commons we Wedfled. We don not V*to XS, ME, UJSqWd nall hangers. 3) Far&l& HA and MW hanger: Nails mustbe Man ate Wto 41T angle through the joist ortuss kft the headerto addeve the table loads. 4) NM 10d x 1-12' naps ate 0.148' cla. x 1A /2' long, 1 Od nags are 0.148' d1a. x 3" long, 16d nib we 0.1 6r dla. x 3-1 A' long. N* products or updated pmdud information are designated In blue fool. Rn1sh WtaWessftel 06oldCoat NHDO WdpleTm A aA H w 112 Continued on next page CM Mount Hanger Charts MiTew 2f ej i, "SI& .7. If. :Gaw Agoviabli �Cdki PW& Tuiiw t100% UM11125A COM -ReL lz N's D-.- ..A J=4-2 UM4-2 18 3-1/8 3-71161 2 1 4 IN 2 IN 805'f:920 - -.965 325 SUH24-2 U24-2 16 3-1/8 3-1/8 2 1-1/8 - 6 10d 2 lud 750:m I `90' Mil 1 •'380 -'380 6 16d 2 Ind .81111`4000-1-109a -380i (2)2(4 HD24-2 HU24-2 14 3-1/8 3-112 2-11A 1-1/8 - 4 16d 2 Ind VISIMS-145-i -:3M . HUS24-2 14 3-1/8 3-7/16 2 ' I - 4 16d 2 16d .: M * ` 9 M.'- 10,104. 495- HiM*-21F 14 3-1/8 3-7116 2 1 - 4 16d 2 16d ':-BM J -W. 10404 - 495 4-:,---- --jUS26-2, 19 3:-Wj.. 2': .A :-4: ..16d'-.IM 1185 .1220:.130 SUH26-2:"r .1,1264 2 4:4/11 4' And 1250 1405 ISIS- 70 -18- -16d ':4--' '10d' U& 16M 18W: 755. H0244 HU24-2 N4.-.'j 1-1/8 1,- 166 2:.' '10d; WS-. -,695.1 745 385 '•4M26-2.**.'.'---t-'HUMB-2-.--:- 14= --3;-1/8 J.',5414- i ,'2.- 1 t i-,*W--S AM ?-4 I 6d., 1085 1235:1306 1155 EEM2&21F. -'HUSC26-Z 14" ?34/8 J`�N `.2 4" '-'C. :IBd 1085 .1235 ! 1500. -1155 i4 J2 f n A� , ; ��8 -12 - .1fid 10d -1230 I. M 1490 780 r in 1 2085J 2235.1 A1170' HUC26-2. !14*--.. -.ii� rm n: .,:.% 2- A . - 1 . . ... -ax 772. 16d., - . 4" 10d - 1230 1850 139b 2085 1490 2235 780 . 1170' . . JL626-2 LUJS26-2 18 3-1/8 5-114 2 1 4 16d 4 16d 1040 '1195 12211' 130 AW8-2 UJS28-2 18 3-1/8 71/8 2 1 6 16d 4 16d 1325, 1510 1645- '1355 SUH26-2 U26-2 16 3-1/8 5-1116 2 14/8 10 10d 4 Ind 1250-4405 1515 755 755 1 10 16d 4 Ind .1470. 1670 16601 SUH28-2 16 3-1/8 6-1/4 2 1-1/8 12 10d 4 10d 1500' 16M j.18151 - 755 - -755'. I 2 --d 6r T 4 Ind -1765 -1915119151 HUS26-2 HLM28-2 14 3-1/8 5-1/4 2 1 4 16d 4 16d. 90651.3235i 1300 '1155 1 HUS26-21F HLEC`16-2 14 3-1/8 5-1/4 2 1 4 16d 4 16d I085 1235J 1300 1155 2 8 HLW8.2 HUS28-2 14 34/8 7-118 2 1 6 16d 6 16d 1625: 1850.1 INS j 1810 (2) x HUS28-2f HRU5M8-2 14 3-1/8 7-1/8 2 1 6 16d 6 16d U25. J&M jM5L 1810 5. ND26-2 HU26-2 14 3-1/8 5-1/4 2-112 1-1/8 min Max12 KW -�L IN 4 110d 11230 -1390 14901 .2235 - 780 -1170 R5, F2 a H026-21F HUC26-2 14 3-IM 5-1/4 2-1/2 - Lu Min a lfid. r4 IN 12M :1390 1490 - 780* Mu 12 6 6 Figi 200-11235- '11170 HD28-2 liU28-2 14 3-1/8 7-1/8 2-112 1-1/8 Nrm Mak 'a 14 164 4 110d 150 2155 lTJ51ISM -:78D 1170 6 H028-21F HUC28-2 14 3-1/8 7-1/8 24A - Min 10 l6d 4 rf:*� Ind 1540 2155 '173511865, 2430 F2MG : 780:-1 • -1170 1 Max 14 6 JUS28;Z.. !jJJS28-2'_--,;;-AB.- 7-V&- - -2..;' -V -6, 16d' , lr3d.',.-1325 15101160 -1355- -'JUS2%-2-:;J.* LUS210-2 7. 19 :3-118- -'1 16d. 6 16d • 1845 21051 229a 1SBO UH28-2:-,-' 16 071/4 •'.16d: 1/8 I?.. FlOd - 4 -10d, 15M 16WBS 18MMS 755 .-.'4 10d And 1765. M5 1915 1915 755 • 04 7 12, .Su4210-2 1-1/3 IS-E IN 16dj; :,.6. 67; 16d W2245124201 .2350 2670 2880 1135 1135 HUS282'. -14=12 -'A-14' 2- '--'1 --6- -10 IBM] 1810 HUS28-21F HUSC204 .14, -1-1/8 � - -7 W %2 -fr'- -�16d- C U I 6d'- 1 16M 1 -4 L 190-1, lain X-10 H!32k� Max . -.14- 0' Z4S- 24311 26110 1170 --"• M A0 * - -,: , %ifid 4. -1. 50� 2135 4135 17W 243D 1801- j.MO -78111-- 1 11-70 IE Ahk '714. L: 6d,- -HUS210-2;' :: .HUS210-2 1.: 2;- t! 8*.'. .1% 21701 M. 2660 1 =0:. NMI 0-2[E.-:- HLE210-2 14 - 3-1/8 Z- - -'V, :'1 `-1 rA t .45d. 2170 -2465 M 2210 -1�1321p-2 1% ---'14 3-1/8 2.1.? _1 -JA 'Min ;-2Q •. `10d- 2155 3080 24M. 3473 2MIA1178 3725 _r.10 1-4- -:�-,Ji -- 4�i 2 r, min'.- 4--- �� Od 055 2131110 243012618 3M 3rA' OTM IBM H HOCOO-21F. 1111=04' ---14-j-3-1A-- SMS 559D 2975 1131, Rl, F372 1) Uprd loads have been Inmeased 60% for wind or seismic bads; no ftft Incmase shall be pennilled. 211.6d sWw d1 (1148 L x 3-1/4" long) may be used at 0L84 of the table load whom 16d commons are q*ded. This does not ap* to JUrh HUS, MUS slant nail nall hang 34) Fhr JUS and HUS hangem Haft must be driven at a 3V to 45' angle through the W ortniss Inin the header to addeve the table loads. 401 A 4) �M Wood Screws we lle x 3" long and are Included YA HM hangem 5) iiai I Od nab are 0.148" ft x T ft l6d am (LISr dia. x 3-l1r long. fiew Products or updated Product Wonnaft are designated in blim fant. Corros-on Fftft BMW= Steel ISSold Coat MHDG MTdple Zinc w 114 1 Contimled an next page Fount Hanger Charts MiTele �3ofat5lm ::;Sim9rNo.'= .: BAN • 6ange DFISP -AltoWabteLBads(Lltsj �_ • _ ' _ -Max Heady..= •! w;. :H' D-- '-`A .see-., _ : t • `Aai1'.. -.').•.. - c:':NeII' Hair, .iw%'1155 : Ro6f 127A '`, 16096 SUt1314 L1314 16 29/16 10-9/16 2 1-118 _ 18 10d 6 10dxl-1/2 •2250: 250 2725 .1135 18 16d 6 10dxl-12' 2645. -3000 3010 - 1135= HD314 HU314 14 2-9116�11-5r16 2-1/2 11/8 Min 16 i6d 8 10dx11f2 2465 S 2780 41� 2980 � ' 7280 �•, Nu 24 12 3x16 HM14F fiUC U 14 2-91t6�11-5116 ` 212 - 16 led 8 10dx1-1/2140M M. 3695. 2M 417ff 2 4435 �• •126 2045 Max 24 . 12 HD31s tIU316 14 2-911s�13-5/is 2-1n 11/8 Min. 18 16d 8 1odx1-1n ZM- 2125 44W.V 335.9 ISM G 26 12 HD316F mms 14 2-516� 13-51i6 2-12 - Min Max 18 26 16d 8 10dxl1/2 Z7Z0' ;' 311M 4435 3355 4435 1560% 2095 12 r • ,• -.�' •i .- HU38-2 _'. 14 5-1/8 : 61R1 = " 2-12 '1-1A310d� ;:min. .: MA 1:14 l0 , ..4 ..;• ` 1540 2155' 1735 2430 ISM MO .-780 Alm S. HD38.2 HUBS-2 14 5-1/8 6-11B 212 1 118 Min. 10 led 4 10d 1540 1735 1865 • 780 Max 14 6 2155 2930 2610, - 1170 (2) 3 x l0 H0310-2 Hu910.2 14 5-118 S z12 1-1/6 Min 14 16d 6 1� 2155 24W. 2610. • 117Q Max 20 10 3080 3475 3775 162.5 (2j3X12.' F01312-2 :H •,:- ;H,612-Z = '.14 :5-1/8. :10•• •2-12.1-1/B Mai.} 1s: -;: 16d. S:' :.. 10d' `: •... 2465 2780 298a -100 -161ar. •24t 12•. 3695: 4170 4470' 2340,• (� 3 x ib HD312-2 HU312-2 14 5-1/8 10 212 1-1A1 Wm Mel 16 24 i6d S 10d 2465 2780 2980 1065 12 S695 4170 4470' 2340 JUS2!"4T ..% •I LUM54 -. 18 4-5/8 ).:,4-12 2' •1 •�:,=;' -A led •-4 • :16d •'_. 1040 1185 1220' 1355 Stki26-3 45/8: - .5-1/f . r 2 1 : • :-: 8 10d ': 2 . , .: 10d 1000 1120 1165 380 ` :. 8:: i6d •.2' •''10d'-:• 1165)1165 1165 360 2x6 _._' ..•` :Z6 3' .'"•' . HU26� _14 : , 4-5/8- ' 4-12 ; .2-12 '1 1/8 ;:r. Mm 'B . '. ` '16d . 4 . %tOd .' :': 12W 1390` 1490 780 5. ,y� MtG '°12. ::B:.:'`:_'c 1850 2085 `223S 117D - .. _ : •. . HUC-9 . : 14..- 4-318. 4:i2" :2-12 " ':: -: =:.10d.':-- = : ^ . : •, _'- - ` ; 1?30 1390 1490• • 780 FZ Wit' '12- -• fi : 1850 2085 2235 _ 1170 JU625-3 =26-3 18 4-5%M 4-1/2. 2 1 4 16d 4 16d 1040' 1185 1220 '1355- JUS29-3 WS28-3 1S 4-5/8 6-3/8 2 _ 1 - 1 6 166 4 16d 1325. 15'i0 1645. 1365 SUH26-3 U26-3 16 4-58 5-1/4 2 1 - 8 led 2 10d 1000 1120 .1165 .- 380- 8 16d 2 lad 1165 1165 1165 3B0 - HD26 3 HU26 3 14 4-5/8 412 212 1-1/8 Min 8 16d 4 10d 1230 j 13M 1490 780 MWr 12 6 18S0 2085 2295 1170 (3) 2 x 8 ND26.31F ( RUG263 14 4-SM 4-12 2-12 - Min 8 16d 4 led1230 1390 1490 788 . ' Max 12 6 1850 2085 2235 . 1170'• HD7B3 - 14 43/8 6-3182-1/22-1/21 1 1 2 1I8 Min 10 16d 4 10d 1S40 1735 1865 • 780 Max 14 6 2155 2 430 2610 117 0 ta]1B3ff - 14 4518 6-3l8 2-12 - Min 10 16d' 4 i6d •1540 1735 .1865 780 Max 14 6 2155 2430 2610 1170 JUS2B3 .' _ ;: } L11S78-3::•. = -•_ 18: • 4-51H 6-am: ' 2 • :`'7 :. --. - , t6.:. :16d-. - 4 :: i6d . ' 1325 1510 -1645 1355 " ` JIL5210 3:" �' . LUS210•3•:.' 71a.. } •43l8 • 8-318 Z • s l: • 8•: : 16d...S7 .16d ' 1845 2105 2290 11980'; - SllH2103•:: `',U210-3 :' ' .76•: 4-518 '.&3/8: 2:. !.ti:.. :•:= " -10d• ' 6:• .: 10d 1750 1965 2120 1135'• 14' :16d . ".6^:'• 10d.•': 2060 '2335 2520 .1135 1118 UK-*' .' 10 :'l4 • 16d ... 4'` AGd 1540 2155 1735 2430 1865. 2610 -m. 1170 S • HD2831F •..' - 14 S3/8. '2-42 := min.- _-10: , :' :.: 16d q .:..:.: ' . '• 1540 1735 18M '-780 2155 2430. 2610 117D:• •F93210-3 ,: • '� 'HD210=3• ' - • - t :14 45/8 .8-1/4' '2-12 'jr118�.• r,= � 16d. . •':": .� lad ' :- '2155 24M M10 1170 a1r:.24.• _ 10: 3080' •3475' 34S• 1950. 1i02fD31F, •: ;' .HUG210-3 - 14:- :4-5/B '8-i'/4: 2t%2 H .:'::=, .r-14:- - • 16d :.:.. ' B 1, . = ' 10d ,' •• 2'155 243b 26a0 : 1170.. Max- 20, ::10.. 308q 3478. 37P5 law HD0210;11E','.`� ' HUCO210 3 -14 h518 ( :=.9 - _3 ° l= -:}: 12 W53 : • 6 _ ,- ..Vm 5015 5590 Sim 297s 31. R1, F32 1) Uprd loads have been increased 60%torwind or salsmic lmd;'no fwMer increase do be pmn ted. 2)16d sinkers {0.148 dla. x SAW long) may be used at 0.84 oHhe We load where 16d tmmmons are spedflecL This does not apply to JUS, HUS, MB1Sslard tall hangers 3) WS3 Wood Swm am 114" x 3" 1a9 and are Inducted with HDO hangers. 4) NABS 10d nais are 0.148' dia. x 3" bng, 16d nails are U.162" dia. x3-10 b M. New prods or updated podud bdormatimr are designated In blumfastt Corrosion Finish Wtatr I= Steel UdGoid Coat RHDG OTdple Zinc 'O� •�� c. H �,pti w Continued an next page 117 H.1_ Face Mount Hanger Charts MiTek* .=:: � f ._ .:,InistSiie - ,., - V$P ; - : °Stacie H4 ltet No: �' d 6aige P ' ::•:.MAW ' .:ARowableLeads IW% 115% 125% 1C076 ... r+ �' - - C L4.!: Rei. .,: N�111 6Aaz ' 'F '' Nail ':'t•: �':: t:: r.. ,..., Hafl'' a • , W :-g : H ' i . U e:A JUS46 111S46 18 3-5/8 5 2 1 - 4 16d . 4 16d 1D40 il8c 1720.',]355:. SUH46 U46 16.3-9/16 4-13h6 2 1-1/8 - 10 10d 4 10d •1250 1405 1515- ' 755 10 16d 4 10d 1470 I= 18001.'755' HUS46 HUS46 14 •3-5M 5 2 1 - 4 16d ' 4 16d '1085 '1235 `13M :1155- 4x6 HUS46IF HLWG 14 3-5/8 . 5 2 1 - 4 16d 4 16d -1085m- M 130f1 .:1155: HD46 HU46 14 3-9116 5-1/16 2-1/2 1-1/8 Aunt B 16d 4 10d 1230 15W 1490' ` 780: Max 12.. a 1850 :2686 2235.::1170 :. HD46F HUM 14 3-9/16 5-1/16 2-1/2 - Min , 8 16d 4 lad 1230 '1390 1490 .780. OAax !2 6 .185012085 Z235' 1170 ' JUS46'=.'==:.::111546=•':.- `:78 { 3-5/8• '•:• 5 ::'. 2 - • .1- : =?' . 4-4 • }..16d' 4 : -:76d` KS 1040 1185' 1220 1355' '-; ' ='JUS4B d11.S48 • = ::18 .3-516' ' 6-7J8' ' p . _; :: - 6 ..16d 4 16d' 1325 -351II 1645 1B55 ` :�._ :. •+' ': _ v- ;, 511H46 tfAB" _ 'y_16 �• -.14.1:3.5L8 3 9/16 A-13if6, - - -:2- - 11It1: _:-; - 10 . ;JOd 4 : :"5°'.laa'a 1250 1405 151S : •755 . - w• !6d' '::4.' ---10d c= 1470 1670 1800' 755 -'_ r' HUS46_;•::-,=' :iR1546':••.' = 5 .. ":2 .f-1 : -. 5.4= ::!sd' =4=: r_35d :'- 1085 .1235 13W 1155 iiUS4fitF.' - 'HUSC46 •: 3=5/8• '.'.5".• :'2'..::t:. ;':=-;'. '4: �•16d• : _4`- :.:'l6d >�' 1085. 1235 1300 1155 - ',• HU546' =:=' HUS48 3-5/8 ;:T:- 2 -::1 �1 :�':. 6 :116d F.. 'r•_16dF:= 1625 IBM 190 1810 _ •-• •. HUS48lF''• � . 'HUSC48 ' .. :14 t 1-5/8• .:7', 2 1, • 1 ::. -:.. 6 16d • fi ,. :16d'. . 1625 1,100 1995 1510 -. .. :}0jg5 _ '' __ ::. :.:::. - HU4G' :: - ',` 74 : 3-9/16 6-1/16 2-12 j :• 1 1!8' ` -. BAint p:::12. r 8 • _ =. 4' " : :. 1230 .1190 1490 . 780 . 6'• .. 1850' 2085 2235 .1170 _ •. :.... HD46 .`_ :. 'MJC46 14' 3-9/16 - ..5-t/16' 2-112 ` ,-.. tdiri- } .8 1B7 - . 4"- : ,: 1od:; ' ....:; , • } 1230 ,1390 1490 780. 5, A5, Male � 12 . 6.. 1850 2085, 2235 1170.. _. ?• tifl98 _ '..�: l{U48.•:•. • 14:- •3-9/'16 6a5h6 2-t2 �-1/8 k ia. Male '10, t4 ' :16d .47: _ ` ' 10d.:.., 1540 1735 18M . 780 • . F2 ; 6; 2155 ?A30 Z610,1..1170:. H648F: -', ;: HUCdB `' ."143 9/1k :6-1�5h6, 2�1%2 =:'. ' :16d .. 4- - ' 10d-,.: 150 1 TM :18W 780 ". Max- ' 14 6, : 2155 •2430"26f0 .1170,. JU546 WS48 1 18 3-SM 6-7/8 2 1 - ' 6 16d 4 16d 1325 '1510 .16451 1355 JUS410 UM410 18 3-5/8 B-7/8 2 1 8 16d 6 16d 1W'1210i 2290 1980 SUH410 U410 16 3-9/16 B-3/8 2 1418 _ 16 10d 6 10d 26M 2245 2420 1135 16 16d 6 10d 2350 2670. 2380, -1135 HUS48 HUS48 14 3-SM 7 2 1 6 16d 6 16d 1625: 1850 ism,:i8f0' HUS481F I HUSC48 14 3.5M 7 2 1 6 16d 6 16d l RS :1850. 1895 "1610: HDas HU48 14 3-9/16 6-15116 2-112 1-18 Min 10 16d 4 10d 1540 1 IBM. -780 Max 14 6 2i55' 24M, 2610 1170. 400 HD481F HUC48 14 3-9/16 6-15116 2-12 - Mtn 10 16d 4 10d 1540, 1735 180 :'780. Max 14 6 2510 .117A HUS410 HUS410 14 S-W 8.7/8 2 1 - 8 16d 8 16d 2170 2465 '2660 2210.' HUS41 O F HUSC410 14 3-5/8 B-7/8 2 1 - 8 • 16d 8 16d 2170 124652fi60 . 2210 - tiD410 HU410 14 3-9116 8-13i16 2-1/2 1-1/6 Min 14 16d 6 10d3080 2155 2430 '26f0 1170' Max 20 10 1 3475 3725 195ti, tiD410F HUG410 14 3-9/16 8-13/16 2-1/2 - Mitt 14 16d 6 10d n55 2430 26M :'1170- t1Amr 20 10 308D .3475 •3725 7950 tt MlMF I HUM410 14 3=9/16 9 3 1-12 12 1 WS3 1 6 1 WS3 5015' S590 'S599 2975. 31,R1,F32 1) Up6ft loads taus been increased 60% for wind orsetsmic loadt tno further fncreasa sha0 be penn8fad 2)16d sinkers {0.148 dia. x 3-114' log) maybe used at 0.84 of thetabte food where 16d common are specified. This does not apply toJUS, NUS. MUS slant naR hangers 3) WS3 Wood Screws are 1/4' x 3' long and are fnduded with l•IDO hangers 4) t1A & 10d na65 are 0.148' dia. x3' ba 16d rafts are 0.162' dia. xMW long. New products or updated pmdud information are designated to boas tent. CarrosieORnish ■StakdessStee) E-26oldCod WHD6 1.7Hple2Jw S m rp2 m 119 Ii MINIMUM GRADE OF LUMBER ,�, Top Chord W VP 12 SPY fl/ft or b;tt.r BoU IBIwi( 2i3(') OR 20 5P #2N OR SPF 11/12 or MAW WobF 20 VW f 3 or Wor W •so MhY VE MFFW FROM A swe. D' "D OR :QUARK) (0) ATTADW PAR VALLEY 70 is W MWPORRNO TOM. Wr1U (� 10d BOX (0:13D" A 34 t+�t(9 TOE: NAUP FOR NtFBO ASOE 7.10 .L H {VINO. MFAN BOOK, LNCW9ED BUIWINO. 99P. a nwatumAl. MONO 70 M..-D PSF. pt��p p OR, 190A VIVQUIRED • 4t-0" ax ' !n� aX I■3 61—ottMCIX 20'--0" Max (11*) ' TRUSSES AT 24' 0.0f MAXIMUN SPACING. _ �UU'1!'ICHIIt Fort Pierce DI,• . TRUSS 2alo tonne t0 �+ �nfeor COMPANIES S (au,0 2 t 17L. 411 6nM/her.�eaw+l�nam Ettttt T71 8- O1 • VALLETP 1� proINE" gpE0IF7i'yJOB�gt'�Sp�pSFN ED DESION.,QoAPPNL 1t4 '7" 9MOC a01[PACFyO'FOR Z.B ON. YAAL1rCf Wt�08� R lTtR pTF1AN 7�6"• 3�OINtl� MONUM YAWY VERTICAL H QHT MAY NOT F 010 11'-0'. TOP MORO.OFmt� SD BEMTHI VALLEY !ET MUST OK BRACiD WOHt PI10ApOXIOATrARf wi woo aN6ATHINO APpWO pIuOR'10 VALLEY 7Ruse �PUr1UN9 AT W OM OR AS 07ftERWISE SpWMfD ON Vj01NSW' 041D DESION OR IINOIN�}EN�9'{ 9EwALE3 AEN9I9ON.HUt�pDpF PURLB�gSPA¢OINOpA9 �9�PpCdflEO7�ON ('��)oE�NrA7H TIiS�& ZY1II MWVAFp ALONG TNi SLOP OFOtH6 foPPOHoRD U86 HLo OEt CEO 1,2V B6 BUILT ITS LONG AS THE VERTICAL HEIOHr DOES OuMM OHORD MAY OE SgLkar OR PIfOHED CUT AS 3HOH'N. EN Ov C UB OPTIONAL HIP cAL • JOINT DETAIL T rr not 16o rupom v.. of Ituu_ dqJ f oY1- . FRAMING Im LL 20 Z0 PSF 70 DL 10' 1B PBF BC DL 10 10 P5F 130. LL 00 00 PSF TOTAL COAP 40 46 PSF d�VGiI011 WIN i.25 1.25. en ci rUl 45 SOUTHERN kForr P{e TRUSS 1690H ol COMPANIES (000) so rt p1 hgM//r�rv.Yunoww.wn (i grA TO OHAKi ABt7YE FGR MAX c� LE VERTICAL LEryc�tti T I~1 inoU¢n bradnp h nol the rupondblih► of ima dutgmr1 otv m"1621" rtor_'AM (¢b+fao(ar� P„n°m. ,: tan eh nmdnd It pr"i 16 � lieu dtpVan¢flalo�d oopn �b bIhclbtl,otnaat.au5lp¢inda''alyBnnCd��kgmttmmroaW�ld&rnmhg1rtmm�h ontoed TMU�ry thus ra shdmbe dlr fihoop d lbnonubig nmontibl¢ ¢¢ts Maximun Total Load BD SPACING AT Zoe C.C. •0.0 joz 1V ONIOVdS .!oin0d uopoinO g 1.1 In lodLip .to}a0d uanOmO gZ'1 In ledog ,blood u0l}0lna ££' 1 In jedgg SulpDo l unwlxDvl o� dwv Iumlid % nva , am ii4m►amp 41pa 19 -1mll naaell An a vtn tm ptVade mq aq .pgt.ft PAN 1141 AI Amw p" r y 4a ow.rnyt 9100-0` q�Id Pm.l*w n LIMP) 'q pawpal pm palm aq 0 ua nand 09li Cet,� mm p":.pgaR algd n Rpm v soma pun mJ ��owy6p rl teal pup itnlulmlM "Aimm � 19�-SOIL MS •a por ddn -= U O l S!A! Q 6 th" ad Aw 4alyri Eupnlq:p�pun Alon bpo :Eulaulurop puo 9x9 9x9l 9x9 *x9 �bxS' L i�x5' L •bx5' 4 £xB' l 9x5 9x5 9x5 9x* 9V VXG'Z *X97 *xZ ,0£ Ol ,dn SNVdS .OS SS17�1.1. !de mod wd 0, p*U aA. All. q• uo„� lum6u 6 . Im al PwgM?a uo:>toanq: iglwu Mud qol �1 jag u nold'AdWp =I Ja 41Q91wodau 5% lm 4 6upwq mna , 6 u ! u a as /,A 'XVW '0'0 .0—AF. a POW H108 HOV3 NI 511VN pgf—l� twm would xao „0xv 9 mm HOV81 old KW..1LV* V e \'I UAL ANIOP 1V sIIVN Po KLIM HOd11V '1138W3w 93M d0 H1.JN3'1 hoe OW 213113E NO 1138YOVI AIL 01 ,01 83M SV S3103dS '30V210 3wVS '30VUS „L *XZ W •o%o at IV SIIrvN P9 HJ1M HOWLY VOW NS'3a-�dS-.34Vd0 L fxl 14 at 01 re,L 83M Sy 3wVS'38V119, ONIOVdE ON ,G,L Ol ,0 ONIOVUS 08I603H HION31 e3M lHW3 ONID We 93M 9 a s nNa •xv� yver+o t3sdd�o a to fiv IV .x�3s ►.1MJ :dNs�d 3_. Oa 1 '.dsd 2-10 01. �1 dp0a L OZ� NV3w ;OC�'G�aM 109 80 art Jed ! an aNIM'+IRd a>�a aL W" lsvoa wolm •Iw L 'iQOH Nt 3H3~.. CXV= =13 a311010 04•4 30bY :tOH NV3il .CC VNIM Hdw C-)M 1sNoWaNa0 CMA ONIM0M 3141 Hod Tiff nddV til 9N13a SM '01410Vds Nnllfld 011111I031i Had 'N0163a03V316{L9H3"3OlWN • �aarwdv unBMdA '011HO dal. NU do 115i CL.HAmull "doff A'1103litt r sl 30ndS 3N0 1VH1 OS 03d30DVls 3fl lSAW 630ndS OB lY011pfl d01. 1NN 0a .t 1V sivaum Havue Id 3ovd9 SUVId a3HSVa HOd NOWd a ms al. swil ,Spr9 is jef dm +lq r4�M jl1N4 jo Zo da ticsNotkl "on Jollr9 in Zj des *I'mWa40 dal 21313WM d0 30YE wAWINIw SCAB -BRACE -DETAIL ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T Brace) Is Impractical. Scab must cover full length of web +P 6". "* THIS DETAIL IS NOT.APUCABLE WHEN BRACING IS i REQUIREDATI)3•POIM OR I-6RACE I&SPErIPiED.- APPLY Z SCAB TO ONE! FACE OF WEB WITH 2 ROWS'OF 10d (3" X 0.131-) NAILS SPACED 6"O.C. jSCAB MUST BE THE SAME GRADE. SfZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH SCAB BRACE 2x4 MINIMUM WEB-SIZE. MINIMUM WEB GRADE OF#3 I I I Nails / SecSon DetaD ® c Scab -Brace Web I I ' Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Naf ling Pattem . L-Brace size Naff Site . Nall. Spacing �U4orB 10d 2x4, 6, or 8 18d 8a O.C. Note: Nail along entire length of L-Brace..' (On Two -Plus Nail to Both Fries): ; ACING Note: L-Bracing to be used when continuous lateral bracing is impractfcaL L-brace » must cover 90% of web length: L-BRACE I NaOs \ � SecBcn DetaU L--Brace Web i ce must be same species grade (or better) as web member. I ' I I L-Brace Size far One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or2x4 IA W 126 W 2x8 ••• DIRECT SUBSTnVnON NOT APUCABLE L-Brace Size forTwo-Ply Truss Specri' red Conflnuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2A ... .2x6 2x8 2x8 2x$ �•• "' DIRECT SrrB84r LMON NOT APLICABLE. I T-BRACE / I -BRACE DETML Note: T Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T Brace./ 1-Brace must cover 90% otweb length. Note: This detail MT tor be used to convert T Brace / I -Brace i webs to continuous lateral braced webs. Wring Pattern T-Brace size Nail Size. . Nail Spacing 1x4 or ix6 rod 8" o.c- 2x4 or 2x6 or 2x8 16d 8' o.c. Note: Nall along entire length •of-T-Brace / I-Brase- (On Two-Plyrs Nail to Both Pries) .. ' Brace Size for One -Ply Thus Specified Continuous Rows of Lateral Bracing Web Size1 2• W-or2x4 ix4 (') T Brace 1x4 (') I -Bra 2x6 1x6 (') T Brace 2x61-Brace 2x8 2x8 T Brace 2x81-Brace alternate position Nails Brace Size for Two -Ply Thus Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x8 or 2x4 2x4't Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace WEB 2x8 2x8 T-Brace 2x81-Brace Nails Section Detail T-Brace . - web. altemate position Naffs i W� I -Brace Nails T-BRACE T Brace / t-Brace must be same species and grade (or better) as web member. NOTE If SP webs.are used in the buss, •1x4 or US SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to fit with lX bracing material, use IND 45 fbrT-Bra6e/I-Brace For SP truss lumber grades up to 41 with 1X bracing material, use IND 55 for T-Brace/l Brace Job i Truss Truss Type 1452-A-MITEKI Al COMMON JQty 1 JPIY 1 IRYAN Job Reference (optional) Southern Truss Companle% Fort Fleree, Fl, 34951 5.00 12 5x5 = 1wGQ?WLAVMh Scale = 1:71.9 I$ I i1n_n q_7_ft 17_0.13 24-11-3 32-9-10 41-0-0 42 0 p 8 2-6 7-10-6 7-10.5 7-10-6 8-2-6 -0 Plate Offsets (Y Y)— (1.0-0-14 Edgel (1.0-0-4 Ednel t9.0-0-14 Edgel 19.0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.2212-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4212-13 >999 180 M18SHS 244/190 BOLL 0.0 Rep Stress Inor YES WB 0.59 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 213 lb FT = 10% LUMBER-i BRACING - TOP CHiRD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Ti: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. BOT CHORD 2x4 SP M 31 MTek recommends that Stabilizers and required cross bracing WEBS j 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation quide. Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 1=1529/0-8-0 (min. 0-1-8), 9=1529/0-8-0 (min. 0-1-8) Max Horz 1=159(LC 8) Max Upiftf 1=-529(LC 8), 9=529(LC 9) FORCES.1 (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3258/1114, 2-3=-3083/1077, 3-4--2966M095, 4-5=-2377/865, 5-6=-2377/865, 6-7=2966/1095, 7-8=-3083/1077, 8-9=-3258/1114 BOT CHORD 1-15=-1097/2934, 14-15=-814/2449, 13-14=-814/2449, 12-13=-450/1809, 11-12=-654/2449, 10-11=-654/2449, 9-10=-938/2934 WEBS 5-12=-329/774, 6-12=-650/441, 6-10=-215/564, 8-10=-297/297, 5-13=-3291774, 4-13=-650/441, 4-15=-215/564, 2-15=-297/297 NOTES. 1) Unbalahced roof live loads have been considered for this design. 2) Wind: MCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat li; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This trios has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live toads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint 1 and 529 lb uplift at joint 9. LOAD CASES) Standard \o11111 I l l ///// i PE 76 51 i k0*1 j�`� /llliil111 I �> _ russ Job Type Qty U62-A-MITEi 11russ COMMON 2 IFty 1 IRYAN Job Reference (optional) lil 3X5 = 3x10 M18SHS 11 1-0-0 �1 t "IlnN ii ,, s^• 6.00 12 3x6 = 5x5 = 3 x6 Scale = 1:76.2 7/ l0 l0 M 10 .1 — -^ 3x4 = U6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x10 M18SHS 11 2 c6 I� LOADING (psfy SPACING. 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.26 14-15 >999 240 MT20 2441190 TCDL 1 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.51 14-15 >968 180 M188HS 2441190 BCH 0.0 Rep Stress fncr YES WB 0.52 Horz(CT) 0.13 11 n/a n/a BCDL 110.0 Code FBC2017lrP12014 Matrix-S Weight: 211 lb FT = 10% LUMBER BRACING - TOP CHORD 2x4 SP M 31 *Excepr TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purfins. T2: 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. SOT CHORD 2x4 SP M 31 MITek recommends that Stabilizers and required crass bracing WEBS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer WEDGE installation guide. Left: AM P 140.2, Rlght. 2x6 SP No.2 REACTIONS. (lb/size) 1=152910-8-0 (min. 0-1-8), 11=1529/0.8-0 (min. 0-1-8) Max Hors 1=148(LC 8) I Max Upliftl=517(LC 8), 11=517(LC 9) FORCES.I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3267/1089, 2-3=-3088/1051, 3-4--301211069, 4-5=-2368/826, 7-8=2368/827, j 8-9=-3012/1069, 9-10=-3088/1051, 10-11=-3267/1090, 5-6=-2133/810, 6-7=-2133/810 SOT CHORD 1-17=-1065/2945, 16-17=-764/2428, 15-16=-764/2428, 14-15=-427/1826, 13-14--615/2428, 12-13=-615/2428, 11-12=-917/2945 WEBS 6-14=-296629, 8-14--590/402, 8-12=-232/585, 10-12=-318/313, 6-15=-29U729, 4-15=-590/401, 4-17=-23U585, 2-17=-318/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 1 and 517 lb uplift at joint 11I, LOAD CASE(S) Standard ! PE 76 5.1 1 � io `. �,��'1►..1.� %mow i 11 i 0 ,J N55 N55 Type 1452-A MITEK A3 -':' ' •,. HIP 2 1 IRYAN Job Reference (optionaq Southern Truss Compmles; Fort Pierce; FL 34951cx _-,— i fi 00 F12 3x6 i 3x4 i 5 ✓ 4 1.5x4 4x6 G 3 2 6to 1 5X7 = 3x5 = I 18 3x4 = IDiEeP0U1wCVVA018wS07vTFdz?5cIC Ui042ec4kFgl 24.8.0 30 6.11 35.8.13 6.0-11 5-2-1 5X7 5x5 = 6 7 3x4 W' 8 36X6 17 16 15 14 13 06 = 3x4 = 3X8 = 06 = 3x4 = 1.5x4 10 Scale = 1:72.4 ri 4x6 C 11 99 I64 5X7 = 3x6 = 42-" 8-0d i B-143 7-" e-1-13 1 04-0 1-0-0 Plate Offsets (Y Y)— [1'0-3-10 0-2-8) [6:0.5-4 0-2-81 112:0-3-10 0-2-81 LOADING (ps() SPACING- 2-0-0 CSi. DEFL in (loc) dden L/d, PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.20 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.41 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Harz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight'. 227 lb FT = 10% LUNVIBER-- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. SOT CHORD 2x4 SP M 31 SOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15 SLIDER Left 2x6 SP No.2 2-11-8, Right 2x6 SP No.2 211-8 Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (ib/size) 1=1529/0-8-0 (min. 0-1-8), 12=1529/0-8-0 (min. 0-1-8) Max Horz1=133(LC 8) Max Uplilt1=500(LC 8), 12=-500(LC 9) I FORCES.1 (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3256/1053, 2-3=-3178/1065, 3-4=-3036/951, 4-5=-2937/960, 5-6=-2355/777, 6-7=-2124f755, 7-8=-2356/777, 8-9=-2937/960, 9-10=-3036/951, 10-11=-3178/1066, 11-12=-3256/1053 SOT CHORD 1-18=-1033/2933, 17-18=-805/2618, 16-17=-805/2618, 15-16=-504/2124, 14-15=-672/2618, 13-14=-672/2618, 12-13=-900/2933 WEBS 3-18=-237/256, 5-18=-71/428, 5-16=-643/385, 6-16=-165/556, 7-15=-117/557, 8-15=-643/385, 8-13=-72/427, 10-13=-237/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; 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 Toad nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 lb uplift at joint 1 and 500 lb uplift at joint 1�. LOAD C SE(S) Standard PE 76051 f i Arm _ I s�ONAt� 1 I � < to southern Truss Compardes, Fort Pierce, F1. 34951 r 7-7-4 5.00 12 3X6 ,. i3X4 i 4 W "iH 4x4 % 3 ~ 4x4 � 2 1 5X7 = 18 1.6x4 II _�..•-....rL55 ype y7R-YAInlJ"us-S HIP 2 ob .eference. o 'onal 5x5 = 3x4 5x6 = = 5 B 7 17 16 3x6 = 3x4 = 15 3x4 = 14 13 3x8 = 4x6 = IGy9aSG dVLgXRGltiawpvBC6aDkN0YZt1KUm2yHhsQ 12 424)-0 - )-12 7-7-4 Scale = 1:72.4 3x6 C g 3x4 9 4x4 6 10 4x4 � 11 0 12 5X7 = 1.5X4 II 3x5= LOADINGS (psf) SPACING- 2-0 0 CSL DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.11 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.24 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT)-0.4417-18 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.26 Hoiz(CT) 0.19 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 230 lb FT = 10% LUMSERI BRAClNG- TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 3-17, 6-14, 9-14 WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 3-84, Right 2x6 SP No.2 3-8-4 be installed during truss erection, in accordance with Stabilizer Installation vide. REACTIONS. (Ib/size) 1=1529/0-8.0 (min. 0-1-13), 11=152910-8-0 (min. 0-1-13) Max Horel=-118(LC 9) Max Upliftl=480(LC 8), 11=-480(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3275/966, 2-3=-3149/983, 3-4=-2591/846, 4-5=-2506/869, 5-6=-2437/904, 6-7=-2279/838, 7-8=-2505/867, 8-9=-2591/844, 9-10=3149/984, 10-11=-3275/967 BOT CHORD 1-18=-933/2950, 17=18=-933/2950, 16-17=-612/2291, 15-16=-612/2291, 14-15=687/2448, 13-14=-835/2951, 12-13=-835/2951, ll-12=-835/2951 WEBS 3.18=0/314, 3-17=-706/420, 5-17=-100/462, 5-15=107/396, 6-14=-435/137, 7-14--132/627, 9-14=-707/422, 9-12=0/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: �ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Providef 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 1 and 480 lb uplift at joint 1d. LOAD CASE(S) Standard //Z N PE 76051 f � STAT OZ -,t ORID �N S%NAL `EN I I I 1%, Job Truss Truss TYPe1I`1Y RYAN i 1452-A MITEK A5 HIP 2 1 Job Reference o nal 3 Southem Trues Campanles, Fort Pierce; F1. 34051 7.0-14 7-014 .i war 4 5.00 12 4X4 Ax4 -.-- 2 1 5k7 = 34 16 15 14 1.5x4 II 4x6 = 3x4 = 1.5x4 11 5x7 = 6 12 11 3x4 = 4x6 = Scale = 1:71.2 3x4 7 9 4x4 8 4x4 u5 g Imo} 0 10 55 = 1.5x4 I1 3x5 = 1-0.0 42-" 74414 136.0 27$01-0-0 2B-&0 , _ 34-11-2 40.8-0 ,41r0-0 S&14 882 Plate Offsets Of Y)— (1:0-3-10 0-3-0] f4 0-5-4 0-2-81, t6:0-5-4.0-2-81, f9:0-3-10,0-3-01 LOADINGS (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 120.0 1 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) -0.52 13-15 >957 180 8CLL 1 0.0 Rep Stress Ina YES WB 0.56 Horz(CT) 0.19 9 n/a n/a BCDL 110.0 Code FBC2017/TP12014 Matrix-S Weight: 223 lb FT = 101/6 LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-4-13, Right 2x6 SP No.2 3-4-13 MTek recommends that Stabilizers and required cross bracing i 9 be installed during truss erection, in accordance with Stabilizer � Installation guide. REACTIONS. (ib/size) 1=1529/0-8-0 (min. 0-1-13), 9=1529/0-8-0 (min. 0-1-13) Max Horz1=-103(LC 9) Max Upliftl=472(LC 5), 9=-472(LC 4) FORCES.] (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3281/1030, 2-3=-3164/1045, 3-4=-2724/963, 4-5=.-285511104, 5-6=2855/1104, 1 6-7=27241963, 7-8=-3164/1046, 8-9=-3281/1030 BOT CHORD 1-16=-897/2955, 15-16=-897/2955, 14-15=-723/2461, 13-14=-723/2461, 12-13=-719/2461, 11-12=-719/2461, 10-11=-894/2955, 9-10=-894/2955 WEBS 3-16=0/269, 3-15=-563/351, 4-15=-791443, 4-13=-226/644, 5-13=457/348, 6-13=-226/644, 6-11=-79/443, 7-11=-563/352, 7-10=0/269 NOTES 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vas&=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 1 and 472 Ito uplift at joint 9.; LOAD CASE(S) Standard %NN PE 76051 � (r ) - -c��$ I ORID G*N G e fuss Truss ype ty ly IRYAN 1452-A-MIT A6 NIP 2 1 Job Reference (optional) Soutnem Truss CompaNes, Fad Pierce, L 34951 "A 4x6 1 2 15c7= 3x5 F yyf.� 6x6 = 3x6 = 3x4 = 5.00 12 4 5 6 RR 3x4 G 3. � mY 18 17 16 15 1.50 11 3x8 = 4x6 = 30 = 3x4 = 5x5 = 7 — 8 30 14 13 12 46 = 3x8 = 1.6x4 11 DpkVr;TUEJm2y' AU 1 w 114 Scale = 1:71.3 4x6 10 11 I$ 5x7 = 30 = 42-ao LOADING (psf) SPACING- 2-0-0 CSL DEFL, in poc) I/deti L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.31 15 >999 240 MT20 244/190 TCDL 7,0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.5613-15 >879 180 BOLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.16 11 n/a n/a BCDL 10.0 Code F302017lrP12014 Matrix-S Weight: 218 lb FT =10% LUMBER- � BRACING. TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. WEBS 2x4 SP No.3MTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-10-5, Right 2x6 SP No.2 2-10-5 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1529/0-8.O (min. 0-1-8), 11=1529/0-8-0 (min. 0-1,8) Max Horz 1=88(LC 10) Max Upliftl=-497(LC 5), ll=-497(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3301/1099, 2-3=-324811113, 3-4=-2888/1051, 4.5=-2638/1010, 5-6=-3280/1257, 6-7=-328011257, 7-6=-2638/1010, 8-9=-2888/1051, 9-10=-3248/1113, 10-11=-3301/1099 BOT CHORD 1-18 965/2974, 17-18=�65/2974, 16-17=-1117/3216, 15-16=-1117/32'16, 14-15=-1115/3216, 13-14=-1115/3216, 12-13=-961/2974, 11-12=961/2974 WEBS 3-17=-403/292, 4-17=-208f782, 5-17=-840/361, 7-13=-840/361, 8-13=-208/782, 9-13=403/292 NOTES- 1) Unteapced roof live 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., GCpi=0.18; 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 toad nonconcurrent with arty other live loads. 5) Provide) mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 1 and 497 lb uplift at joint 11` LOAD CAI E(S) Standard I I II \\\\\�AN� N ' s PE 76 51 �I I TA 11 G O N55 a.., ;�.. NSS ype ty y RYAN 1452•/4MITE ABJ"""r� '� ` SPECIAL 1 .G . 1 Job Reference o tional 4 Southern Truss C B �C xPk:':�; ' 50ni12 5x5 = 7x8 3x6 5x5 = 11 7x8 .. 5x5 = Rvd = . _, A r = _ivd = 31- 25 6 -.• 7 89 T 4 12 x> TIA T 5xio \\ 5x10 // 2 13 0 A 1 14 dM to 21 20 19 18 to_ 17 16 153 — 3x5 = 5x5 = 5x6 = 3x8 = 5x6 = 5x5 = i+1-0 420.0 1_•40. 7_-60 14.3-id 27-&2 , 34•&0 , 40.8.0 4U0.0 , 4-" 1 6- fs 14 8.8.2 0-8.2 r 9. 4 &20 Ob0 149.0 Plate Offsets CAY)— [3:0-2-12,Edge], [4:03-0,Edge], [5:0-0-3,0-3-4], [7:0-2-8,0-3-0], [9:0-5-13,0-3-4], (12:0-2-12,Edge], [15:0-0-11,0-1-10], [16:0-2-8,0-24], [17:0-2-0,0-3-4), [19:0-2-0,0-3-4], [20.0-2-8,0-2-4], [21:0-0-11,0-1-10] LOADING (psf) SPACING. 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.58 18 >819 240 MT20 244/190 TCDL 1 7.0 Lumber DOL 1.25 BC 0,99 Vert(CT) -0.90 18-19 >522 180 BCLL 10.0 Rep Stress Incr YES WB 0.78 H01z(CT) 0.15 15 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 226 lb, FT = 10% LUMBER- I BRACING- . TOP CHOD 2x4 SP No.2 *Except* 7T2,T4: TOP CHORD Structural wood sheathing directly applied or 2-2-0 or purlins. 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 2-2-0 no bracing. BOT CHORD 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 10 WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REMMON5. (lb/size) 21=155410-8-0 (min. 0-1-13), 15=1554/0-&0 (min. 0-1-13) Max Horz21=81(LC 8) Max Uplift21=-626(LC 8), 15=-485(LC 4) FORCES. I (lb) - Max. Comp./Max. Ten. -Al forces 250 (lb) or less except when shown. TOP CHORD 1-2=�470/210, 2-3=-2779/1103, 3-5=-3806/1587, 5-6=4048/1672, 6-7=-4569/1841, 7-8=-4569/1841, 8-9=-4024/1556, 9-10=-3784/1477, 10-12=-3784/1477, 12-13=-2768/946, 13-14=-489/190, 3-4=-261/119., 11-12=-295/140, 9-11=-290/126 BOT CHORD 1-21= 235/489, 20-21=-316/489, 19-20=-1010/2522, 18-19=1597/4048, 17-18=-1481/4024, 16-17=-817/2509, 15-16=-217/512, 14-15=-217/512 WEBS 2-21 =-1 397/689, 2-20=-687/2036, 3-19=-676/1700, 6-19=-613/364, 6.18=-219/577, 7-18= 377/285, 8-18=3151704, 8-17=-637/393, 12-17=-741/1755, 13-16=-645/2001, 13-15=-1401/543 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; 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 nonconcurrent with any other live loads. 5) Provide Imechanical connection (by others) of truss to bearing plate capable of withstanding 626 Ib uplift at joint 21 and 485 lb uplift at joint 15. 6) Graphic6l purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard �wIIIII//// xl� N • Ek / NN PE 76,051 jh 1VAL ENG �N �l /l I I illy 0 NSS NSS ype 145&A7 HIP 2 7YJTRYAN obReference (optionan § � Swther Jrmuss Cdnpaeles, S0-14 ;�i., X.Ct.'4 Vl 5x7 k, Y1 5OD 12 x K* - 1.<4�� 4x6 G 2 v F�7 = 17 3x5 3x4 = 16 15 4x6 = 3x8 — 3x6 = 3z4 = 5x7 = 6 7 .- 8 14 13 12 3x4 = 46 = 3x4 = Scale = 1:71.2 1.5x4 9 4x6 � o, 10 oil 11 F� 0 5x7 = 3x5 = 42-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.56 Vert(LL) 0.3814-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.6414-15 >772 180 BOLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBO2017ITP12014 Matrix-S Weight: 212 lb FT =10% LUMBER -I BRACING - TOP CHO D 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3.0.14 oc purlins. T2,T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6.6-11 oc bracing. BOT CHO D 2x4 SP M 31 WEBS 1 Row at midpt 7-15 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-3-8, Right 2x6 SP No.2 2-3-8 be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 1=152910.8-0 (min. 0-1-8), 11=1529/0.8A (min. 0-1-8) Max Horzl=73(LC 9) Max Upiiftl=-523(LC 5), 11-523(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3273/1204, 2-3= 3219/1211, 3-4=-3046/1137, 4-5=3899/1574, 5-6=-3899/1574, 6-7=-3899/1574, 7-8=-3900/1575, 6-9=-3046/1136, 9-10=-321911211, 10-11=-3273/1204 BOT CHORD 1-17=-1057/2940, 16-17=-937/2793, 15-16=-937/2793, 14-15=-1429A900, 13-14=-934/2793, 12-13=934/2793, 11-12=-1054/2940 WEBS 3-17=-176/264, 4-17=-14/368, 4-15=-559/1341, 5-15=-434/329, 7-14=-474/330, 8-14--560/1342, 8-12=-14/368, 9-12=-176/264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0118; 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 nonconcurrent with any other live loads. 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($) Standard `,�GENg�c•� �1-��i PE 76051 I r t _ 1 /0AL ��I/,/ NIt\�� 0 " r11SS FUSS' ype - RYAN 1452 A=JJII7EK A81 s s F6 W 1 Job Reference o nal Companies, Fort Flerce;:F1r34951 G 1 1 5.00 12 2018 'y.6 8S . 5x7i : 11.6z4'fil' t 3x8 = 4x6 = 1.5x4 II ' 3x4 = 5x7 = 19 Scale = 1:71.2 4 5 6 J4 .. 8 9 - 6x9 v f t 21 10 1SEM 1 Id 21 20 19 18 17 16 15 14 13 123x5 = 3x5 5x5 = 1.5x4 II 3x8 M 18SHS= 3x8 = 3x5 = 5x5 = i 3x8 = 5x6 WB= 1 0 42-0.0 7-6.0 1241.14 1&3-06 21&1 ;M2 34-6e 40S•0 41.0-0 , -0. B-2 5.5.14 63.2 6-0-2 5d-2 55-14 .2-0 04-0 1-0-0 Plate Offsets ().Y)— [2:0-2-8,0-3-0], [3:05-4,0-2-8], [6:0-3-O,Edge], [9:0.5-4,0-2-8], [10:0-2-8,03-O], [12:0-0-11,0-1-10], [13:0-2-8,0-2-0], [19:0-3-0,0-1-8], [20:0-2-8,0-2-0], [21:0-0-11,0-1-10] LOADING (psf) SPACING- 2-0-0 CSL DEFL. In (loc) I/defl UJd 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 BC 0.51 Vert(CT) -0.83 16-17 >568 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBO2017ITP12014 Matrix-S Weight: 432 lb FT = 10% LUMBER-1 BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS I 2x4 SP No.3 OTHERS I 2x4 SP No.3 I REACT104s. (lb/size) 21=2852/0-8-0 (min. 0-1.8), 12=2852/0-8-0 (min. 0-1-8) Max Horz21=57(LC 8) Max Uplift21=1298(LC 5), 12=-1298(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-764/353, 2-3=-5434/2601, 3-22=-7744/3791, 22-23=-7743/3791, 4-23=-7743/3791, 4-24=-7743/3791, 24-25=-7743/3791, 25-26=-7743/3791, 5-26=-7743/3791, 5-27=-9097/4437, 6-27=-9097/4437, 6-28=-9097/4437, 7-28=-9097/4437, 7-29=-9097/4437, 29-30=-9097/4437, 30-31=-9097/4437, 8-31=-9097/4437, 8-32=-7754/3797, 3233=-7755/3797, 9-33=-7755/3797, 9-10=-5432/2600, 10-11=-767/359 BOT CHORD 1-21=368/766, 20-21=-426f766, 20-34--2311/4943, 34-35=-2311/4943, 19-35=2311/4943, 1936=-4335/9118, 18-36=-4335/9116, 18-37=-4335/9118, 37-38=-4335/9118, 17-38=-4335/9118, 17-39=-4335/9118, 39-40=-4335/9118, 40-41=-4335/9118, 1641=-4335/9118, 16-42=-3682/7754, 42-43=3682f7754, 15-43=3682/7754, 15-44=-3682/7754, 14.44=-3682/7754, 14-45=-2307/4941, 45-46=-2307/4941, 13-46=-2307/4941, 12-13=374f770, 11-12=374f770 WEBS 2.21=-2569/1274, 2-20=-1990/4224, 3-19=-1578/3274, 4-19=-572/500, 5-19=-1615/767, 5-17=0/430, 7-16=-553/491, 8-16=-745/1578, 8-14=-1388/886, 9-14=-1587/3289, 10-13=-1987/4219, 10-12=-2567/1273 NOTES- 1) 2-ply miss to be connected together with 10d (0.131'k3'5 nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom'✓;hords connected as follows: 2x4 - 1 row at 0-9.0 oc. Webs Connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member 20-2 2x4 -1 row at 0-9-0 oc, member 203 2x4 -1 row at 0-9-0 00, member 193 2x4 - 1 row at 0-9-0 cc, member 4-19 2x4 - 1 row at 0-9-0 oc, member 195 2x4 -1 row at 0-9-0 oc, member 5-17 2x4 -1 row at 0941 or, member 165 2x4 -1 row at 0-9-0 oc, member 7-16 2x4 - 1 row at 0-9-0 oc, member 1" 2x4 - 1 row at 0-9-0 od, member 8-14 2x4 - 1 row at 0-9-0 oc, member 149 2x4 -1 row at 0-9-0 oc, member 13-9 2x4 - 1 row at 0-9-0 cc, member 13-10 2u4 -1 row at 0-9-0 cc. 2) Al loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply t� `PN Ply oon ecUons have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design. �� i �.XCENSF��•t-/jam 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fl; Cat 11; Exp C; Encl., Continued on page 2RS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 PE 76 51 1 � T)A 1 Job I russ TrUSS Type Qty FlyIRYAN 1452-A•MITEK A8G HIP;i 1 . ' 1.2 Job Reference (optional) 'S them,Truss Companies, Fort Pierce, FL 34951 Run: 8.200 s Nav30 2017 Pdnt: 8.230 s Oct 212018 MITek Industries, Inc. Man Nov 19 07:56:07 2018 Pe 2 y I ID'FaPOUIwCWA016wSO7vTFdz?5cK-gwcR6MgDZoKzwluLKbarn3lNmogBrRI28oxiivpyHrisIv z.; _ 5 Provide adeate draina a to vent.Water cN 9 p . pog,;,`. r 6) All plates are MT20 plates unlessrotherwise indicafed:� ' 7) This truss has been designed for a 10 0 .of bottom ,chord live load nonconcurrent with any other?tive-loads. 8) Provide Imechanical connection (by others)'of truss.to%bearing plate -capable of withstanding 1298 16 uplift at joint 21 and 1298 1b uplift at joint 12. 9) Hanger(s) or other connection device(§) Shall be provided sufficient to support concentrated load(s) 176 lb down and 238 lb up at 7-6-0, 94 lb down and 139 lb up at F, 9-6-12, 94 lb down and 139 lb up'at'11-6-12, 9411odown and 139 lb up at 13-6-12, 94 lb down and 139 lb up at 15-6-12, 94 lb down and 139 lb up at. 17-6-12, 94 lb down and 139I1b up at 19-6-12, 94 lb down and 139 lb up 'at 21.0-0, 94 lb down and 139 lb up at 22-5-4, 94 lb down and 139 lb up at 24-5-4, 94 lb down and 139 lb up at 265-4, 94 lb down and 139 lb up at 28.5-4, 94 Ib down and 139 lb up at 30-5-4, and 94 lb down and 139 lb up at 32-5-4, and 176 lb down and 238 lb up at 34-6-0 on top chord, and 252 lb down and 123'Ib up at 7=6.0 5.6 '70'lb,down at 9.6-12, 70 lb down at 11-6-12, 70 lb down at 13-6-12, 70 lb down at 1-12, 70 lb down at 17-6-12, 70 lb down at�19-6-12, 70 lb down at x21 0-0, 70 lb down<at�,22-5-4, 70 lb down at 245-4, 70 lb down at 265-4, 70 lb down at 28-5-4, 70 Ib dawn at 305-4; and 70 lb down at 32-5-4, nd 252 lb down and 123 lb'UP at 345.4 on bottom chord The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S)'Standard 1) Dead + Roofs I e (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifoml Loa (plf) Uert: 13=-54, 3-9=54, 9-11=-54, 1-11=20 Concentrated Loads (Ib) Vert: 3=-129(B) 6=-94(B) 9=129(8) 20=252(B) 13=252(B) 22=-94(B) 23=-94(8) 24=94(B) 25=94(8) 26=-KB) 27=-94(B) 28=-94(B) 29=-94(B) 30=94(B) 31=-94(B) 32=-94(B) 33=-94(B) 34=-47(8) 35=47(13) 36=-47(B) 37=-47(B) 38=-47(8) 39=-47(B)•40=-47(B) 41=-47(B) 42=47(8) 43=-47(8) 44=-47(B) 45=-47(B) 46=-47(B) 1 PE 76051 �� f ' STATE -OF-- /, .c� •.�ORID %NAL LNG �\ �lllilll\ y Job TrUss I russ Type Qry y RYAN 1452-A-MITEKi 81 1 COMMON 1 1 1 1 '', 1 Job Reference (optional awmam ��u5s �anpemes, roa now n �aa� ID.- aPO I ,C 01 S0 VTFL�� ,9D oK LK y4g8URsx8ox11vpyH sM Ib:EaPOUIwCVVA016wS07vTFdz75cK M DZoKzwluLKbam31N 4X4 = 3 Scale - 1:34.4 Ii LOADING !(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.70 Vert(LL) -0.12 1-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-9 >968 180 BOLL 0.0 Rep Stress tncr YES WB 0.17 Horz(CT) 0.04 6 n/a n/a BCDL 110.0 Code FBC2017/PPI2014 Matrix-S Weight: 96 lb FT = 10°% LUMBER- BRACING. TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or B-85 oc.bracing. WEBS 2x4 SP No.3 MtTek recommends that Stabilizers and required cross bracing WEDGE ! be installed during truss erection, in accordance with Stabilizer Left: 2x6 SP No.2 Installation quide. SLIDER ! Right 2x6 SP No.2 2-9-10 REACTIONS. (lb/size) 6=740/0-8-0 (min. 0-1-8), 1=740/0-8-0 (min. 0-1-8) Max Horz1=-81(LC 9) Max Uplift6=-252(LC 9), 1=-258(LC 8) FORCES. I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 1-2=-1381/484, 2-3=-1206/440, 3-4=-1121/405, 4-5=-1215/442, 5.6=-1274/428 BOT CHORD 1-9=-457/1224, 8-9=-204/837, 7-8=-204/837, 6-7=-319/1093 WEBS i 2-9=-290/272, 3-9=-182/449, 3-7=-1391329 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat II; Exp C; Encl., GCpi=0J18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide i mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 6 and 268 lb uplift at joint 1. ! LOAD CASE(S) Standard \\.0N�I i PE 76 51 r � - I 14 oTruss =' 1.;, ;' Truss Type _. 7452-A•Mlt 1 IRYAN kLq�r ,Southern 1 -' !' 4 Companies, Fort Pierce; Fl. 34951 Run: 8200 s Nov 30 2017 Print: 8.230 s Oct 212016 MiTek Industries, Inc. Mon Nov 19 07:56:07 2016 Page_ 1 ID:EaPOUIwCVVA016wSO7vTFdz75cK-gwgz6MgDZoKzwl uLKbam31 Ng4g8URs18oxiivpyHhsM 11-4-0 10.0.0 110.8.0 , • 15 T-7 , 20-4-0 3-9-9 0.8-0 0-8-0 3-9.7 &2.9 Scale = 1:35.6 r • 30 = 6x6 =5 3x4 = Plate Offsets (XY)-- f1:0 0-0,1-3 21, f1:0-1-14:0-0-21, f3:0-2-0,0-2-111, (4:0-2-8,0-3-01, (5:0-2-0,0-2-111, I8:0-4-AO-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-11 _ >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-11 >950 180 BCLL 0.0 Rep Stress Incr YES WS 0.17 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 95 lb FT = 10% LUNfBER-I TOP CH02D 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2 SLIDER Right 2x6 SP No.2 2-9-10 REACTIO S. (lb/size) 8=740/0.8-0 (min. 0-1-8), 1=740/0-8-0 (min. 0-1-8) Max Hom1=76(LC 9) Max Uplift8=-247(LC 9), 1=-253(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins. SOT CHORD Rigid telling directly applied or 8-10-12 oc bracing. Mffek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES., (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1373/468, 2-3=-1204/424, 5-6=-1120/391, 6-7=-1211/427, 7-8=-1268/413, 3-4=1066/416, 4-5=-995/389 SOT CHORD 1-11=-436/1215, 10-11=-192/839, 9-10=-192/839, 8-9=-305/1088 WEBS . 1 2-11=-268/258, 4-11=-172/436, 4-9=-131/317 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpl=0,118; 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 bad nonconcurrent with any other live loads. 5) Provide I mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at joint 8 and 253 lb uplift at joint 1. LOAD CASES) Standard ; r 'Southem Tnlss'Companies, Fat Pierce; Fl. 34951' " Run: 8.200 s Nov 30 2017 Print 8.230 s Oct 212018 MITek industries, Inc- Man Nov.19 07:56:08 2018 Page 1 ;, a•,:r . ID:EaPOUIwCVVA016wSO7VTFdz?56K-l7NLJihrKSSgYBTXuIS?cMgERYAKJ11b1FRGyHhsL m ny 800 1340 20-" 6-4-0 7-0.0 :. _ , a.,yr �}�- . ,...i • Scale = 1:34.2 y `� 4x4= 5x7= 3 6.00 12 I i t 1 � ei 1 I - 4 I� a 1-" , B-0-0 3x4 = ' — 1x4 II 13-4-0 20-4-0 3x8 II 1-0-0 7-0-0 5-4-0 7-0-0 Plate Offsets (X,Y)— [1:0-0-0,1-3-21, fl:0-1-14,0-0-2), [2:0-2-4,0-2-4j, [3:0.5-4,0-2-81, [4:0-2-8,0-4-21 LOADING (psf) SPACING. 2-0-0 CAI. DEFL. In (loo) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.13 1-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.28 1-7 >852 180 BCLL 0.0 Rep Stress ]nor YES WB 0.10 Horz(CT) 0.04 4 n/a n/a BCDL 110.0 Code FBC2017/TP12014 Matrix-S Weight: 91 lb FT = 10% LUMBER' TOP CHORE SOT CHORE WEBS WEDGE Left 2x6 SP 2x4 SP No.2 "Except" T3: 2x6 SP No.2 2x4 SP No.2 2x4 SP N0.3 No.2, Right: 2x4 SP No.3 ;Ib/size) 4=740/0-8-0 (min. 0-1-8), 1=740/0-M (min. 0-1-8) Max Horz1=61(LC 8) Max Uplift4=-228(LC 9), 1=-235(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing: MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. • Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=12941395, 2-3=-1118/408, 3-4=-1228/380 1-7=-29011112, 6-7=-270/1061, 5-6=-270/1061, 4-5=-273/1056 2-7=0/262 'oof live loads have been considered for this design. 7-10; Vutt=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15fi; Cat 11; Exp C; Encl., 4WFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 juate drainage to prevent water ponding. Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ianical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at Joint 4 and 235 lb uplift at Standard at `\\��l'`'�, \� PE 76051 fi 'STATE'i@F"' p�' �.,�1-11-1 /0 .c� ..� ORID�: 2 N� s10NAL ENG\�\\ '• 0 '-" i Truss ••. .. • NSS Type RYAN 1Q57A-MITEK 183 HIP 1 JFIY 1. I Job Reference (optional) II , .e l h o r Nss <: S=`,, N5s ype RYAN 1452-A=MITEK B4G `Y: ry HIP 1 1 '- 1 Job Reference (optional) 8outham' F nn fig 3 1X4 11 4 I 4x7 = e 5X5 — 1x4 11 3x4 = 1x4 II 5x5 = 3X8 = Scale = 1:35.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.15 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.21 9-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.07 7 n/a n/a BCDL I10.0 Code FBC2017/TP12014 Matrix-S Weight: 103 lb FT = 10% LUMBER-1 BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-10-12, Right 2x6 SP No.2 2-10-12 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1109/0-8-0 (min. 0-1.8), 7=1109/0-8-0 (min. 0-1-8) Max Horc1=46(LC 9) Max Upliftl=-541(LC 8), 7=-541(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (Ib) or less except when shown. TOP CHORD 1-2=-2284/1147, 2-3=2213/1160, 3-12=2601/1401, 12-13=-2600/1400, 4-13=2600/1400, 4-14=2600/1400, 14-15=-2600/'1400, 5-15=-2601/1401, 5-6=2213/1160, 6-7=-2284/1147 BOT CHORD 1-11=-1004/2041, 11-16=-1005/2055, 10-16=1005/2055, 9-10=-1005/2055, 9-17=-1004/2055, 17-18=-1004/2055, 8-18=-100412055, 7-8=-1003/2041 WEBS 3-11=-28/342, 3-9=-347/683, 4-9=-453/404, 5-9=347/683, 5-8=-29/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0118; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Providel adequate drainage to prevent water ponding, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with airy other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 1 and 641 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 6-0-0, 57 lb down and 107 lb up at 8-0-12, 57 lb down and 107 lb up at 10-0-12, 57 lb down and 107 lb up at 11-3-4, and 57 lb down and 107 lb up at 13.3-4, and 121 lb down and 169 lb up at 16 4-0 on top chord, and 106 lb down and 100 lb up at 6-0-0, 41 lb downlat 8.0-12, 41 lb down at 10-0.12, 41 lb down at 11-3-4, and 41 lb dawn at 133-4, and 106 lb down and 100 lb up at 15-3-4 on bottom chord. The design/selection 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 (F) or back (B). I LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 , �' I j I UniformVertd1 3p 54, 3 5=54, 5-7= 54, 1-7=20 ��\\�j M.I�t /'/�I Continued on page 2 gyp'.-----�- ! PE 76 51 �t 1 ' TA .FLORID Job I TrUSS "ITrUSS .1 ype Pl y RYAN 1452-XM k B4G P , HIP lJob Reference (optonal) —A: U.— . "., — —, V,— 0— 5 W,, --.5. VW. I — —Qv M I L Fadyph9j ID.EaPOUlwOWAOlOwSO7vTFdz?5cK-J7NUihrK5SqYBTXul6?cFvlbEUaAHolibl LOkD- IStandard K Conoir It 'Loads (Ib) Vert:3=-74( 5=74( 1 (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(B) �\A N N PE7!L51 t ST) /4Q 0 �%,.,4 ORID 9/0 NAL Job,—' ... fuss .. .. Truss 'Type y RYAN 1452-A MITEK C7 COMMON 2 1 Job Reference o tional soutpem87tuss canpemes, t:on Pierce; Fi. 34551 - Run: 8.200'9 Nov 302017 Piing 8.230 s Oct 21 2018-MITek Industdes. Inc. Mon Nov 19 07:56:08 2018 Pa�gge 1 ID:EaPOUIwCWA016wS07vTFdz?5cK-J7NLJihrKSSgYBTXu157cFv_WESeAJR11 b1 FRGyHhsL 5-7-14 9-0-0 174).0 4X4 = 3 Scale = 1:28.3 1a LOADING (psf) SPACING- 2-0-0 CSL DEFL in (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plate Grip DC 1.25 TO 0.72 Vert(LL) -0.17 1-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.35 1-6 >558 180 BOLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.02 5 n/a n1a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 67 lb FT = 10% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 9.5-14 oc bracing. W3: 2x6 SP No.2 MTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left 2x6 SP No.2 Installation nuide. REACTIONS. (Ib/size) 5=60810-8-0 (min. 0-1-8), 1=608/0-8-0 (min. 0-1-8) Max Horz 1=86(LO 8) Max Uplift5=-206(LC 9), 1=-213(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1054/388, 2-3=-814/280, 3-4=-866/254, 4-5=-530/246 BOT CHORD 1-7=-377/928, 6-7=-377/928, 5-6=-1711717 WEBS 2-6=-303/248, 3-6=-45/409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vas&124mph; TCDL=4.2psf; BCDL=S.Cpsf; h=15ft; Cat I% Exp C; Encl., GCpi=0118; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at Joint 5 and 213 lb uplift at joint 1. LOAD CASE(S) Standard DWI I I I I i PE 76051 ZI V ' STATE10i' 70NAL LNG �\NN Job Truss Truss Type 1452-A=MITEK • C2 COMMONob jQtV IPIY7RYAN Reference (optional) ( ! ,.�„j, i�tJ.ICrtI jNSS G,01nQ�t1185, tort YlerCe, tL J4yD7 icun[ ozw s nw x aIr rnm: o.cw s vu a aio nn,an u,uuenioa, R w v.. ,e . ya .• ID:EaPOUIwCWA016wS07vTFdz?5cK-nJxpUhF4Pah9L2jSOcESSSBEeowvm82FFno ryHhsK 5-7-14 8.0.0 9-M , 10-0-0 , --- 17-0.0 s 3x4 = 1x4 11 4 6 3x4 = 3 Scale = 1:28.9 Plate Offsets MY)— [1:0-0-013-21 fl:0-1-140-0-21[3'0-2-00-2-111 [5.0-2-00-2-111 [6:0.4-40-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 1-8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.36 1-8 >541 180 BOLL 0.0 Rep Stress Ivor YES WB 0.15 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017)TP12014 Matrix-S Weight: 67 lb FT = 10% LUMBER-1 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 9-10-14 oc bracing. W3: 2x6 SP No.2 MTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance With Stabilizer Left: 2x6 SP No.2 Installation guide. REACTIONS. (lb/size) 7=608/0-8-0 (min. 0-1-8), 1=60810-8-0 (min. 0-1-8) Max Horz1=78(LC 8) Max Uplift7=-197(LC 9), 1=-205(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1041/362, 2-3=-828/264, 5-6=-889/242, 6-7=-526235, 3-4=-744/273, 4-5=-744/273 BOT CHORD 1-9=-346/914, 84-346/914, 7-8=-164144 WEBS 2-8=-281/219, 4-8=-28/398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat 11; Exp C; Encl., GCpI=0118; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This tnjss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 5) Provide) mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 7 and 205 lb uplift at joint 1. LOAD CASE(S) Standard I i PE 76051 �1 S p Xjss�OIVAL ENG��N� //II I II l Job TrUss IRYAN 1452-A-Mi.TEK C3G HIP JJPly 1 1 Job Reference (optional) uompames, rorc merce, rl. i'mi 11 K Icu ID:EaPOUIwCWA01-11 6wSO7vTFdz75cK nJx)X1hT4Peh9L2jSOcE8SS88erb;n,69 no ,iRR SK D-0 16.8-0 , 11;0 0__ , I_n d-R-n 1-4-0 Scale = 1:29.9 47 4x4 = 4 ,zY 11 uzv — I l LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.78 Vert(LL) 0.21 8-10 >892 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.31 8-10 >602 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) 0.02 7 n/a n/a BCDL I10.0 Code FBC2017frP12014 Matrix-S Weight: 72 lb FT = 10% LUMBER -I BRACING - TOP CHID 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 3-7-9 cc puriins. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9-6-11 cc bracing. BOT CHORD 2x4 SP M 31 MTek recommends that Stabilizers and required cross bracing WEBS , 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=92810-8-0 (min. 0-1-8), 7=928/0-8-0 (min. 0-1-8) Max Horz 11=46(LC 8) Max Uplift11=-462(LC 8), 7=-462(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1198/606, 2-3=-1356f721, 3-12=-1192/683, 12-13=-1192/683, 4-13=1192/683, 4-5=135&720, 5-6=-1198/606 BOT CHORD 1-11=-592/1184, 10-11=-606/1184, 9-10=604/1192, 9-14=-604/1192, 8-14=-604/1192, 7-8=-592/1184, 6-7=592f1184 WEBS 2-11=-463/316, 3-10=01265, 4.8=0/284, 5-7=-463/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15% Cat II; Exp C; Encl., GCpi=0118; 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 nonconcurrent with any other live loads. 5) Provide I mechanical connection (by others) of truss to bearing plate capable of withstanding 462 lb uplift at joint 11 and 462 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 6.0-0, 55 lb down and 107 lb up at 8-0-12, and 55 lb down and 107 lb up at 9-11-4, and 121 lb down and 169 lb up at 12-0-0 on top chord, and 106 lb down and 100 lb up at 6-0-0, 41 lb down at 8-0-12, and 41 lb down at 9-114, and 106 lb down and 100 lb up at 11-11-4 on bottom chord. The design(selection 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 (F) or back (B). LOAD CASE(S) Standard 1) Dead +I Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform, Loads (plf) Wert 1-3=-54, 34=-54, 4-6=-54, 1-6=-20 �`I j IIII Concentrated Loads (Ib) Vert 3=-74(F) 4=-74(F) 9=-27(F) 10=-106(F) 8=-106(F) 12=-55(F) 13=-55(F) 14--27(F) M - 8t XGENSFN'<4 � PE 76051 h, rUss fruss TypeJQ!1Y Ply RYAN 145&A-MITF�C cis JACK 4 1 I .:�`a:�<.. I. Job Reference o ' nal iD:EaPOUIwCWA016wS07vTFdz TSoK-Buds93kMNKyG0onI789xm54mh rwW69wbcD?Ta 1 yHhsH 8-4-5 , Scale = 1:17.2 2x6 II LOADINGi (psf) SPACING- 2-0-0 CSI- DEFIL in (too) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.38 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.35 Vert(CT) -0.09 6-7 >834 180 BOLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017/ rP12014 Matrix-P Weight: 30 lb FT = 10% LUMBER-1 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (Ib/slze) 4=83/Mechanical, 5=108/Meohanical, 7=254/0-11-5 (min. 0-1-8) Max Horz7=123(LC 4) Max Uplift4=-59(LC 4), 5=57(LC 4), 7=-166(LC 20) Max Gmv4=95(LC 17), 5=108(LC 1), 7=254(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vint-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf,, h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This tr* has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide! mechanical connection (try others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 4, 57 lb uplift at joint 5 and 166 lb uplift at joint 7. 5) Hangerts) or otherconnection device(s) shall be provided sufficient to support concentrated load(s) 301b down and 110 lb up at 2-11-0, 30 lb down and 110 lb up at 2-11-0, and 26 lb down and 52 lb up at 5-8-15, and 26 lb down and 52 lb up at 5-8-15 on top chord, and 71 lb up at 2-11-0, 71 lb up at 2-11-0, and 5 lb down and 2 lb up at 5-8-15, and 5 lb down and 2 lb up at 5-8-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) 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 +i Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) ;Vert: 1-4=-54, 1-0=-20 Concentrated Loads (Ib) Vert: 8=72(F=36, S=36) 10=94(F=47, B=47) 11=3(F=2, 8=2) N \P�a -,Z i PE 76051 ` STA // 910NAL S' l/II I I110 �- Jo I fuss Truss Type, FlyIRYAN :I-s�; Al `L 145%A-MITEK ='^ ":' :' 1' CH JACK' 2 1 :...: Job Reference (601iorral Southern Tntss Canpenles, Fort Fierce, Ft. 34951 /r•-, • " sedtxty S NOV 30 201 is 07a6:12 2010 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (]cc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.45 Vert(LL) -0.04 6-7 >999 240 MT20 2441190 TCDL i 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 6-7 >999 180 BOLL , 0.0 Rep Stress Inor NO WB 0.16 Horz(CT) -0.03 4 n/a n/a BCDL 110.0 Code F802017[rP12014 Matrix-S Weight: 41 lb FT = 10% LUMBER,I BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 1044 cc bracing. WEBS 20 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=111/Mechanical, 5=234/Mechanical, 8=481/0-11-5 (min. 0-1-8) 1 Max Horz 8=153(LC 4) Max Uplift4=-94(LC 4), 5=-104(LC 4), 8=-186(LC 4) FORCES. II (lb).- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-381/115, 2-9=-443/159, 3-9=-394/169 SOT CHORD 1-8=-108/383, 8-11=-2491383, 7-11=-249/383, 7-12=249/383, 6-12=-249/383 WEBS 2-8=-303/190, 3-6=-431/281 NOTES- 1 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GOpi=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 chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 104 lb uplift at joint 5 and 1186 lb uplift at joint 8. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated ioad(s) 23 lb down and 38 lb up at 5-0-7, 23 Ito down and 38 lb up at 5-0-7, and 51 Ito down and 93 lb up at 7-10-6, and 51 lb down and 93 Ito up at 7-10-6 on top chord, and 4 lb up at 5-0-7, 4 lb up at 5-0-7, and 21 lb down at 7-10-6, and 21 lb down at 7-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) 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 +1 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unlfc Loads (plf) Vert: 1-4=-54, 1-5=-20 Concentrated Loads Qb) !Vert: 10=39(F=-19, B=-19) 11=7(F=4, 13=4) 12=24(F=-12, B=-12) ��\\ wl I II X M'13 /I��i PE 76 51 �t I S ��issJorvat`�NG �`� II 'o -+a russ Truss TYPO - tY Y JKYA N i 452-A MIFEK J1 JACK 4 1 _,_ _ Job Reference (optional) Southem Truss C"Ves, Fort Pierce, Fl. 34951 u Run: 8.200 s Nov'30 2017 Print 8.230 s Oct 212016 MiTek Industries, Inc. Mon Nov 19 07:56:11 2018 Page ID:EaPOUIwCWA016wSO7vTFdz?5cK ji3Ux$kWgPPeC6ZRefDUCgi RfNNickjZGv2byHh 1-6-0 Scale = 1:7.6 0-100 1-so --_ --_, 0-10-0 0-8-0 LOADING (pso SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n1a SCOL 10.0 Code FBC2017frP12014 Matrix-P Weight: 5 lb FT = 10% LUMBER-' BRACING - TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-" oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=95/Mechanical, 3=1410-8-0 (min. 0-1-8) Max Horz2=124(LC 1), 3=-124(LC 1) Max Uplift2=54(LC 8) Max Grav2=95(LC 1), 3=29(LC 3) FORCES.! (Ib) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. NOTES- j 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf,, h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This trm has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at Joint 2 5) Non Standard bearing condition. Review required. I LOADCASE(S) Standard it I MI IBt �N ale I — r PE 76051 i — S :Ile Job Truss- Type1P1Y 1452•A-MITEK 'rl-i J2 ITruss JACK „p 8 1 IRYAN Job.Reference (ortiona13 Southem'Tiuss Cornperrilbs, Foil Fierce, FI. 34951 nun: n.2W s Nov 30 20i7 rnnr. 6Z0 a va 21 20 w i-4 wn - 45 65, ,.,... .. ID:EaPOUIwCVVA016wSO7vTFdz?5eK�i3UXAkcOgPPeC6ZRe!DtXfrRehNiFk1-2&v2byHhst 1-0-0 i 240-o c 1-4-0 - 0-8-0 , 1 0 0 , 2-0.0 Scale - 1:8.7 Plate Offsets (X,Y)- f2:0-0-12,0-1-121 12.0-1-111-2-81 f5.0-0-00-1-121 LOADING (psf) SPACING- 2-0-0 CSL DEFL- in (foe) Udefl L/d PLATES (TRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Verf(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 110.0 Code FBC2017lrP12014 Matrix-P Weight: 7 lb Fr = 10% LUMBER-' TOP CHORD 2.4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS ' 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 3=-34/Mechanioal, 4=-43/Mechanical, 5=223/0-8-0 (min. 0-1-8) Max Horz 5=43(LC 8) Max Uplift3=34(LC 1), 4=43(LC 1). 5=-66(LC 8) Max Grav4-5(LC 8), 5=223(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 cc purlins. Rigid calling directly applied or 10-M cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- i 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; 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 psf bottom chord live load nonconcurrerd with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3, 43 lb uplift at joint 4 and 66 Ilb uplift at joint 5. LOAD CASE(S) Standard NN�-�i PE 76051 Job russ Type y RYAN 1452-Ao-MITEK J3 jTnJSs JACK 4 1 lJob Reference • ional Southem Truss Canpardes, Fort Pierce, FI. 34951 1 i t,. ID:EaPOUIwCVVA0161nrS07vTFdz?5cK FVV5kNi5rjiYnVdwOj7Thg?Uy2,itrVeFvaWWM1IV8yF�hsJ 1 7 4 0 3-6-U_ 1-4- 0 2-2-0 A Scale = 1:11.8 LOADING (psi) SPACING- 2-0-0 CSL DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL. 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code F802017frP12014 Matrix-P Weight: 12 lb FT = 10% TOP CHORD ZO SP No.2 BOT CHORD 2x4 SP No.2 WEBS I 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer REACTIONS. (lb/size) 3=38/Mechanical, 4--8/Mechanical, 5=20810-8-0 (min. 0-1.8) Max Horz5=72(LC 8) Max Upli1t3=48(LC 8), 5=62(LC 8) Max Grav3=38(LC 1), 4=28(LC 3), 5=208(LC 1) FORCES J (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpI=9.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for miss to truss connections. .4) Provide: mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 3 and 62 lb uplift at joint 5.' LOAD CAISE(S) Standard I , N �A i f PE 76051 �t I J TA NG ////j/S/ONAL �013 fuss I rus5 Type RYAN 1457A•MITEK AJJACK JQty 6 JPlY 1 Job Reference (optional) -=Enem muss wmpanms, ron fierce, rL . VZI It 1k'�r_h Naufs RYiI: V.4W i rvw JV LV 11 � 1-4-0 °,� ID:EaPOUIWCWA0016wS07vTFdz?5cK-FV1/51dJi5rjYnVav6j Tt g?UWIFRWgaUvWMWBy i; J 1.4-0' 2-8-0 Scale = 1:12.8 LOADING (Pb SPACING- 2-0-0 CSi. DEFL. in (Joe) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 13 lb FT =10% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 3=54/Mechanical, 4=17/Mechanical, 5=22010-8-0 (min. 0-1-8) Max Horz5=83(LC 8) Max UpId3--59(LC 8), 5=-66(LC 8) Max Grav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) FORCES. � (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES.. I 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat li; Exp C; Encl., GC0=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 chord live load nonconcurrent with any other live loads. 3) Refer to girder(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 and 66 lb uplift at joint 5. ,1 LOAD CASE(S) Standard �� V�GENSF•��-�i� zz r PE � * ` " STATES "j . CQRI�`i' sS/orvAt.NG Illlll �� 40 _ N55IIussTYPO JY7RYAN $652-A•MITEK , JACK 4:.•_I Reference (option-al Oil, �ika�•T�'':j . .� 1 e I' ID:EaPO611 CW 16wS07apw?5cK-FVV5kNi5d[YnVdwOj7Thg7S52H4eFZaUvWMW8y hsJ 14-0 5-6-0 1 4 0 4-2-0 Scale = 1:16.5 LOADING! (psf) SPACING- 2-0-0 CSI. DEFL /in (loc) Vdefl L/d PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4-5 >999 240 MT20 244119D 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(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 1S lb FT = 10% LUMBER BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MITek recommends 'that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation iiuide. REACTIONS. (Ib/size) 3=96Mtechanical, 4--40/Mechanical, 5=267/0-8-0 (min. 0-1-8) Max Harz 5=113(LC 8) Max Uplift3=-93(LC 8), 5=-80(LC 8) Max Grav3=96(LC 1), 4=71(LC 3), 5=267(LC 1) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- ! 1) Wind: IASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=5,Opsf; h=15ft; Cat 11; 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 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 80 lb uplift at joint 5. 1 LOAD CASE(S) Standard �\�wI I I I1////,� PE 76Q51 j►y I * — i f STAT q i 1_0OR I `• �J'�I ^li lv� s/0NAI. //111I1m i O .—I .-.w ).... ru&5 4 -- fuss ype - ty if RYAN 1452-i1-MITEK " is `JACK 10 1 Job Reference (optional), 1 1 0 0 6-0-0 1-hfl Ln_n Scale = 1:17.8 Plate Offsets MY)—[2:0-0-12,0-1-121,.[5:0-1-8,1-2-01, f5:0-0-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,26 Vert(LL) -0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4-5 >999 180 BCLL a.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 19 lb FT = 10% LUMBER; TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS I 2x4 SP No.3 BRACING - TOP CHORD 'Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling 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 guide. _ _ S. (lb/size) 3=109/Mechanical, 4=47/Mechanical, 5=28310-8-0 (min. 0-1-8) Max Horz5=124(LC 8) Max Up1ift3=-104(LC 8), 5=-85(LC 8) Max Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) (lb) - Max. Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown, NOTES- 1) Wind: { SCE 7-10; Vult=160mph' (3-secortd gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 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 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) 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 CASE(S) Standard PE 51 760 1 (' A Job I Nss Truss ype y RYAN 1452-A MITEK J7 JACK 15 1 I Job Reference (optional ..w•wa•••��. • �•• ^�•w. � • ++�• - µ u No rve wn uwxuca, ma YIVI1 IYVV ID VIAO.Vi NIO rc � ID:EaPOUiwCVVA016wSO7vTFdz?5cK-nJxjXlhT4Pah9t2jSOcEBSSDXetSvnsRFFno iy h! 1-4-0 7 6 0 1 4 0 6-2-0 i 2x6 11 Scale - 1:20.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.51 Vert(LL) 0.07 4-5 >978 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.13 4-5 >569 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix-P Weight: 24 lb FT = 10% LUMBER! BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS. (lb/size) 3=148/Mechanical, 4-67/Mechanical, 5=335/0.8-0 (min. 0-1-8) Max Horz 5=155(LC 8) Max Upiift3=-136(LC 8), 5=401(LC 8) Max Grav3=148(LC 1), 4-110(LC 3), 5=335(LC 1) I FORCES., (Ib) - Max. Comp./Max. Ten. - All farces 250 (Ib) or less except when shown. WEBS 2-5=-295/272 NOTES. 1) Wind: { SCE 7-10; Vult=160mph (3-second gust) Vasd=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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer tb girder(s) for truss to truss connections. 4) Providd mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 3 and 101 lb uplift at joint 5. I LOAD CASES) Standard MI St \\ j� PE 76 51 .oe 'Po Al ,/ FORID S �� .G��N r9 T Job I Truss Truss Type CllY Ply 1452-A•MITEK J58 MONO TRUSS 2 I I i IRYAN Job Reference (optional) Southern Tnjss Companies, Fort Senre, FL 34851 - E °M1'' "hi+ r ° - Run: 8200 s Nov 30 2017- Print82M s Ott 212018 NTek Industries, Inc. Mon Nw 19 07:56:10 2018 Pa t ID: EaPOUiwCWA016wSO7vTFdz?5cK-FW5kNi5rjiYnVdwOj7Thg7Sn2HgeFXaUvWMW8yi�hsJ -• - 0 5-&0 1 1-4-40 4-4-0 Scale = 1:16.8 0 0 541-0 1 0 0 4.40 Plate Offsets, (X,Y)- t2:0-0-12 0-1-12] f5:0-1-81-2-01, 15:0-0-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CAL DEFL, in (for) 11defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.05 Horz(CT) -0.02 3 n/a n/a BCDL 110.0 Code FBC2017/TP12014 Matrix-P Weight: 18 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP N0.2 BOT CHORD WEBS 2x4 SP No.3 I REACTIOpdS. (lb/size) 3=100/Mechanical, 4=42/Mechanical, 5=27210-8-0 (min. 0-1-8) Max Horz5=117(LC 8) Max Uplift3=-97(LC 8), 5=-81(LC 8) Max Grav3=100(LC 1), 4-75(LC 3), 5=272(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-8-0 oc purlins. Rigid ceiling 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 guide. NOTES- 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=9.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 3 and 81 lb uplift at joint 5.I LOAD CASES) Standard '(t 1% Job TrUSS I ruse Type RYAN 1452-A-MITEK MV2 VALLEY 2 1 Job Reference (opfionaO Southern Tntss-Companies, Fort Pierce, FI. 34951 2x4 i Run: 8.200 s Nov 30 2017 Print 8.230 s Oct 212018 NJTek Industries, Inc. Mon Nov 18 07i58t11 201E Pa e 1 'ID: EaPOUIwCWA016wSO7vTfdz750K ii3UxjikcOgPPeC6ZReMgNRfGNickjZGv2by�ihsi 2-0-0 2-0-0 Scale = 1:6.9 eonf-a 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/dell Ud PLATES GRIP TCLL ; 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 1 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 110.0 Code FBC2017/TPI2014 Matrix-P Weight: 5 lb FT = 10% LUMBER BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. SOT CHORD 2x4 SP N0.3 BOT CHORD Rigid celling directly applied or 10-0-0 oc bracing. Mif'ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1=4712-0-0 (min. 0-1-8), 2=34/2-0-0 (min. 0-1-8), 3=13/2-" (min. 0-1-8) Max Harz1=26(LC 8) Max Uplift1=-14(LC 8), 2=-31(LC 8) Max Grav1=47(LC 1), 2=34(LC 1), 3=25(LC 3) FORCES( (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: �ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=3.18; 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 live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 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 lb uplift at joint 1 and 31 lb uplift at joint 2, LOADCASE(S) Standard �� N M. at PE 76 51 i S/0NAL �1111111�� Job Truss Truss TyPe Qty plyRYAN 1452-A MITEk MV4 VALLEY 2 1 ;lob Reference (optional) Awulem INSS l.Gf11�11C+, rol[ YIeIGe, rl. J9oa� i n� . ��ID:EaPOUIwCWA016iaS07vTF5cfGji3UzjjlicOgPPeC6ZReiDtXdlRdjNlcfi)7G�2byHhsl 4-0-0 r 4-0-0 2 3 Scale = 1:11.1 I I W G 1.50 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 13C 0.19 Vert(CT) n/a n/a 999 BCLL 1 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 1 10.0 Code FBC2017frP12014 Matrix-P Weight: 13 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticais. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 1=116/4-0-0 (min. 0-1-8), 3=11614-0-0 (min. 0-1-8) Max Herz 1=64(LC 8) Max Upltftl=-35(LC 8), 3=-62(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. i NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat II; Exp C; Encl., GCpi=.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at Joint 1 and 62 lb uplift at joint 3� LOAD CASE(S) Standard i PE 76 51 S A i1r� Job Truss Fruss Type 1452-XMIT Am VALLEY JP1Y 2 1 IRYAN Job Reference (optional) bwmem truss umpames, ron He=. M JQ=1 KM: U.ZUU S NOV'JU LUI(YMr G."U S UR LI ZUlO MlaK mOUSmes, UIC. MV ion.p ie Vl�b:77 LUli3 rage 1 ID:EaPOUIWCWA016wS07vTFdz75cK4i3ilxjjkcOgPPeC6ZReiD=RXONi-1--.byHhsi 6-0-0 1.6x4 11 2 3 2x4 i::- 1.50 11 Scale: 3W=1' 1 LOADINd (psf) SPACING- 2-0-0 CSL DEFL, in (loo) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB. 0.00 Horz(CT) 0.00 n/a n/a BCDL 110.0 Code FBC2017/TPi2014 Matrix-P Weight: 20 lb FT = 10% TOP CHORD 2x4 SP, No.3 BOT CHORD 2k4 SP N0.3 WEBS I 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD S. (Ib/size) 1=190/6-0-0 (min. 0-1-8), 3=190/6-0-0 (min. 0-1-8) Max Horz1=105(LC 8) Max Upiiftl=57(LC 8), 3=401(1-C 8) Qb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. IMrrek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat 11; Exp C; Encl., GCpi=(,.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable �equires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord Irve load nonoonourrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 1 and 101 lb uplift at joint 3.I LOAD CASE(S) Standard �\p\N MI Bt ///XCENS��i ,' t PE 76051 �'6 -5TA I t-Ot — j .c� `.4 ORlO�i .*�N