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Home My WebLink AboutTRUSSSOUTHERN TRUSS COMPANIES, INC. j SCO UTH ERN. SCANNED RANDY@SOUnMPNTRUSS.COM T U S S �� 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 (800) 232-0509 / (772) 464-4160 / (772) 318-0016 Fax: C O M PA N 1 E S �,�( Proj°I ct Name and Address: Oakland Lake Occupancy: X Single -Family Lot-'! 11 Block: County: Saint Lucie Multi -Family Tru s Engineering Program: Mitek Engineering Commercial Pla s By: Mitek Plates Pla' ° s By: Simpson Strong -Tie Co 1 „tractor / Builder: gyan Homes Mo , el: 1452 Elevation: A Options: ST EMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance wit' jj Florida Building Code FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by the oflowing provision: ROOF FLOOR Top chord live load: 20 P.S:F. Top chord live load: --- P.S.F. Top Des gn criteria: ASCE 7-10: 160 MPH chord dead load:_2_P.S.F. Top chord dead load: ,--- P.S.F. En eer: Brian M. Bleakly Bottom chord live load: P.S.F. Bottom chord live load: ___ P.S.F. A dress: 2590 N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load: --- P.S.F. Fort Pierce, FL. 34951 Duration factor: 1.25 Duration factor:---- Mean height: 15' Exposure: C * 10.0 P.S.F. bottom chord live load nonconcurrent with any other live loads. This is an index sheet submitted in accordance with the Department of Professional Engineering. Tallahassee, FL. Engineeringsheets are photocopies of the original design and approved by me. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 Al 21 J3 41 61 81 96 2 A2 22 J4 42 62 82 97 3 A3 23 J5 43 63 83 98 4 A4 24 J58 44 64 1 84 99 5 A5• 25 J6 45 65 85 100 6 A6 26 J7 46 1 66 86 101 7 A7 27 MV2 47 67 87 102 8 1 A8 28 MV4 48 68 88 103 9 A8G 29 MV6 49 69 89 104 10 ° B I 30 50 70 . 90 105 llii B2 31 51 71 91 106 12111 B3 32 52 72 92 107 1311 B4G 33 53 73 93 108 14!j Ci 34 54 74 94 109 15!'; C2 35 55 75 95 I10 C3G 36 56 76 CJ6 37 57 77 07 38 58 78 J1 39 59 79 40 60 80 416 1911 1 201Ij .; J2 by my seal, I hearby certify that the above information As;'witness is, rue and correct to the best of my knowledge and belief, ame: Brian M- Bleakly Lic. #76051 FI LE CO Ps : ___ Y, t FA, I,IiRI ru r Y TYPICAL DETAIL C'�• 6'TNER. - HIP 14-bTE- NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. UP TO 265# = 2-16d NAILS REO'D. 1 �32.5# per Nail (D.O.L.Factor=1.00) ds toe nails only have 0.83 of UP TO 394 = 3-16d NAILS REQ D. I teral Resistance Value. I 12 -0 -0 -0 J1 OVER I I & � A A OVER Q nO II II If II 11 II 11 I �� II n n u J3 II II II II II _ p U -A C�� I m Ta Q Q Q I,A QA G _=- - - J5 I In use 2-16d O 7-0-D ` `� toe nail NS %TC & BC. . H7 (HIP GIRDER) A QA ® 1 HIP GIRDER 1� 1 1.11 J7 oa; ` 12 .� 11.5 OVER i Typical jack 45' �---� attachment toe naill ® T&_1 QA � TYPICAL CORNER'LAYOUT & 2-16d Q,_ IC;� 9-9-5 CORNER JACK GIRDER �I Typical Hip -jack' attachment ;�RD HANGERS FASTENER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - ------ 2-16dnails - - - -- J5 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - BC - ----- - 2-16d-nails ----- J7 TO HIP GIRDER TC ------- 3-16dnails ----- BC ------- 2-16dnails ----- HIP JACK GIRDER (CJ7) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC ------- 2-16dnaiIs ---- MINIMUM GRADE OF LUMBER LOADING (PSF) SM INCR.: 00% 2x4 SYP 2 L D FBC2017 2x4 SYP 2 TOP 20 Ls2x4 SYP No.3 BOTTOM 00 10 SPACING 24. O.C. SOUTHERN TRUSS Fort Pierce Division 2590 N. Kings Highway, COMPANIES Fort erceFL 3495 (800)2 2 01509 �( 2)464 -4160 http://www--outhwntr,m:;.00m Fax:(772)31 B-0016 rlan M_ Bleakly Struct �76051 2590 N. Kin (, Ft Pierce, FL 34951 772-464-4160 0 TYPICAL DETAIL @ CORNER - HIP TE: NDS=National Design Specifictions for Wood Construction. 2.5# per Nail (D.O.L.Factor=1.25) s toe nails only have 0.83 of era) Resistance Value. 12 OVER _ -_0 BOA 1-0 1-0 HIP GIRDER 12 1.5 OVER, CORNER JACK GIRDER ALLOWABLE, REACTION PER JOINT (ZA UP TO 265# = 2-16d NAILS REQ'D. 0 UP TO 394# = 3-16d NAILS REQ'D. III III III J1 A - J3'' use 2-16d H5 (HIP G toe nail TC & BC. ' i Typical jack 45' attachment TYPICAL CORNER LAYOUT Y 20 1M uo Li 0 0 �\ use 3-16c toe nail & 2-16d Typical Hip -jack" attachment CHORD HANGERS FASTENER GIRDER JACK TIC - - - - - -- 2-16dnails ----- J1-J3 TO HIP JACK GIRDER BC -- - - - -- 2-16dnails - - - -- TC- - - - - -- 2-16dnails ----- J5 TO HIP JACK GIRDER BC ------- 2-16dnails- - - - -- TC- - - - - -- 3-16dnails - - - - - BC - - - - - -- 2-16dnails - - - - - I' HIP JACK GIRDER (CJ5) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - -- 2-16dnails I - --- MINIMUM GRADE OF LUMBER LOADING (PSF) STR• INCR.: 25%) T.C. 2x4 ,SYP 2 , L D FBC2017• B.C. 2x4 SYP 2 TOP 20 WEBS 2x4 SYP No.3 BOTTOM 00 10 SPACING 24" O.C. SOUTHERN TRUSS II COMPANIES http://www.routherntruzs.com Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax:(772)31 B-0016 n M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 401160 This product is preferrble to similarconnedars because of ' a) easier installation, b) higher loads, c) lower installed r:ost or combination of these features. 6' •-• Ali hangers in this series have double shear nailing — an innovation that listributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation, and the use df all common nails for the same connection. Double shear hangers range from the light capacity LUS hangers to the highest capacity HGUS hangers. For medium load.truss applications, the MUS offers a lower cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the WS. MATERM See tables below and on page 133. FINISH: Galvanized. Some products available in stainless steel or ZMAX® coating; see Corrosion Information, page 18-19. INSTALLATION • Use all specified fasteners. See General Notes. - Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. - Not designed for welded or nailer applications. OP11ONS: - LUS and MUS hangers cannot be modified. - HUS hangers available with the header flanges turned in for 2-2x (31AJ and 4x only, with no load reduction. See HUSC Concealed Flange illustration. - Concealed flanges are not available for HGUS and HHUS. - See Hanger Options, pages 200-202, for sloped and/or skewed HHUS models. - Other sizes available; consult your Simpson Strong -Tire representative. CODES: See page 20 for Code Reference Key Chart - 7hese products are available with addfibiW corrosion protection. Additional products on this page may also, be aWlable w1M this option, check with Simpson Strong -Tie for details ,These products are approved for hista0atian with the Strong -Drive SD Structural- Connectarscrew. Sea page 30 for the correct substitution and SD screw stye. Model No. Min. Heel Heigh Ga Dimensions Fasteners W H B Carrying Member Carried Member SINGLEWIZES WS24 2% 18 134e 4% 1% 4-10d 2-10d WS26 41/. 1%. 1 4Y4 1 1% 410d 4-10d MUS26 4134s 18 IlYs,1534,1 2 6-10d 6-10d HUS26 434s 16 1% 5% 1 3 14-16d 6-16d HGUS26 434e 12 1% 53S 5 20-16d 8-16d LUS28 434s 18 134s 6% 1114 6-10d )4 10d MUS28 Ws 18 134s 6% 2 B-10d 8-1Od IfU 634 16 1% 7 3 22-16d B-16d HGUS2B 6°//s 12 1% 7% 5 36-16d 1216d LUS210 41/ 1B 134s 7% 1% B-10d 4-10d HUS210 B31 16 13G 9 3 30-16d 10-16d r 1.See table on page 133 for allowable loads. W 1♦ 11VZ& AS 11�c fdr4x'S� as �W—/ B LUS28 6HHUS210-2 (Truss Designer to provide fastener quantity for connecting multiple members together) 6MUS28 L SONgTie HUSC Concealed Flanges (not available for HHUS, HGUS and HUM) th He0uCe0 Heel Height ® Double Double Shear — : Dome Double Shear Shear Nailing Nailing Side View Nailing Side View (available on Do not some modals) Top View bend tab "9 U.S. Patent 5,603,580 DFRll le l oa SP Allowable Loads SPF/HF Agawable Loads Model No. �+E"�. � ,UpDIN-__oor _11- ro®r__ oot�_ =1Nind � afis 70 =f11_ I25rz g 16OJ� UplTor (16g1 Snow (115) Rool (125) Wind (160) Uprdt' (16D) Roor (1D0) Snow (115) Roof (125) Wind (160) Code pet. SINGLE2xSl2ES WS24 490 670 765 825 1045 490 725 830 895 1135 420 575 655 705 895 LUS26 1165 .865 990 1070 1355 1165 940 1075 1165 1475 1005 740 845 915 1160 MUS26 1090 1295 1480 16D5 1B25 1090 1410 1610 1745 1825 940 1110 1265 1370 1570 17, F6,L17 HUS26 BE272�..; 3_3335t335 1550 2950 3335 3335 3335 1335 2330 2650 2820 2865 HGUS26?b5 .496Dr B1iS 430�539�D_ 1765 4725 5290 5390 5390 1520 3750 4200 4500 4635 17,L17 W528. i�6,fi OD`1 6 <5 _.-�_ �.. a 1165 1200 1365 1480 1835 1005 940 1D75 1165 1475 MUS28 1555 1730 -1975 2140 2645 1555 1880 2150 2330 2645 1335 1475 1690 1830 2275 17,F6,L17 HUS28 2000 3965 4120 4220 4335 2000 3790 3960 41170 4335 1720 2905 3035 3125 3435 HGUS28 3015 6745 - 6970 7125 7275 3015 6460 67D5 6870 7275 2595 4960 5160 529D 5745 17,L17 LUS210 1165 1445 1660 1795 2270 1005 1145 VOL] 1415 1745 71US210 3000 41D5 4310 4450 4930 2580 3150 . 3315 3425 3B75 �'L17 0 r4 s N 132 Note: For dimensions and fastener information, see table above. See table footnotes on page 133. - I = 7hese products are available MM adddfbad corrosion protection. Additional products on pr 7hese product are approved for instdMon witlr the Strong -Drive SD Sbvdural- this page may also be available v& tics option, check with Simpson Sbong-7k for details. Connector screw. See page 3D for the correct substitution and SD screw sae. N Model No- Mn. Heel Height Ga Dimensions Fasteners ;.,;; _DF%SeAlioivahleLoads`E_.: _:r.: ,its SPF/HFAllowableLoads Code Ref. yf H B Carrying Member Carried Member Uplift';' :_(1fi0) :Floor;: UD)9 _*' `may l Snow •: =.(11s5)a- .°�.-:.. aReof • ' (125). _Wind - (160j= Uplitt7 (ifiD) Floor (loll) Snow (115) Roof (125) Wind (160) DDUBLEWIZES LUS24 2 21/ 18 31/ 31/ 2 1 4-16d 2-16d 440 800 910. 985 1250 380 6B0 780 845 1070 / LUS26-2 4/K 18 34 4/ 21 4-16d 4-16d " 1DOD BBD 1010 logo ' 1365 17, F6, L17 HHUS26-2 4% 14 No 5% 3 14-16d 6-16d 1335 2390 2710 2925 3665 HGUS26-2 4%s 12 No 5T/s 4 20-16d B-l6d�5Z30:4..` 1855 3750 4200 4500 4795 [7 L17 r WS2B-2 V. 18 31ii 7 2 6 16d 4-16d 1165 1315 1500 1625 2060 10DD 1125 1285 1390 1765 r�HHLJS28-2 B'/ic 14 3V* 7/ 3 2216d 8-16d 2000 4210 4770 5140 6440 1720 .3615 4095 4415 5375R L77 US2B-2 M 12 M Me 4 36-16d 12 16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 17, L17 WS210-2 6'/s 18 3% 9 2 8-16d 6-16d -77A5'• . _ B�_ r _ 9D , 2265_ �13�0?, 150D 1565 1785 1935 2455 HHUS2102 8'/ 14 345c 8T/ 3 3016d 1016d =-• ; 4UOD . g369SBUt E880 ` ;7165 3525 4835 5270 5380 5765 r/, �� L17 HGUS210-2 M 12 IM 1934c 4 46-16d 16-16d k NE—E,41:0 ;93D0 , 97U0=- 9]fj0 3525 7465 7730 7825 I 7825 171-17 TRIPLE 2z SIZES HGUS26-3 49AG 12 4%1 514 14 1 20-16d B-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 1 4795. HGUS28-3 619ie 12 4% T/. 4 36-16d 1216d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 HGUS2ID-3 Me 12 4% 9'/ 4 46-16d 16-16d :{4095fs`Cge, 5M4?jiDpF "_970f1= 3525 7825 7825 7825 7825 f/,L17 HGUS212 3 10% 12 41Va ID% 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGU5214-3 12% 12 413'ic 12% 4 66-16d 22 16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 QUADRUPLE 2x SIZES HGUS26-4 % 12 W. 5T/s 4 20-16d 8-16d •5{� f 1855 375D 42DD 45DO 4795 HGUS2B-4 7% 12 6'/ic laic 4 36-16d 1216d 4E 2785 6415 6415 6415 6415 R L17 HGUS2104 9% 12 No M 4 46-16d 16-16d 4095 9100 9100 910D 91DO 3525 7825 7825 7825 7825 17,F6,L17 HGUS212-4 HGU5214-4 10% 123i 12 12 S%s 6'iic 10% 123G 4 4 56-16d 6616d 2D-16d 22-16d 5575� rg6,Dpj. �-� = D100 26p � -�� 0.`• - 600�'; `�0100 ='1010g:' .4335 4745 8255 8585 8255 8685 8255 8685 8255 8685 17, L17 4x SIZES LUS46 4% 18 M 1 4-Y. 121 4-16d 416d 1165 1D30 116o 1280 1625 100o BBD 1010 logo 1385 I7,Fs, L17 HGUS46 4% 12 3% 47/w 4 20-16d 816d 2155 4355 4875 5230 5575 1855 3750 420D 45DO 4795 17, L17 HHUS46 4%s 14 3% M 3 14-16d 6-16d 1550 2790 3160 3410 4255 1335 2390 2710 2925 3665 LUS48 4% 18 3%v 6Y4 2 6-16d 416d i11M Kli-t `15 ._ . 1 `'' b6d`,; 10DO 1125 1285 139D 1765 HUS48 61/ 14 3% 7 2 616d 616d - 55 _,59 `_ 1E1i �196Dz t247y0� 1550 1365 1555 1680 2115 rl, F6, L17 HHUS48 634 14 3% 71A 3 2216d 8-16d "2i)bD 215;' S1T30, 8 150� 5440'. 1720 3615 4095 4415 5535 HGUS48 67/s 12 3% 1 N, 4 1 36-16d 12-16d ;. 235 460t A6_ 460 7-060 2785 6415 6415 6415 6415 rr,, L77 LUS410 61Y, 18 3Y. BY, 2 B-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 HHUS410 8% 14 3% 9 3 30-16d 1D-16d 3745 564d 6385 6890 7165 3440 4835 5480 5910 6165 17,F6,L17 HGUS410 8Mc 12 3% 9 4 46-16d 1rr16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 HGU5412 10'4c 12 33G 10T/a 4 5616d 20-16d 4 60 6bH:, 950ff 960' 4335 8255 8255 8255 8255 17, L17 HGU5414 117/s 12 334 12T/rs 4 66-16d 2216d i 51 z?1AfUp 191Dti-=1U100a 10104s 4745 8685 8685 8685 8585 1. Uplift loads have been incueased 60%for wind or earthquake loading with no further T ANSITPISPF, T-ANSITPISP and T-ANSrrPIDF for allowable loads that consider normal Increase allowed. For loading applications such as cantilever construction ANSUTPI 1-2007 wood member design criteria (seepage 213 fordetatisj refer to Simpson Strong -lie° Connector Selectot"sotiware or conservatively S. Loads shown are based on minimum of 2-ply 2x carrying membem: With Bx carrying divide the uprdt load by 1.6. members, use 16dx214 nags into the header and 16d commons halo the Joist with no 2. Wind (160) is a download rating. [Dad reduction. With single 2x carrying members, use 10dx11i nags Into the header 3. Minimum heal height shown is required to achleve full table loads. For less than and 1 Dd summons Into the joist, and reduce the load to 0.64 of the table value. minimum heal height; see technical bulletin T-REDHEEL (see page 275 for debdsJ 6. HAILS: 16d= 0.162' din. x 3W long. 4. Truss chord cross -grain tension may Grnit allowable loads. Refer to technical bulletins See page 24-25 for other n0l saes and I*nr lion. e y 0 Co Co a rA ■ 133 co® ft•lbl#&Gvlcu rruuu a arrucrurai Composite lumber Connectors X ��-==—a V — _-- ---- -9 - - ----- -- - 00 ...a .y _ \ X y O le! o CT A �a x (Q x V n N' y d 00 C S 2 2S 2 2 x2 2 S 22 V �C C C a -A+,.{pa, y w i -i ccn vCi' yC y c 1A C C'7 C C CC7 C CCC7 C OCl 'n C S c cxi C S C G27 C 2 2 2 2 I IV N A 3 r A A � v N 3 3 Cn A CR 1n o Cn C C� C C C7 C CT C G) G) C I� Ipn, l N �j Q CJl CT 07 W A W C M 7 N ` O 1 N N ` CN77 CN/7 N \ N N Q 1u C)7 CTl a P N O .CCn OO7 vWi fn O fn V7 Oo O fA fC A O =�.• O N\ O N pp C CD N CT x CR N N CT .a CT m W Cll 7• A O A C7 N O O A cz;G O 1n CC7 y CC.J y C C Q O C CD N? N C t9 y O A W O O) A y 0 O N V7 O -O+ O C O CR W m O A p ' VCD ch N A N A N A A N O A y � -4 � � w cn tT to Ol CT CT CT CR Ol CT CT CT C11 CT Cl� CT C1l N CR CR CT tT W CT CT CT w w w C�,� w A w w 1� Q R1 Q Q �- 4 Y' Q Y' Q Y1 w '1•' A W A CA O W N N O y W N N o7 W VJ _ N \ U::t 4a R1 Q - w Q T Q Ol Q Q Q O W N N cT C W N ,p W W n rn rn rn rn rn :C rn rn rn rn q' w Q Yl 4 4l w Q Iv 4' 4' �n Q m a rn a o o a a a a n N n n a CL n N a n n n ow c°' a a n Q a a a rn l� n O O T O 1 4 .a O N Q N .:i Q Q Q Ql Q W N y O N l N O N CA N O ...� W N O Cn fn a s n n rn rn rn a rn rn rn w rn rn rn rn -` rn rn \ '• -`Na y Q ^' Q y Q °° 2 rn y oo A a N a n a a n a n n n n n a a n a w rn rn w rn rn rn CR =+ Q S 4' N q' a 2t a n a a a a a a a s a a a n a a a a a a a CD a d a � O. C7f Ul COII CT CTI COJ7 COlI [T W COO tV0 A W [VO A C(p�p CVa1 CVD .P .CR.a CNT1 V ONi V CNlI V N C11 N W N fJl �j W CT CT Cil O CT GTI W 6I1 Cil LN CT CT O CWJI Coil 6071 CT N W COO CVO � N W COD CVO p CTf V V W O CNiI V V W W CO N CT CT N C p C1l W 'N "•C w w I�7 -� O W ut tT W O Ol tat CT CAjI o cc CCiI CAR COR O cavil coil c'I'il W A p .0.� .On. O j C,9 Of W CO 0 W `p O cn pWp N t0 C11 W N t� C71 [n O C71 En CR CR v �• O O W ~ Ol V v (OO V V O COO N W O O O W Of OWO O C]1 C.Tf W N UI CJ1 W N CD Ci A C.71 N x T O CT O C CT O Cil G CJI O CN O CT CVT 0 0CW71 O COJf C W V V O W V V G.7 Cil [b CO (T W N W CR O Ol O .VA N CT 1D W N C7 CT CT O CT O CR CT O CT O� W V V O W V fD O fD o T Cxl ap COO (O 0 W W W p W W CD O W N CD CR W O CT O GT O CN CT CT o 0 0 O O CT O CT 0 M. 0 C3 O CVTI p tD CT O O O pp�� CT m Ol CT O W O CN ...� W O V1 O CT O .p W Ul O A CCOO 1 N O O, N O O O CJl O p0 0 CJI O O O fJ CW71 O QD N CJ7 O 1 W O� � � W W W � W W W W � CT OW N C� 0 0 0 0 CT O C71 O O [T O 60R 0 0 CJI CA O O O •Wi coWfOD W O W CA) N W A W CA COTI pOj W W a N 000 ppW�� pOp O •p W CD 0I W N C� 01 W N O O Cll O O CT O G7 N7 O O O O O O O O c b O Cl0 tD -i W [O O p� CT CA CO Cb CA N [T O CR CT A W w CT A O O CT O Q O tT 0 0 0 COlI O O m V lD O W Ol W Cw1 m O O) O_. 41 W Ol s W OOD OA1 W CD CT O W N Cj O W N CD A w C O 0 0 0 0 0 0 0 0 (il p N p 0 [b tD CD f0 O O W CD CD tb N CT A 0 O O CR O, CT O � CT O CT O O CT O O O O [T 0 0 0 0 0 C071 O Q Oi COR O �� A w N W A W N W A W OD A [D l N CD p CR O) 00 W CT CA DD W N C1D (O O CIO A W �1 CT Oo tD W CT CT W (n W CT [T W W W N W CR W Oo W W N �"� N N m�co lV�v .p W N Oo �W7 (AO W N Cb W A W N tb W N N V W A v CT al O coil CT Cavil O COlI cDDil Cwtl O ..Oil CON vwt O C tT cavil toil cWsl ii. cNil cavil O cOsl cODil N [il (pOp ,�ypO l��O W N OO O COJI CmJf CNTf CJI O VOl COJI CNN CR p COit N V p CVO "p d CN .CpR O CT O O CN CJl OI C.tl O O Jf COJI O COT m W COO pOpop OD COO 000 Got00 CNlI OAo OO .W+ N W O N OOD N W OOD N OAO COD O ca cofDO O) tD [T N en OD N CT O O CT CTI 0 0 A V W O w j N O7 CR ,G7' O O O CT O O Of CT O [T CT N CO A ,p A Cb m .A N CT O O CT O CN 0 0 CT D, N O O .W+ OVo O�WoI OAD C N O ,p O O 1CA V m "` = b O 1 07 Cil pA CIo CN A N O cT O O Cil tT Vi O cn cil CN co[.Nil Cn p CmN CO}l Ol c0 o Cn W A CppRpp t0 O .Wi N O N V Vl N W O O '� w O CN O COJ7 O CT O CJl O CAlI O COJI O N CAD N O W OOo 107 ,Op -� O W A pOj OWCT D f00 A O W C71 W N V y CT O Ol O CO O CT N O O N W N S N W CO A A W j N pi j O Cb Cb A r S Z O O CN W O tJl O N CR O co CJl O SOT N O cNil O CNiI tail O o O CN O tOJI O twii cN1l (Asl O-a i N C N m � m 77 r io m to 07 w N -on. W OTo CA)W T W T w N CD N T N W G - W GJ W • 0-2013 m 2013 81MP80N BTRONO TIE OOMPRNY INO. PRINTED 12i12 - A. 0-2013 m 2013 SIMPSON STRONG -TIE COMPANY INC. PRINTED I2/12 I 140, Re r I O O MINIMUM GRADE OF LUMBER UNLESS SPECIFIED ON ENGINEER'S SEALED DESIGN, APPLY 1x4 'T'-BRACE, aOX To Chord 2x4 9YP �2 SPF $1/ Z or bettor LENOTrI OF WEB, VALLEY EB. SAME SPECIES AND OF OR BETTER • ATTACHEC P WRH Ild BOX ((0.1�3.q2 B NNLS AT 0' GC. OR OONTINUEUS LATERAL BRACINO, Bolt Chord 2x3(•) OR 2x4 SP #2N OR SPF #1/#2 or batter EQUALLY sPACf, FOR Y cAL VALLEY WEBS GREATER THAN 7'-w". WebO 2x4 SYP #3 or bolter MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'-0", (+) •2x3 MAY 01 RIPPED FROM A 2xe. (PITCHED OR SQUARE) TOP CHORO OF TRUSS BENEATH VALLEY SET MUST BE BRACED WRHI (+') ATTACH EACH VALLEY TO EVERY SUPPORTING TRUSS WRHI INVALII.TIDN ACHED, RATED SHEATHING APPLIED PRIOR TO VALLEY TRUSS (2) 10d BOX (0,130' x ZA . NNLS TOE-NARXP FOR oil AT 24" CID. OR AS OTFyERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN ?DC: 20D& AIICE 7-10 -LIP—MPH MIND, OR ..-;L(5.._ MEAN HEIOHL" ENCLOSED BUILDING. BY VALLEY TRUSSES USED IN UEU OF PURLIN SPACING AS SPECIFIED ON EXP. 0, RIMPEHCW, WIND TO DI.-O PSF: ENGINEERS SEALED -DESIGN. CUT FROM 2xS OR • TFIATH TFIE PURUN SPACING FOR BRACING THE TOP CHORD OF THE TRUSS LARGER AS REQUIRED BENEATH THE VALLEY IS MEASURFD ALONG THE SLOPE OF THE TOP CHORD. (*+j LARGER SPANS �AAY BE BUILT AS LONG AS THE VERTICAL HEIGHT DOES 4r-0„ Max HOT EXCEED 12-D'. BOTTOM CHORD MAY BE SQUARE OR PITCHED CUT AS SHOWN. 1Yl,r 2x+ Max SQUARE BOTTOM VALt.E1(. 6'-0"Max 20'--0" Max (**) ' SUPPORTING TRUSSES AT 24n O.C. MAXIMUN SPACING, CUT CHORD W2N OPTIONAL STUB END VERTICAL - Erecttan bracing Is not the responslNlily of Irusa designer, Plato manyl ndr trivia fabrImIx, persam araUngg kussee are poulionW to week proh SOUTHERN adds regarth erection bmcing I Ich Is always required to prorenl I prp Fort Pierce Division and dominatrp during ereclion; oud ppumment blueing whkh moq be lugI TRUSS 2590 HH Kings HI hhwey, spacNfo appikallom, 5ee'6CS1-01 511mmary shoal Commenlav and Tecoi Fort Pleroo, VMS dolkG! for handling, Installing $ bracing metal plate comteled wood trussu COMPANIES (600232-0509 772)4e4--41s0 Trvues to be srecbd and lcohned In fattened In a straight end plumb nn,dh-+a•.rhunw..�, Fax:(772)s�e-0010 whers no sheallng b aFpfied dbocly to the tv ;Herds. Ihoy shall ba bm specigid on the met eslgn Trusses shag be handle wilh reasonable care tiis Pmy o IYJN OPTIONAL HIP JOINT DETAIL . FRAMING+ TO LL 20 20 PSF TC DL 10' 15 PSF BC DL 10 10 PSF BC LL 00 00 PSF TOTAL LOAD 40 45 PSF 1111 1011 t)= 1.25 1.25 SOUTHERN TRUSS COMPANIES blip//mnrn"vih.min.n.a.m 4CLOSEDr 1-1.25, Q PQ,' e►wcE' Bracing Group 5 URE C noise one DOUQLAs FIR —LARCH &J_ air 1 CABLE *MUSS DETAIL Nulwl UVE LOAD DEFLECTION CRI I MIA IS 1 f140. CONNTINEUS BEMINO Ta PSF run DFAD rAAD)OM OOUTLOOKKEER95UYlTPN ISa O CMHANO�,Xc12" PLYWOOD QWHANG. A NAM FOR O((I L" BRACE. 9 ACE NAI AT 2" Os. I in EN xoF�E9 AND 4 DO. BETWEEN ZONES. I'*)in �NDZ)ZONE5 AND B"SPACE OC. BETWEEN ZONM- : S AH clNNo va �MUST BE A MINIMUM OF BDX OF WEB VABLE VERn Pl TE 91Z?3 VERRCAL No SP OE Egg ¢—D 114 OR 20 OREATER RAN 4�—O"� BUT uo, LE99 rHAN 71'—B" a.eH4 GREATER PEAK SPR LICE AHD HEELRPL4TE5. D P--1 T to C—�p Enuth n bracing is not the respon#$glly of trues dosignsr, plate mamdaclumr nor Iruw fabricator, poraone erocV lruww am coullensd to eeah pr(ftoppling odi add" ragta*pp erngon bracing aldch le atroyrr mo P and dombming during amilun; end peRnanenl bracing which may be mquhd in erce Olvislon apadgo uppbcallom. Sao TM-91 Summary Ast Cgmmanlary and recuTmon— N. Kinga HIg hw y, dollars for handgng, breloging & bmcing malal pleb eomleelod need two VO. Pierce, FL J4®SI Trusses em fo be ernled end [aimed bl foelensd In a gimlghl and pp��b Paw -09og (772)484-416D Ahern no eheollnp br opppged diroally to the lap chonia, Ihay shag bs braced oe :(772)3 B—oat6 apeciged on Ihs Wee doelpn. Tmaan shag be Kandla xgh maeonablo cam dud MaKlmun Total Load 60 PSF SPACING AT 24" ().c. MINIMUM GRADE OF LUMBER Top Chord 20 SW #2 or better Batt Chord 2x4 SYP #2, or better Weise 2x4 SYP #3 or better REFER TO SEALED DESIGN FOR DASHED PLATES SPACE PIGGYBACK VERTICALS AT 4' OC MA%. TOP AND BOTTOM CHORD SPUCES MUST BE STAGGERED SO THAT ONE SPUCE IS NOT DIRECTLY OVER ANOTHER. ATTACH PURUNS TO TOP OF FLAT TOP CHORD, IF PIGGYBACK IS SOLID LUMBER OR THg BOTTOM CHORD IS OMITTED, PURUNS MAY BE APPLIED BENEATH THE TOP CHORD OF ,SUPPORTING TRUSS. REFER TO ENGINEER'S SEALED DESIGN FOR REOUIRED PURLIN SPACING. THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDRIONS: L�Q.MPH WIND, 30' MEAN HOT. ASCE 7.10 CLOSED BLDG. LOCATED ANYWHERE IN HOOP, 1 MI. FROM COAST CAT 1, EKP C. WIND 70 DLr"8 PSF, WIND BC DL. PSF 140 MPH WIND. 30' MEAN HOT. ERPgCZ010 ENCLOSED BLDG. LOCATED ANYWHE IN ROOF WIND TC DL-B PSF, WIND BC DL-S PSF. FRONT FACE (x') MAY BE OFFSET FROM BACK FACE PLATES AS LONG AS BOTH FACES ARE SPACED 4' OC MAX. WEB BRACING CHART WEB LENGTHI REQUIRED BRACING- 0' TO 7'9" 1 NO BRACING 10 "T" BRACE. SAME GRADE, SPECIES AS WEB 7'9" TO 10' MEMBER, OR BETTER AND BOX LENGTH OF WEB MEMBER. ATTACH WITH Od NAILS AT 4" 0/C. 2x4 "T" BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' MEMBER, OR BETTER AND 80% LENGTH OF WEB MEMBER. ATTACH WITH 16d NAILS AT 4" 0/C. W-.d MRSE, t �c ATTACH PIGGYBACK WITH 8'xBxl/2" COX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES 0 '4'-0' O.C. MAX. 0 JOINT TYPE SPANS UP TO 30 34' 38' 52' A 2x4 2.5x4 2.5x4 3x5 5x6 5x6 5x6 Fn4x6 1.50 1.5x4 1.5x4 1.5x4. 5x4 5x5 5x5 5x6 SOMHERN TRUSS caMPANws MW/"......�h.muw..rnn 11 Fort Pierce [Dfiviystar 2590 0N. Kings (B00)Z32-0509 (772)464-4160 _ Fax:(77Z)318-0018 W/ -= r— r--e T r—i S=_P Erection bracing b not the responsibility of buss designer, plate mamdaclurw nor Irust fabricator, persons erecting Imasa pre cautioned to seek professional advice regarding erection bracing which Is alwoye required to prevent toppling and dominoing during erection; and permanent' bracing which may be required In specific applications. See 'SCSI—Bi Summary sheet Commentary and recommen— dutisns for handTarg, installing & bracing metal Plate connected wood trusses' (TPI). Trusses ars to be erected and foslened in lasle ed in a straight snd plumb poeitloa where no sheaMy is applied d(recny to the lap chords, they shag be braced as spedned on the buss design. Trusses shag be 'handle with reasonable core during 'emu n Is FMI damage. C Maximun Loading 55pef at 1.33 •Duration Factor 50psf at 1.25 Duration Factor 47psf at 1.15 Duration Factor SPACING AT 24" O.C. Ll SCAB -BRACE -DETAIL I 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 +/- 6". *`* THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS * REQUIRED AT''U3•POINTS OR PBRACE IS•SPEOIRED.' APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 110d (3"X 0.131") NAILS SPACED 6"'O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. • • MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH=.IZ-0" scAs aRpcE)A\ 2x4 MINIMUM WEB•S!ZE- MINIMUM WEB GRADE OF#3 Nails� / Section Detail �d ® E Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. T-BRACE / I -BRACE DETAIL Note: T Bracing / 1-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattem T-Brace size Nail Size. Nail Spacing 1 x4 or 1 x6 10d 8" O.C. 2x4 or 2x6 or 2x8 16d 8. O.C. Note: Nail along entire length of:T-Brace / I -Brace• (On Two-Ply's Nail to Both Plies) .. ' position WEB Nails jSection Detail ` T-Brace �I�y '=\ Web emate position Nails Web Nails I -Brace _ Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing, Web Size 1 2 - 2x3 -or 2x4 1 x4 (`) T Brace .1 x4 (`) I -Bra 2x6 I 1 x6 (') T Brace 2x6 I -Brace 2x8 12x8 T-Brace 2x8 1-Brace Nails Brace Size for Two -Ply Truss , Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 1-Brace 2x8 2x8 T-Brace 2x8I-Brace T-Brace / 1-Brace must be same species and grade (or better) as web member. (•) NOTE: If SP webs are used in the truss, •i x4 or U6 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 #2 with 1X bracing material, use IND 45 for T-Brace/I-Brace For SP truss lumber grades up to #1 with 1 X bracing material, use IND 55 for T-Brace/l Brace L-BRACE DETAIL t Nailing Pattern, L-Brace size Nail Size Nail Spacing 9� 1x4 orb 10d 8`-o.C. 2x4, 6, or 8 16d 8" D.C. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies), .- j, SPACING } Section Section Detail E L-Brace Web Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90%of web length. L-Brace must be same species grade (or better) as web member.- L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 *** 2x6 1 x6 *** 2x8 2x8 *'* — DIRECT SUBSTITUTION NOT APLICABLE L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 .2 2x3 or 2x4 2x4 2x6 2x6 *** W 2x8 ° ** — DIRECT SUBSTITUTION NOT APLICABLE 7eb I rusS I russ I ype Qty Ply Ryan Homes -1452 A cl -�2-A Al COMMON 1 1 Job Reference (optional) Southern TOSS , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc. Mon Jul 16 12:24:032018 Page 1 ;I ID:EaPOUIwCVVAOI6wSO7vTFdz?ScK-mz7V7uU8F77drg9R_PIFIINwJheGe1 IFL9phBQgyxV1C 7-5-3 13-7-3 21-0-0 28 4 13 34-&13 42-0-0 7-5-3 6-2-0 7-4-13 7-4-13 6-2-0 7-5-3 j 5.00 F,2 5 Scale = 1:69.9 3x4 4 3x4 3x6 i�- 4 6 3x6 3 7 1.5x4 \\ 1.5x4 u 2 4 8 2 3 1 1 g 1 W1 qI Iq 3 __ 15 14 13 12 11 10 3x5 = 3 0 M18SHS I I 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x10 M18SHS 11 i -0 9-2-6 17-0-13 24-11-3 32-110 41-0 0 3 -0 8-2-6 7-10-6 7-10-6 7-10 6 8-2 6 Plate sets X,Y 1:0-0-14 Edge), 1:0-0-4,Ed e , 9:0.0-14,Ed a 9:0-0-4,Ed e LOADIN I (psf) SPACING- 2-M CSI. DEFL. in '(loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.22 12-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.42 12-13 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 213 Ib FT =10% LUMBER-R BRACING - TOP CH RD 2x4 SP No.2 'Except TOP CHORD Structural wood sheathing directly applied. T1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. BOTCH RD 2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer WEDGE, Installation guide. (lb/size) 1=1529/0-5-0 (min. 0-1-8), 9=1529/0-8-0 (min. 0-1-8) Max Horz 1=159(LC 8) Max Upliftl=-529(LC 8), 9=529(LC 9) FORCE (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=-2966/1095, 4-5=2377/865, 5-6=2377/865, 6-7=2966/1095, 7-8=-3083/1077, 8-9=-3258/1114 BOT C RD 1-15=1 097/2934,14-15=-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=329/774, 4-13=-650/441, 4-15=215/564, 2-15=297/297 1) Unba anted roof live loads have been considered for this design. 2) Windi PSCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf;'h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWF S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ' 3) All pl es are MT20 plates unless otherwise indicated. x 4) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other. kwe loads. 5) Provijle mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=529, LOAD Standard III TOE 1 rusS I ype Uty Ply Ryan Homes -1452 A d ;qy_q � A2 COMMON 2 1 Job Reference (optional) Soumem T' _ iss, Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 1612:24:04 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-E9htLEVmORFUT kdY6pUGkSWR2cbnmfVOTQkyGyxVjF 7-5-3 13 7� 19 6 0 284-13 34is13 42-M ,261-0-Q22-" 5 13 E 2-0 7-5 3 7-5-3 6 2-0 5 t 0.13 1 0 i G 0 10 Scale = 1:74.0 5.00 12 3x6 = 3x6 = 5x5 = 5 6 7 3x4 3x4 C 3x6 i:ol 4 8 3x6 3 9 1.5x4 \\ 1.5x4 2 q 10cc m 2 3 1 1 1 PH 1W1 III Iv 17 16 15 14 13 12 3x5 = o 3x5 = II 3x10 M18SHS I I -3x4 = 4x6 = 3x4-= 3x4 = 4x6 = 3x4 = 3x10 M18SHS I I j 0 0 9-2-6 17-0-13 L_ 11-3 32-9-10 41-0-0 42-0�0 -0 0 8-2-6 7-10 6 7-10-6 7-10-6 8-2-6 -0 0 Plate Off ets (X Y}- [1:0 0-0,Edge], [1:0-0-14,Edge] [5:0-3-12,0-2-8], [6:0-2-8,0-3-0], [7:0-3-12,0-2-8], [11:0-0-14,Edge], [11:0-0-4,Edge] LOADIN, (psf) 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 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.51 14-15 >968 180 M18SHS 244/190 BCLL . 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 211 Ib FT = 10% BOT CH WEBS WEDGE Left: 2x6 WEBS VOTE: 1) Unb; 2) Win( MWI 3) Prov 1) All p 5) This 5) Prov 11=t '-OAD 2x4 SP M 31 *Except' T2: 2x4 SP No.2 2x4SPM31 2x4 SP No.3 No.2, Right: 2x6 SP No.2 (lb/size) 1=1529/0-8-0 (min. 0-1-8), 11=1529/0-8-0 (min. 0-1-8) Max Horz1=148(LC 8) Max Upliftl=-517(LC 8), 11=517(1-C 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. tD 1-2=3267/1089, 2-3=3088/1051, 3-4=-3012/1069, 4-5=2368/826, 7-8=2368/827, 8-9=3012/1069, 9-10=308811051, 10-11=3267/1090, 5-6=21331810, 6-7=2133/810 tD 1- 1 7=-1 065/2945, 16-17=-764/2428, 15-16=764/2428, 14-15=-427/1826, 13-14=615/2428, 12-13=-615/2428, 11-12=917/2945 6-14=-296/729, 8-14=590/402, 8-12=232/585, 10-12=-318/313, 6-15=296U29, 4-15=590/401, 4-17=231/585, 2-17=318/312 ced roof live loads have been considered for this design. SCE 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; (envelope); Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. s are MT20 plates unless otherwise indicated. Is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=517, Standard GENs��,t / PC ! 44- 8TA ii '� •�L ORID sS/0IVAL ENG 1111 i 1110 I 1 Jpbr rusS Russ ype ty yTRyanHomes -1452 A d 5432-A A3 HIP 2eference (optional) Southern T " ss Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 Id7ek Industries, Inc Mon Jul 16 12:24:04 2018 Page 1 , ID: EaPOUIwCWA016wSO7vTFdz?5cK-E9htLEVmORFUT_kdY6pUGkSVw2hlmjIVOTQkyGyxVjF 6-3-3 11-5-5 17{ 0 }— 24 6 0 30-6-11 35513 6-3-3 5-2-1 6-0 11 7 0 0 6-011 '2-1 63 3 Scale = 1:70.4 5x7 = 5.00 12 5x5 — 6 7 3x4 G 3x4 3x6 5 it 8 3x6 1.5x4 4 W5 9 1.5x4 it 3 10 n 4x6 4x6 zZZ- 2 11 1 12 .� Iv o c 5x7 = 18 17 16 15 14 13 5x7 = I k5 _ 3x4 = 4x6 = 3x4i 3x8 — 4x6 = 3x4 = 3x5 — 1-4-0 424)-0 94-3 17-60 24-6.0 32.7-13 84)4 8-1-13 7-0-0 8-1-13 Plate Orfrigets X,Y 1:0=3-10,0-2-8 , 6:0-5-4,0-2-8 , 12:0-3-10 0-2-8 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 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 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 227 Ib FT =10% LUMBE - BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CH RD 2x4 SP M 31 BOT 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 2-11-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (lb/size) 1=1529/0-8-0 (min. 0-1-8), 12=1529/0-8-0 (min.0-1-8) Max Horz 1=133(LC 8) Max Upliftl=-500(LC 8), 12=-500(LC 9) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH. RD 1-2=3256/1053, 2-3=-3178/1065, 3-4=-3036/951, 4-5=2937/960, 5-62355/777, 6-7=2124l755, 7-8=2356/777, 8-9=2937/960, 9-1 O=3036/951, 10-11=3178/1066, 111 11-12=3256/1053 BOT C ORD 1-18=-1033/2933, 17-18=-805/2618, 16-17=805/2618, 15-16=-504/2124, 14-15=672/2618, 13-14=-072/2618, 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 1) Unbanced roof live loads have been considered for this design. 2) Wind; II NSCE 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; MWF S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provi,,iI. adequate drainage to prevent water ponding. 4) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provi „e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)1=500, LOAD Standard i/ PE 7 051 �l •.4 OR;D .' fVAL -�lfI1I11�� Job fuss I rus5 I ype Qty Ply Ryan Homes - 1452 A cl 1452-A �� A4 HIP 2 1 Job Reference (optional) Southern T' ss , FL Pierce, FL.,.34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc. Mon Jul 16 12:24:04 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-E9htLEVmORFUT kdY6pUGkSX62bpmgdVOTQkyGyxVjF �I 7-7-4 15 6 0 1 T 21-6-13 21-H 34-4-12 42-M 7-7-4 7-10-12 6-0-13 4-11-3 7-10-12 7-7-4 i Scale=1:70.4 5.00 12 5x5 = 3x4 = 5x5 = 5 7146 7 3x6 4 3x6 C 3x4 4 8 3x4 3 g 9 C) 4x4 ,�'- 44 - 44 2 I 10 I 44 11 4i Iq o Sx7 = 18 17 16 15 14 13 12 $x7 = o 5 = 1.5x4 11 3x6 = 3x4 = 3x8 = 46 = 1.5x4 11 3x5 = III 3x4= i 8-0-14 15-2-0 217-7 2610-0 33-11-2 41-0-0 740-14 7-1-2 5 5 7 6-2-9 7-1-2 7-0-14 b IX LOADIN, (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.24 15 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.44 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.19 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBI TOP C BOT C WEBS SLIDEI REAC' FORCI TOP C BOT C WEBS 2x4 SP No.2 `Except* T2: 2x4 SP M 31 2x4 SP No.2 2x4 SP No.3 Left 2x6 SP No.2 3-8-4, Right 2x6 SP No.2 3-8-4 (lb/size) 1=1529/0-8-0 (min. 0-1-13), 11=1529/0-8-0 (min. 0-1-13) Max Horz1=-118(LC 9) Max Upliftl=-480(LC 8), 11=-480(LC 9) PLATES GRIP MT20 244/190 Weight: 230 Ib FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. WEBS 1 Row at midpt 3-17, 6-14, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. ID 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 ;D 1- 1 8=-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, 11-12=835/2951 3-18=0/314, 3-17=-706/420, 5-17=-100/462, 5-15=107/396, 6-14=435/137, 7-14=-1321627, 9-14=707/422, 9-12=0/311 1) Unbanced roof live loads have been considered for this design. 2) Wind: MNSCE 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; MWF S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provi, el adequate drainage to prevent water ponding. 4) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=480, 11=4 V p. LOAD CXASE(S) Standard PE * 051 R[D `SS/�AfAL ECG \\\\ \�\\ 1452-A 11 1 A5 HIP 2 1 44 4x4 t:� 2 5.00 12 3x4 5x7 = 4 15 14 4x6 = 3x4 = 1.Sx4 II 13 3x8 = 5x7 = 6 12 11 3x4 = 4x6 = Scale=1:69.2 i I 3x4 7 44 i 8 44 , 9 Iq I 0 10 5x7 = 1.5x4 II 3x5 = 42-0-0 LOADIN (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.29 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.52 13-15 >957 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 223 Ib FT = 10% LUMBE !II - BRACING - TOP CH ' RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. j BOTCH RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. WEBS ill 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 2x6 SP No.2 34-13, Right 2x6 SP No.2 3-4-13 installed during truss erection, in accordance with Stabilizer Installation guide. REACTI NS. (lb/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) FORCE .. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP C 1 RD 1-2=-3281/1030, 2-3=3164/1045, 3-4=-2724/963, 4-5=2855/1104, 5-6=-2855/1104, 6-7=2724/963, 7-8=3164/1046, 8-9=3281/1030 BOT Cl-RD 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=01269, 3-15=563/351, 4-15=-79/443, 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) Unba anted roof live loads have been considered for this design. 2) WindIi4SCE 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; MWFI S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provi1ASE(S1 a adequate drainage to prevent water ponding. 4) Thisss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provmechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=472, 9=4LOAD Standard i PE 7 051 .r A �i0� ORIO S�oIVAL E�G� �\\ /01111M to I I toss cuss ype ty y Ryan Homes -1452 A d 1452•A A6 HIP 2 1 Job Reference (optional) Southern T ss , Ft. Pierce, FL., 34951 _ Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 Mrrek Industries, Inc. Mon Jul 1612:24:05 2018 Page 1 IIID:EaPOUIwCVVA016WSO7VTFdz?5cK-iLEFYaWOnkNL58Jp6gLjpx?IxROxV6Ged7AIUjyxVjC 6 0 14 11 6-0 —� 17-10-0 I 24-2-0 30 6 0 35-11-2 42-0-0 6 0 14 5-5-2 6 4 0 6� 5 52 6-0 14 Scale=1:69.3 5x5 = 3x4 = 3x6 = 3x4 = 5x5 = 5.00 12 4 5 6 7 8 3x4 3x4 3 9 46 tp 46 91 2 / 10 1' I� 11 oE91 IY o 7 = 18 17 16 15 14 13 12 5x7 = 3x5— 1.5x4 11 3x8 = 46 — 3x4 — 46 — 3x8 = 1.5x4 11 3x5 = 11-4.0 42-0-0 1 6-0-14 116-0 1: 21-0-0 30-0-0 35-11-2 40-8-0 4 44l-14 9-6-0 9-6-0 5.5.2 4.8-14 0-4 Plate Offsets X Y 1:0=3-10 0-3-0 , 1:0-1-14 Ed e , rl1:0-3 10,0-3-0 ll:1-4-3,Ed e] LOADINIII (psf) SPACING- 2-0-0 CS1. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.31 15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.56 13-15 >879 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 218 Ib FT = 10% 2x4 SP No.2 2x4 SP M 31 2x4 SP No.3 Left 2x6 SP No.2 2-10-5, Right 2x6 SP No.2 2-10-5 (lb/size) 1=1529/0-8-0 (min.0-1-8), 11=1529/043-0 (min. 0-1-8) Max Horc1=88(LC 10) Max Upliftl=-497(LC 5), 11=497(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 7-4-7 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=3301/1099, 2-3=-3248/1113, 3-4=-2888/1051, 4-5=2638/1010, 5-6=-3280/1257, 6-7=3280/1257, 7-8=-2638/1010, 8-9=2888/1051, 9-10=3248/1113, 10-11=3301/1099 1 -1 8=-965/2974, 17-18=965/2974, 16-17=1117/3216, 15-16=-1117/3216, 14-15=1115/3216, 13-14=1115/3216, 12-13=961/2974, 11-12=-961/2974 3-17=-4031292,4-17=208/782, 5-17=-840/361, 7-13=-840/361, 8-13=-208/782, 9-13=-403/292 ced roof live loads have been considered for this design. SCE 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; I (envelope); Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=497, Standard 13 / PE 7 051 ` IA `.<ORID ��I111111�� 70 Tru s Truss yp�f E — ty, y Ryan Homes - 1452 A cl 1492 A A7 HIP 2 1 Job Reference (optional) South T s Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MiTek Industries, Inc. Mon Jul 16 12:24:Oo' 2018 Page 1 , ID:EaPOUIwCWA016wSO7vTFdz?5cK-AYodmwXOY2VCiluOgXsyL9YxDrNeEb7osnvrl9yxVjt 5-0 14 9 6-0 17-2-9 + 24-9 7 32-6-0 36-11-2 42.0-0 5-0-14 4-5-2 7-8-9 7-6-13 T 7-8-9 4-5-2 5�14 I i Scale = 1:69.2 5x7 = 1.5x4 II 3x6 = 3x4 = 5x7 = 5.00 12 4 5 6 7 8 TA 1.5x4 1.5x4 a� 4x6 3 9 4x6 -Z� m 2 10 1 11 o Io 7 = 17 15 14 12 5x7 = 3x5 3x4 = 16 3x8 = 13 3x4 = — 3x4 = 3x5 = 4x6 — 4x6 4-0 42-0-0 1 9-60 17-2-9 24-9-7 32f-0 4048 O 4 8-2-0 7-8-9 7.6-13 7-8-9 8-2-0 lP4 4-0 1. )-0 LOADINj (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.56 BC 0.42 WB 0.77 Matrix-S DEFL. in (loc) I/deft Ud Vert(LL) 0.38 14-15 >999 240 Vert(CT) -0.64 14-15 >772 180 Horz(CT) 0.15 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 212 Ib FT = 10% LUMBE i BRACING - TOP CH, RD 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 CH, ^ RD 2x4 SP M 31 WEBS 1 Row at midpt 7-15 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER, Left 2x6 SP No.2 2-3-8, Right 2x6 SP No.2 2-3-8 installed during truss erection, in accordance with Stabilizer Installation guide. REACTI, litNS. (lb/size) 1=1529/0-8-0 (min. 0-1-8), 11=1529/0-8-0 (min. 0-1-8) Max Horc1=-73(LC 9) I Max Upliftl=-523(LC 5), 11=-523(LC 4) FORCE ; (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH ' RD 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, 8-9=3046/1136, 9-1 0=3219/121 1, 10-11=3273/1204 BOT CH RD 1-17=-1 057/2940,16-17=-937/2793, 15 16=937/2793, 14-15=-1429/3900, 13-14=934/2793, 12-13=-934/2793, 11-12=-1054/2940 VVEBS 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 1) Unbal„nced roof live loads have been considered for this design. 2) Wind:; SCE 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; MWF S (envelope); Lumber DOL=1.60 plate grip 6 6 L=1.60 3) Provi' a adequate drainage to prevent water ponding. i) This t ss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 11 =523, 11=5 3. -OAD CASE(S) Standard i Jo o toss toss I ype y Ryan Homes -1452 A cl i452-A ' A8 �'PECIAL i I Job Reference (optional) Southern T' s . Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MITek Industries, Inc. Mon Jul 16 12:24:06 2018 Page 1 ID: EaPOU IwCVVA016wSO7vTFdz?5cK-AYodmwXOY2VCiluOgXsyL9YtDrErEb4osnvrl9yxV]P 1-4-0 7-6-0 _y9-M 10.6-Q 14-3-14 21-0-0 27$2 + 2$-2-0 31--0 34-6-0 , 40-8-0 _ _,i2-0-q 1 ,2 1�— 62-0 1-00 1� S-0T 3914—+-- 682 6&-2 0Fr 4 32-0 32-0 62-0 Scale = 1:72.9 u q 5x5 = 7x8 _ 3x6 = Sx5 = 11 7x8 5.00 12 5x5 = 3x4 = 4 5x5 = 3x4 = II 3T T2 5 6 7 89 T 1 T4 12 CC \\ // o 5x10K. 1 :;g 13 14 / aI iq o 21 20 19 18 17 16 153x5 = o 3x5 = 5x5 = 5x6 = 3x8 = 5x6 = Sx5 = I 1. -0 42-M ,1-0•Q 7-" 14-3-14 21-M 27-8-2 34.6.0 41rp-0 , 6.2-0 6-9-14 6-5-2 6S2 Wo 6-9-14 6.2-0 0.4-0 1-0-0 Plate O ets (X,Y)— [3:0-2-12,Edge], [4:0-3-0,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], [16:0-2-8,0-2-4], [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 II LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.90 18-19 >522 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.15 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 226 Ib FT =10% LUMBI - BRACING - TOP CH RD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. 'I T2,T4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CH RD 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 10 WEBS 2x4 SP No.3 IMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. KtAtr I FORCE TOP CI BOT CF WEBS NOTES 1) Uni 2) Winc MWF 3) Prov 4) This 5) Prov 15=4 5) Grap tlDrslze/ rl=loo4iu-t5-u (min. u-i-la), io=loo4ru-tw (min. u-i-ia) Max Horz21=81(LC 8) Max Uplift2l=-626(LC 8), 15=-485(LC 4) - Max. CompdMax. Ten. - All forces 250 (Ib) or less except when shown. 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 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 2-21=1397/689, 2-20=-687/2036, 3-19=676/1700, 6-19=613/364, 6-18=219/577, 7-18=-377/285, 8-18=315UO4, 8-17=637/393, 12-17=741/1755, 13-16=-645/2001, 13-15=-1401 /543 red roof live loads have been considered for this design. SCE 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; (envelope); Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. Is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. mechanical connection (by others) of truss to bearing plate capable of vdthstanding 100. lb uplift at joint(s) except (It=1b) 21=626, puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. :(S1 Standard CE 8s �•� // / PE7 Q51 f 1 •1 A k\0 JOD • ^I . 14�•A luu ABG HIP Z_ s Nov 30 2017 Print i 3x5 Scale = 1:69.2 5x7 = 1.5x4 11 3x8 = 4x6 = 1.5x4 11 3x4 = W = 3 22 23 4 24 25 265 27 6 28 7 29 30 12 318 32 33 9 //0 :61x9 EES Iq 20 34 19 35- 18 36 37 17 38 39 16 40 41 42 14 43 15 � 45 46 13 12 3x5 = o 5x5 = % 3x8-M18SHS= 1.5x4 11 3x8 = 3x5 = 5x5 = 5x6 WB= 3x8 = 42-0-0 Plate O ets (X,Y)-- [2:0-2-8,0-3-0], [3:0-5-4,0-2-8], [6:0-3-0,Edge], [9:0-5-4,0-2-8], [10:0-2-8,0-3-0], [12:0-0-11,0-1-10], [13:0-2-8,0-2-0], [19:U 3 0,0-1-8], [2U:U-2-8,0-2-U], [z1:U-U-11 0-1-10 LOADIN Ij(psf) SPACING- 2-M CSI. DEFL in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.60 16-17 >787 240 MT20 244/190 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 FBC20171TP12014 Matrix-S Weight:432 lb FT = 10% LUMBE. BRACING - TOP CH „RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CH RD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS 2x4 SP No.3 OTHER 2x4 SP No.3 REACTI NS. (Ib/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) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 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, 32-33=-775513797, 9-33=7755/3797, 9-10=-5432/2600, 10-11=767/359 BOTCH RD 1-21=-368/766, 20-21=-426/766, 20-34=2311/4943, 34-35=-2311/4943, 19-35=2311/4943, 19-36=-4335/9118, 18-36=-4335/9118, 18-37=-4335/9118, 37-38=-4335/9118, 17-38=-4335/9118, 17-39=-4335/9118, 39-40=-4335/9118, 40-41=-4335/9118,16-41=-4335/9118,16-42=3682/7754,42-43=3682/7754, 1543=3682/7754, 15-44=3682U754, 14-44=3682U754, 14-45=2307/4941, 4546=-2307/4941, 13-46=2307/4941, 12-13=374/770, 11-12=-374/770 ✓JEBS 2-21=-2569/1274, 2-20=1990/4224, 3-19=157813274, 4-19=-5721500, 5-19=-1615/767, 5-17=0/430,7-16=-553/491, 8-16=-745/1578,8-14=-1388/886, 9-14=-1587/3289, j1 10-1 3=1 987/4219, 10-12=-2567/1273 1) 2-ply " ss to be connected together with 10d (0.131 "x3") nails as follows: Top c °ords connected as follows: 2x4 - 1 row at 0-9-0 oc. Botto chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs nnected as follows: 2x4 - 1 row at 0-7-0 oc, Except member 20-2 2x4 - 1 row at 0-9-0 oc, member 20-3 2x4 -1 row at 0-9-0 oc, member 19-3 2x4 - 1 row at 0-9-0 oc, member 4-19 2x4 - 1 row at 0-9-0 oc, member 19-5 2x4 - 1 row at 0-9-0 oc, member 5-17 2x4 - 1 row at 0-910I oc, member 16-5 2x4 - 1 row at 0-9-0 oc, member 7-16 2x4 -1 row at 0-9-0 oc, member 16-8 2x4 -1 row at 0-9-0 oc, member 8-1114 2x4 - row at 0-9-0 oc, member 14-9 2x4 - 1 row at 0-9-0 oc, member 13-9 2x4 - 1 row at 0-9-0 oc, member 13-10 2x4 - 1 row at 0-9 0 CQ 2) All loaltls are considered equally applied to all plies, except if noted as front (Fj or back (B) face in the LOAD CASE(S) section. Ply to pl �- �� CENS Conn ons have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbal need roof live loads have been considered for this design. _ t) Windi ASCE 7-10; Vult=1 ti0mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft Cat. II; Exp C; Encl., G / PE 7 051 1 MWF�` S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 i) Provi adequate drainage to prevent water ponding. i) All pl es are MT20 plates unless otherwise indicated. vA%n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. lfil{ll � 14P.A NOTES- 8) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt--lb) 21=1298, 12=1298. . 9) Hanger s) or other connection device(s) shall be provided sufficient to support concentrated load(s)176 Ib down and 238.Ib up at 7-6-0, 94 Ib down and 139 lb up at 9-6-12, 94 Ib down a d 139 Ib up at 11-&12, 94 Ib down and 139 Ib up at 13-&12, 94 Ib down and 139 Ib up at 15-6-12, 94 Ib down and 139 Ib up at 17-6-12, 94 Ib down and 139 Ib up at 19 6-1 94 Ib down and 139 Ib up at 21-0-0, 94 Ib down and 139 Ib up at 22-5-4, 94 Ib down and 139 Ib up at 24-5-4, 94 Ib down and 139 Ib up at 26-5-4, 94 Ib down and 139-lb up at 8:4, 94 Ib down and 139 Ib up at 30-5-4, and 94 Ib down and 139 Ib up at 32-5-4, and 176 Ib down and 238 lb. up at 34-M on top chord, and 252 Ib down and 123 lb up at 7-4, 70 lb down at 9-6-12, 70 Ib down at 11-6-12, 70 Ib down at 13-6-12, 70 Ib down at 15-6-12, 70 Ib down at 17-6-12, 70 Ib down at 19-6-12, 70 Ib down at 21-0-0, 70 Ib down a22-5-4, 70 lb down at 24-5-4, 70 Ib down at 26-5-4, 70 Ib downat 28-5-4, 70 lb down at 30-5-4, and 70 Ib down at 32-5-4, and 252 Ib down and 123 Ib up at 34-5-4 on bottom, chord. The design/selection of such connection device(s) is the responsibility of others. LOAD C'SE(S) Standard 1) Dead oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo �oads (plf) I ert: 1-3=54, 3-9=541 9-11=541 1-11=20 Conce trated Loads (lb) Vert: 3=129(B) 6=94(B) 9=129(B) 20=252(B) 13-252(13) 22=94(13) 23=94(B) 24=94(B) 25=-94(B) 26=94(B) 27=-94(B) 28=-94(B) 29=94(B) 30=94(13) 31=94(B) 32=94(13) 33=94(B) 34=-47(B) 35=-47(B) 36=-47(B) 37=-47(B) 38=47(13) 39=47(B) 40=-47(B) 41=-47(B)42=-47(B) 43=-47(B) 44=-47(B) 45=-47(B) 46= 47(B) ll I russ Truss Type ty ly Ryan Homes -1452 A cl 1,452-A S1 I COMMON 1 1 I _ Job Reference (optional__ � Souther FL Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 Is Nov 30 2017 MiTek Industries, Inc Mon Jul 16 12:24:09 2018 Page 1 Tss, ID:EaPOUIWCWAO16wSO7VTFdz?ScK-a7UmOxZvrztn7JdbLgPfznAQM3KhR6GEYk8VdUyxVjN 6-2-7 10.8-0 , 15-1-7 , 20-4-0 , _ 6-2-7 4-5 9 4-5-7 5-2-9 —� Scale=1:33.5 4x4 = 3 5.00112 1 x4 U4 2 4 5 4x4 1 6 1, H ' IT LU 31 I= 9 8 7 3x9 11 3x4 = 3x4 = 3x4 = 3x6 II 11: 7-11-13 134-2 204-0 6-11-13 5-4-5 6-11-14 Plate O ets ,Y 1:0-0-0,1-3-2 1:0-1-14,0-0-2 , 6:0-4-4,0-0-5 LOADIN G (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL T 20.0 Plate Grip DOL 1.25 TC 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 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 96 lb FT = 10% LUMBE - BRACING - TOP CH DRD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc puriins. BOT CH 5RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-5 oc bracing. WEBS WEDGE'i I 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Left: 2x6 installed during truss erection, in accordance with Stabilizer SP No.2 SLIDER, Installation guide. Right 2x6 SP No.2 2-9 10 REACTI„NS. (lb/size) 6=740/0-8-0 (min.0-1-8), 1=74010-8-0 (min.0-1-8) Max Horz1=-81(LC 9) Max Uplift6=-252(LC 9), 1=258(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=1381/484, 2-3=1206/440, 3-4=1121/405, 4-5=-1215/442, 5-6=1274/428 BOT C RD 1-9=457/1224, 8-9=204/837, 7-8=204/837, 6-7=-319/1093 WEBS 2-9=290/272, 3-9=-182/449, 3-7=139/329 NOTES- 1) Unbal ' nced 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=0.18; MWF S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=252, 1=25 _OAD C SE(S) Standard III � N1 cvil.NL//r/i�% 4� " \,\GEN& P E 76051�— t _ L 4. t A i .� GRID /\SS��NAL LNG /1II111M :jo Nss NSS ype—�(I—iP y Ryan Homes - 1452 A cl 14�2-A COMMON Oss. Ft Pierce, FL., 34951 I1 1 Reference opiona� Run: 8.200 s Nov 30 2017 Print: 8.20os Nov 30 2017 M7ek Indusbies, Inc. Mon Jul 16 12:24:09 2018 Page 1 Southem T I D:EaPOUI WCVVAOI6WSO7VTFdz?5r-K-a7UmOxZvrctnZldbLgPfznAQM3KhR6MEYk8VdUyxVjM 11.4-0 6-2-7 10-0-0 10-8-0 157-7 204-0 6-2-7—�— 3-9 9 0-8-0 0-8 0 3-9-7 5-2-9 Scale = 1:34.6 3x4 = 5x5 = 3x4 = . 5 3 4 5.00 12 1x4 \\ 1x4 2 6 7 44 v 'I 1 1 8 o x4 — 11 10 9 3x9 11 3x4 = 3x4 = 3x4 = 3x6 11 1-0-0 7-11-13 134-2 204-0 1TZ 6-11-13 54-5 6-11-14 Plate O is 1:0-0 0 1-3-2 , 1:0-1-14,0-0-2 3:0-2-0,0-2-11 , 4:0-2-8,0-3-0 , 5:0-2-00-2-11 , 8:0-4-4,0-0-5 LOADIN, i (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 1120.0 Plate Grip DOL 125 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 WB 0.17 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017JTP12014 Matrix-S Weight: 95 lb FT = 10% 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 Not Right 2x6 SP No.2 2-9-10 (lb/size) 8=740/0-8-0 (min. 0-1-8), 1=740/0-8-0 (min. 0-1-8) Max Horz1=-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 pudins. BOT CHORD Rigid ceiling directly applied or 8-10-12 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=1373/468, 2-3=1204/424, 5-61120/391, 6-7=1211/427, 7-B=-1268/413, 3-4=1066/416, 4-5=995/389 1 -11 =-436/1215, 10-11=1921839, 9-1 0=1 92/839, 8-9=-305/1088 2-11=-268/258, 4-11=172/436, 4-9=-131/317 ced roof live loads have been considered for this design. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encj., GCpi=0.18; (envelope); Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 8=247, Standard PE G51 �t � x I *L ii/'cam RtD /�//SS�OtVA i `ENG \��\ rt :O russ russ Type U ty y Ryan Homes -1452 A d S4G2-A I IS3 HIP I1 1 Job Reference (optional) Southem TI s , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 Mi fek Industries, Inc. Mon Jul 16 12:24:10 2018 Page 1 u ID:EaPOUlwCV VA016wSO7vTFdz?5cK-2J28bHaXcH?eBvCnvNwu W?iX6SelAaeNmOu3AwyxVj, 8-0-0 13-4-0 20-4-0 _ 8-0-0 5 4-0 7-0-0 Scale = 1:33.2 f 4x4 = 5x7 = 2 3 I 5,00 12 Ii �i XZ2ci 4 1 H 17 I 3x4 6 7 5 3x9 II 3x4 = 3x4 = 1x4 Il 3x4 = 3x8 II 1 8-0-0 13-4-0 20-4-0 1 '•LLO7-M 54-0 7-0-0 Plate Offsets X,Y 1:0-M,1-3-2 , 1:0-1-14,0-0-2 , 2:0-2-4,0-2-43:0-5-4 0-2-8, 4:0-2-8,0- -2 LOADIN' II (psf) SPACING- 2-M CSI. DEFL in (loc) I/defl Ud PLATES GRIP TOLL 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 Incr YES WB 0.10 Horz(CT) 0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 91 lb FT = 10% LUMBE - BRACING - TOP CH RD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied. T3: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CH RD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x6' P No.2, Right 2x4 SP No.3 REACTI NS. (lb/size) 4=740/0-8-0 (min. 0-1-8), 1=740/0-8-0 (min. 0-1-8) Max Horzl=61(LC 8) Max Uplift4=-228(LC 9), 1=235(LC 8) FORCE r (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH 1 RD 1-2=1294/395, 2-3=1118/408, 3-4=1228/380 BOT CH RD 1-7=290/1112, 6-7=270/1061, 5-6=-270/1061, 4-5=273/1056 WEBS 2-7=0/262 NOTES; 1) Unbal nced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; — MWF S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provi' adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 4=228, 1=23 1 LOAD C SE(S) Standard I� 0\` {Vll. BI PE 7 051 N� >rr x 1 A � ��I11 1111\� II ioE A uss— Type ly Ryan Homes -1452 A d 1 -�52-A ITruss a4G HIP 1 1 Job Reference (optional) Southern T ; ss Ft Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 Mirek Industries, Inc. Mon Jul 16 12:24:10 2016 Page 1 , ID:EaPOUIwCVVA016wSO7vTFdz?5cK-2J28bHaXcH?eBvCnvNwuW?idtShnAX7N mOu3AwyxVj. 6-0-0 10-8-0 15-4-0 21-4-0 _ _ 6-0-0 4-8-0 —� 448-0 6-0-0 Scale=1:34.6 4x7 = 1x4 II 4x7 = 5.00 12 3 12 13 4 14 15 5 It 4x4 6 4x4 2 2 0 N 1 7 1 Ia 3x4 11 16 10 9 17 18 8 3x4 = 5x5 = 1x4 II 3x4 = 1x4 II Sx5 = 3x8 = 1- 6-0-0 10-&0 154-0 204-0 21-4-0 1 ' 5-0-0 4-8-0 4-8-0 5-0-0 Plate Off 21s (X,Y)— [1:0-4-10,Edge], [3:0-5-4,0-2-0], [5:0-54,0-2-0], [7:0-4-10,Edge] LOADIN (psf) SPACING- 2-M CSI. DEFL in (loc) I/defl I 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 10.0 Code FBC2017/TP12014 Matrix-S Weight: 103 lb FT = 10% LUMBE14,1 BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CH RD 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 be SLIDER Left 2x6 SP No.2 2-10-12, Right 2x6 SP No.2 2-10-12 installed during truss erection, in accordance with Stabilizer Installation guide. REACTI S. (lb/size) 1=1109/043-0 (min. 0-1-8), 7=1109/0-8-0 (min. 0-1-8) Max Horz1=-46(LC 9) Max Upliftl =-541 (LC 8), 7=541(LC 9) FORCES I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 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 CHC RD 1-11=1004/2041, 11-16=-1005/2055, 10-16=-1005/2055, 9-1 0=1 005/2055, 9-17=1004/2055, 17-18=1004/2055; 8-18=1004/2055, 748=1003/2041 WEBS 3-11=28/342, 3-9=347/683, 4-9=-453/404, 5-9=347/683, 5-8=291341 NOTES- � \ I I.. L...I' .......J -....L 1:.... I.....J.. L....... 1....... .. .-:.i..-...1 F..- sl.....1...-..... 2) Wind: 3) Provic 4) This tr 5) Provid 7=541 7) In the LOAD C 1) Dead SCE 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; i (envelope); Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. Is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=541, s) or other connection device(s) shall be provided sufficient to support concentrated load(s)121 lb down and 169 lb up at 6-M, 57 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 4, and 121 lb down and 169 lb up at 15-4-0 on top chord, and 106 lb down and 100 lb up at 6-0-0, 41 lb down at 8-0-12, 41 lb 10-0-12. 41 lb down at 11-3-4, and 41 lb down at 13-3-4, and 106 lb down and 100 lb up at 15-3-4 on bottom chord. The election of such connection device(s) is the responsibility of others. )AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 311 Standard Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Loads (plf) Vert: 1-3=54, 3-5=54, 5-7=-54, 1-7=20 :rated Loads (lb) Vert 3=74(B) 5=-74(B) 10=27(B)11=106(B) 8=-106(B) 12=55(B) 18=-27(B) oPN'tI BL ,//�fji 13=55(B)14=-55(B)15=-55(B)16=-27(B)17=27() % PE 7 051 r 1 l STA 12 i 1 O .7IVAL ////III I I11 0 I �06 rusS russ ype ty y A d1452-A I -� C1 COMMON 2 1((optional) =52 J Southern T '' ss , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc. Mon Jul 16 12:24:11 2018 Page 1 ID:EaPOUIwCVVA016WSO7VTFdz?5cK-XVcWpdb9Na7Vp3nzS5R72CFIYs?4VOOX?2dciMyxVj i-- 5-7-14 9-0-0 17-M 5-7-14 3.4-2 8-0-0 Scale=1:27.4 4x4 = 3 5.00 F12 1x4 u 2 4x7 II 4 1I� 1 h 1 0 3x — 7 6 3x9 I I 3x4 = 3x4 = 5 1. -0 9-0-0 17-" 1-0-0 7-8-0 8-0-0 Plate O ets (X,Y)—[1:0-0-0,1-3-21,[1:0-1-14,0-0-21,[4:0-4-4,0-2-0) LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.02 5 nla n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 67 lb FT =10% LUMBE - BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, except BOT CH,, RD 2x4 SP No.2 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 MiTek recommends that Stabilizers and required cross bracing be WEDGE, I installed during truss erection, in accordance with Stabilizer Left: 2x6, P No.2 Installation guide. REACTI II NS. (lb/size) 5=608/0-8-0 (min. 0-1-8), 1=608/0-8-0 (min. 0-1-8) Max Horz1=86(LC 8) Max Up1ift5=-206(LC 9), 1=213(LC 8) 1 FORCE . (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=1054/388, 2-3=814/280, 3-4=-866/254, 4-5=-530/246 BOT CH RD 1-7=377/928, 6-7=377/928, 5-6=-171l717 WEBS 2 6=3031248, 3 6 45/409 1) Unbal"' nced roof live loads have been considered for this design. 2) 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; MWF S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Prov1ASE(S) mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 5=206, 1=21 LOAD Standard Ix E9 CENS _ F i ,r> PEE 7 051 A � i T fllli � -- r Jos I Russ Russ I ype Ply Ryan Homes - 1452 A cl 1s52-A C2 COMMON 1 Job Reference (optional) _ Southern T" ss , FL Pierce, FL., 34951 - Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MiTek Industries, Inc. Mon Jul 16 12:24:11 2018 Page 1 ID:EaPOUIwCVVA016wSO7vTFdz?5cK-XVcWpdb9Na7Vp3nzS5R72CFnWs?7vO4X?2dciMyxVI 5-7-14 8-0-0 9-0-0 10-0-0 17-0-0 5-7-14 �— 2-4-2 1-0-0 1-0-0 _ 7-" —� Scale = 1:28.1 3x4 = 1x4 II 53x4= 3 4 5.00 12 1x4 2 m 4x7 II 6 o 9 8 L4= II 3x4 = 3x4 = 7 -0 9-" 17-" 748-0 8-0-0 Plate O ° ets X,Y 1:0-0-0,1-3-2 , 1:0-1-14,0-0-2 , 3:0-2-0,0-2-1 1 5:0-2-0,0-2-11 , 6:04-4 0-2-0 LOADIN (psfj SPACING- 2-M CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.59 Vert(LL) -0.17 1-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.36 1-8 >541 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 67 lb FT =10% TOP C BUT C WEBS 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 *Except* W3: 2x6 SP No.2 (lb/size) 7=608/0-8-0 (min. 0-1-8), 1=608/0-8-0 (min. 0-1-8) Max Horz 1=78(LC 8) Max Uplift7=-197(LC 9), 1=-205(LC 8) BRACING - TOP CHORD BOT CHORD FORCE ! (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=1041/362, 2-3=-828/264, 5-6=889/242, 6-7=526/235, 3-4=744/273, 4-5=744/273 BOTCH RD 1-9=346l914, 8-9=-346/914, 7-8=164/744 WEBS: 2-8=281/219, 4-8=-28/398 1) Unbal, 2) Wind: MWFI 3) Provii 4) This tl 5) Provii 1=20 LOAD Structural wood sheathing directly applied or 5-0-2 oc purlins, except end verticals: Rigid ceiling directly applied or 9-10-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. i iced roof live loads have been considered for this design. SCE 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; ; (envelope); Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. ;s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=1b) 7=197, Standard 0 \\\\\0PNr lit l'r8L // r PE7�5f�� r •t - - S�Q<wfAL E�G� /11111 rr I To fuss I cuss I ype Ply Ryan Homes - 1452 A d 1462-A C3G HIP 1 1 Job Reference o tional)__ Southern T ss , Ft. Pierce, 134951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MiTek IndusVies, Inc. Mon Jul 16 12:24:11 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-XVcWpdb9Na7Vp3nzS5R72CFkTs2ovl lX?2dciMyxVj ~1" 1' -0 6-0-0 T- 12 0 0 16 8 0 18-0-0 —i -0 448-0 6 0 0 4-8 0 1-4-0—I Scale = 1:29.1 47 = 4x4 3 12 13 4 5.00 12 3x6 II 3x6 II N 2 5 1 6 3x411lL 10 9 14 8 3x4 = 11 1x4 II 44 = 3x4 = 7 1 -4 6-0-0 12-0-0 16-&0 1 18-0-0 1'-0 4-8-0 6-0-0 448-0 1 0 0 Plate O " ets X,Y 2:0-1-11 1-2-8 , 3:0-5-4,0-2-0, 5:0-1-11 1-2-8 LOADIN (psfj SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Verli 0.21 8-10 >892 240 MT20' 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Verli -0.31 8-10 >602 180 BCLL 0.0 Rep Stress Incr NO Will 0.11 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight 72 lb FT =10% LUMBE I- BRACING - TOP CH RD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puriins. II T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. BOT CH RD 2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer Installation guide. tcrrvL,I I pofs+zel i1=azafu-u-u (min. u-i-o/, t=azuru-u-u (min. u-ro/ Max Horz11=46(LC 8) Max Upliftl 1=-462(LC 8), 7=-462(LC 9) FORCES,! (Ill- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=1198/606, 2-3-1356/721, 3-12=11921683, 12-13=1192/683, 4-13=-1192/683, I ' 4-5=1356/720, 5-6=1198/606 BOT CHI RD 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=-592/1184 WEBS 2-11=-463/318, 3-10=0/285, 4-8=0/284, 5-7=-463/318 1) Unbal •need roof live loads have been considered for this design. 2) Wind: i�4SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat.[]; Exp C; Encl., GCli=0.18; MWF S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provi a adequate drainage to prevent water pending. I)This �II°� ss 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 100 lb uplift at joint(s) except at --lb) 11=462, 7=46 4 5) Hang °F(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 do 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 do and 100 lb up at 6-0-0, 41 lb down at 8-0-12, and 41 lb down at 9-11-4, and 106 lb down and 100 lb up at 11-11-4 on bottom chord The design/selection of such connection devices) is the responsibility of others. 7) In the OAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). _OAD CASE(S) Standard 1) Deadttrated Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 UnifoLoads (ii Vert:.1-3=54, 3-4=54, 4-11 1-6=20 Gone Loads (Ill 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) 1452-A I'I I - 1452 A W6 1JACK 14 1 1 0 FL., 34951 Run: 8.200 s Nov ;tU ZO7 / vnnE 8.2uu s Nov du zui i mi, eK inousmes, inc. mon am I0:EaPOUIwCWA016wSO7vTFdz?5cK-?h9vOzbn8uFMQDLAOozNIbOoOI 1-9-14 8-4-5 1-914 --i— 3-" T 2-9-15 i I Scale = 1:16.7 i I 2x6 11 1 4 4 1-9 14 5-6-6 8-4-4 1 4 4 0-5 11 3-M 2-9-14 0 1 Plate Offsets X, 2:0-0-8,0-1-12 , :0-1-10 1-8-6 , :0-0-0,0-1-12 LOADI G(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL j 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.09 6-7 >834 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight 30 lb FT = 10% LUMBE - BRACING - TOP C ORD 2.4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT C bRD 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 b installed during truss erection, in accordance with Stabilizer INS. Installation guide. REACT (lb/size) 4=83/Mechanical, 5=108/Mechanical, 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 Grav4=95(LC 17), 5=1IJ 1). 7=254(LC 1) FORCE (Ib) - Max. ComplMax. Ten. - All forces 250 (Ib) or less except when shown. 1) Wind�IIASCE 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; MWFR2i S (envelope); Lumber DOL=1.60-plate_grip.DOL=1.60 2) This ss has been designed fora 10.0 psf bottom -chord -live load nonconcun-ent with any other live loads. 3) Refe Ito girders) for truss to truss connections. 4) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4, 5 except at --lb) 7=166. 5) Hanglgr(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb 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-j,1-0, 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 desi m/selection of such connection device(s) is the responsibility of others. 6) In th16 LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD SE(S) Standard 1) Dea +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifc Loads (plf) Vert: 1-4=54, 1-5=20 Con nitrated Loads (Ib) !I Vert: 8=72(F=36, B=36) 10=94(F=47, B=47) 11=3(li B=2) ZobI cuss toss ype ty Iply Ryan Homes -1452 A d 1452-A CJ7 JACK 2 1 + _ Job Reference (optional) Southern Fuss , Ft. Pierce, FL_, 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M Tek Industries, Inc. Mon Jul 16 12:24:12 2018 Page 1 I D:EaPOU1wCWA016wSO7vTFdz?5cK-?h9vOzbn8uFMQDLAOozMbQo_OGQteTBgEiN9EpyxVj1- 1-9-14 6-4-7 10-5-12 1-9-14 4-6-9 _ 4-1-5 -� I :17.1 10 3.54[12 3x4 G 3 9 T1 3x6 11 2 W2 3 li B1 Li 3x4 = 11 7 12 6 5 1x4 II 3x4 = 8 1-4-4 1-9 14 6-4-7 10-5-12 10 12 _ 1-4-4 0 5 11 4-1 4-1-5 1 Plate Offsets X,Y 2:0-0-8 0-1-12 , 2:0-1-7,1-7-14 , 8:0-0-00-1-12 II LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.04 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017(fP12014 Matrix-S Weight: 41 lb FT =10% TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS I'll 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 4=111/Mechanical, 5=234/Mechanical, 8=481/0-11-5 (min. 0-1-8) Max Horz8=153(LC 4) Max Uplift4=-94(LC 4), 5=104(LC 4), 8=186(1-C 4) t FORCEi(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 1-2=381/115, 2-9=-443/159, 3-9=-394/169 BOT C ORD 1-8=108/383, 8-1 1-249/383,7-11=-249/383, 7-12-249/383, 6-12=249/383 WEBS I 2-8=303/190, 3-6=-431/281 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1) Wind ' SCE 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; MWK S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This 4 ss 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) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=104, 8=18 5) Hang r(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 5-0-7, 23 lb down and 38 lb up at 5-0-7,.and 51 lb down and 93 lb up at 7-10-6, and 51 lb down and 93 lb 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 devi (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 ' SE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (plo Vert: 1-4=54, 1-5=20 Conc ntrated Loads (lb) Vert 10=-39(F=19, B=19) 11=7(F=4, B=4) 12-24(F=l2, 13=12) �J--- �\CENs�.��ii PE7 Q51 ! _ /5 i A SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 ',452-A LOADIN, (psf) TCLL 20.0 TCDI- 7.0 BCLL 0.0 BCDL 10.0 TOP CHND 2x4 SP No.2 BOTCH RD 2x4 SP No.2 14 1 _� Joi Run: 8.200 s Nov 30 2017 Print: 8.20( ID: EaPOU IwCVVA016wSO7vTFd2 i— — 1-6-0 S N n O V Scale =1:7.4 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.06 Vert(LL) 0.00 1 n/r 120 MT20 244/190 BC 0.02 Vert(CT) -0.00 1 n/r 120 WB 0.00 Horz(CT) 0.00 n/a n/a Matrix-P Weight: 5 lb FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be I installed during truss erection, in accordance with Stabilizer Installation guide. J REACTI NS. (lb/size) 2=95/Mechanical, 3=14/0-8-0 (min. 0-1-8) Max Horz2=124(1-C 1), 3=124(LC 1) Max Uplift2=54(LC 8) Max Grav2=95(LC 1), 3=29(LC 3) FORCE (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=0.18; MWF S (envelope); Lumber DOL=1,.60 plate grip DOL=1.60 2) This t' 11 ss 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) Provi' mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 5) Non landard bearing condition. Review required. LOAD ASE(S) Standard GENS`.�ii _ PE 7 051 l •1 A �oJ, oe iQ ob Truss n155 ype ty Pry Ryan Homes - 1452 A cI I -i52-A r IJ2 JACK 8 1 Job Reference (optional) i Southern 7 ss , Fl. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 Mi fek Industries, Inc. Mon Jul 16 12:24:12 2018 Page 1 ID:EaPOUIwCWA016wS07vTFdz?5rK?hgvOzbnBuFMQDLAOozMbQo4NGVfeVJgEiN9EppVjV 1-0-0 1-4-0 Scale = 1:8.5 3 5.00 12 2.6 11 I 2 T1 1 W1 I B1 4 d I� 2x4 = 5 II 1-0 0 24)-0 1-0 0 14)-0 Plate O ets X,Y 2:0-0-12,0-1-12 , 2:0-1-11 1-2-8 , 5:0-0-0 0-1-12 LOADIN, II (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 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 WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix-P Weight: 7 lb FT =10% LUMBE p� BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CH RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M 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 guide. KCAL: I I P{J. (ID/size) a=- 4/Mecnanicai, 4=-40/Mecnanicai, J=LL3/u-S-u (min. u-i-n) Max Horz5=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) (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1)Wind.,J SCE 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; MWF S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This Tee* ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) girder(s) for truss to truss connections. 4) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5. LOAD CASE(S) Standard PE 7 Q51 .I A CC %\� ORID sS/OtVA i IE\\G \��\ ern Job I russ Truss Type Ply Ryan Homes -1452 A cl 1452-A J3 JACK �4 I 1 Job Reference (optional) Southern T ss, Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MiTek Industries, Inc. Mon Jul 16 12:24:13 201 B Page 1 ID:EaPOUIwCWA016WSO7VTFdz?5cK-TujHEJcPvCOD2NwMaVUb7dKFzgryNyTgTM6jnFyxV C 14-0 3-6-0 2-2-0 Scale = 1:11.5 3 2x6 11 5.00 12 cd 2 T1 1 w I � B1 2x4 = 4 I 5 1 0 0 3-&0 1 0-0 2-6-0 Plate ,Vets ,Y)-[2:0-0-12,0-1-12],[2:0-1-11,1-2-8],[5:0-0-0,0-1-12] LOADIN (psf) SPACING- 2-M CSI. DEFL. in (Joe) I/deft L/d 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 1 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: 12 lb FT = 10% TOP CHORD 2x4 SP No.2 BOT CH T RD 2x4 SP No.2 WEBS , 2x4 SP No.3 (lb/size) 3=38/Mechanical, 4=8/Mechanical, 5=208/0-8-0 (min. 0-1-8) Max Horz5=72(LC 8) Max Uplift3=-48(LC 8), 5= 62(LC 8) Max Grav3=38(LC 1), 4=28(LC 3), 5=208(LC 1) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc pudins. 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. 1) Wind I SCE 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; MWF IS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This i ilss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refen �o girder(s) for truss to truss connections. 4) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. LOAD CASE(S) Standard .452-A 1.1+ JJ4 I JACK 18 1 f , 1 4 0 4-M 1-4 0 248-0 E Scale = 1:12.5 11 LOADI (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.09 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% TOP CFJORD 2x4 SP No.2 BOT C ORD 2x4 SP No.2 WEBS 'I 2x4 SP N0.3 IS. (lb/size) 3=54/Mechanical, 4=17/Mechanical, 5=220/0-8-0 (min. 0-1-8) Max Horz5=83(LC 8) Max Uplift3=59(LC 8), 5=66(LC 8) Max Grav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1) Wind SCE 7-110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft-, Cat. II; Exp C; Encl., GCpi=0.18; MWF IASEIS) S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2)Thisss has been designed for a 10.0 psf bottom chord -live load nonconcurrent with any other live loads. 3) Refe girder(s) for truss to truss connections. 4) Provmechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5. LOAD Standard GENS�•`�� PE 7 G51 .t A ORID JOb -� Russ Russ Type Qty Ply Ryan Homes - 1452 A d JACK 4 1 Job Reference o tional) _7 SouB+em Tss , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8200 s Nov 30 2017 MiTek Industries, Inc. Mon Jul 16 12:24:13 2018 Page 1 II1144 ID:EaPOUIwCWAO16wSO7vTFdz?5cK-TujHEJcPvCOD2NwMaVUb7dKD6gpVJNy7gTM6jnFyxVjC 1 -4-0 5-6-0 1-4-0 4-2-0 Scale: 3/4'=1' 01 1 1-M 14-&0 Plate Oftets X,Y)- 2:0-0-12 0-1-12 , 5:0-1-81-2-0 , f5:0-0-0,0-1-121 LOADI IG (psq SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL f 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL. 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 4-5 >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 FBC2017/TP12014 Matrix-P Weight: 18 lb FT =10% LUMBER- BRACING - TOP Cl-QRD 2x4 SP No.2 TOP CHORD . Structural wood sheathing directly applied or 5-6-0 oc pudins. BOT CI- ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS II 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be 1 installed during truss erection, in accordance with Stabilizer Installation guide. REACT ONS. (lb/size) 3=96/Mechanical, 4=40/Mechanical, 5=267/0-8-0 (min. 0-1-8) Max Horz5=113(LC 8) Max Uplift3=-93(LC 8), 5=80(LC 8) III Max Grav3=96(LC 1), 4=71(LC 3), 5=267(LC 1) FORCE (Ib I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Wind jASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This' 'I ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refe to girder(s) for truss to truss connections. 4) ProvfSE(S) mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. LOAD Standard I To i NSS �TNSS ype ty y Ryan Homes -1452 A cl I-' 52-K 4 J58 IMONO TRUSS 2 1 — I Job Reference (optional) Southern , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 16 12:24:13 2018 Page 1 ID:EaPOUIwCWA016wS07vTFdz?5cK-TujHEJcPvCOD2NwMaVUb7dKDogpGNy5gTM6jnFyxVj( 1-4-0 548-0 1 4-0 4-" Scale = 1:16.4 3 5.00 12 'I T1 2 W1 1 B1 2x4 = 4 2x6 11 5 I� 1-0 0 5-5-0 1-0-0 4-8-0 Plate O -- sets 'X,Y)- [2:0-0-12,0-1-121, [5:0-1-8,1-2-01, [5:0-M,0-1-121 11 LOADItd (psf) SPACING- 2 0 0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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 WB 0.05 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 18 lb FT =10% TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS �11 2x4 SP N0.3 (lb/size) 3=100/Mechanical, 4=42/Mechanical, 5=272/0-8-0 (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) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc pudins. 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. 1) Wind ;1ASCE 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; MWF "i S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refe 1 o girder(s) for truss to truss connections. 4) Provi I e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. LOADgSE(S) Standard J6 IJACK 1C I 1 _ _ Job Reference of o 'I 3ear,� Run* 8200 s Nov 30 2017 Print 8200 s Nov 30 20i 1-4-0 6-0-0 1-4-0 —�— 4-0-0 Scale = 1:17.1 1 r- 1-0-0 1-121_rs-a-1-s_1-2-n1_rs:5-6 i LOADINiI TCLL (psf) 20.0 SPACING- Plate Grip DOL 24)-0 1.25 CSI. TC 0.26 'DEFL. Vert(LL) in -0.02 (loc) 4-5 I/deft >999 L/d 240 PLATES MT20 GRIP 244/190 TCDL i� 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.02 3 nla n/a BCDL 10.0 Code FBC2017/TP12014 1 Matrix-P Weight: 19 Ito FT =10% TOP CHORD 2x4 SP No.2 BOT CHORD 2.x4 SP No.2 WEBS III 2x4 SP No.3 1) Wini MWI 2) This 3) Refe 4) Prop LOAD IS. (lb/size) 3=109/Mechanical, 4=47/Mechanical, 5=283/0-8-0 (min. 0-1-8) Max Horz5=124(LC 8) Max Uplift3=-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. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MTek recommends that Stabilizers and required cross bracing be7 installed during truss erection, in accordance with Stabilizer Installation guide. SCE 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; (envelope); Lumber DOL=1.60 plate grip DOL=1.60 :s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at --lb) 3=104. 3E(S) Standard ST `' 4 0 �Gfvq- LNG \\�\ 1111IW A � �06 cuss cuss ype ty y Ryan Homes-1452Ad +ft52- J7 JACK 15 ( 1 I Job Reference (optional) _ Southern I cuss, Ft. Pierce, FL., 34951 Run: B.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 1612:24:14 2018 Page 1 ID:EaPOUIwCVVAO16wSO7vTFdz?5cK-x4HfRfdl gVW3gXVY8D?ggrtK245?6OwzhOsGJhyxVjf 7-6-0 1 4-0 6-2-0 Scale=1:20.3 3 5.00 12 , I II I 1 2 1 i 2x4 = 5 4 2x6 II li 1-0-0 7-6-0 1-0-0 6-0 0 Plate Offsets X,Y 2:0-0-12,0-1-12 , 5:0-1-8,1-2-0, 5:0-0 0 0-1-12 LOADI III "G (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defi Ud PLATES GRIP TCLL I 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-5 >978 240 MT20 244/190 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 FBC2017/TP12014 Matrix-P Weight 24 lb FT = 10% iu LUMBE, - BRACING - TOP C ORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT C 1 RD 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 ONS. Installation guide REACT (lb/size) 3=148/Mechanical, 4=67/Mechanical, 5=335/0 8 0 (min. 0-1-8) Max Horz5=155(LC 8) Max Uplift3=136(LC 8), 5=101(1-C 8) o, av o- i rootu. 1), w- , i utL%. 3/, U-JoatL'- 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS I�Ij 2-5-295/272 1) Wind JASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MW (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This, ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 3) Refe Ilto girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 3=136, LOAD OASES) Standard ��\ ��i• ti�CENSF��i PET 051 �� r L ��1111111�� A� 1,452-Al' MV2 !VALLEY 12 I 1 2=0-0 �— 2-0-0 —� 2x4 snnR-T 2 3 Scale = 1:6.8 I i LOADI r i G(psf) SPACING- 2-0-0 CSL DEFL in (loc) 1/defl 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 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-P Weight 5 lb FT = 10% TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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. IS. (lb/size) 1=47/2-0-0 (min. 0-1-8), 2=34/2-0-0 (min. 0-1-8), 3=13/2-M (min. 0-1-8) Max Horzi=26(LC 8) Max Upliftl=-14(LC 8), 2=31(LC 8) Max Grav 1 =47(LC 1), 2=34(LC 1), 3=25(LC3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) WindiASCE.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; MWF S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 t) Gabl (requires continuous bottom chord bearing. 3) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t) Bead g atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beanIASEISI g surface. i) Proa mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1, 2. Standard �- GEN,S�.`��i PE 71�051 r •t .A 'P0 `,c' 34521A P,J� IMV4 s 2x4 4-0-0 4-0-0 1.5x4 it 2 3 Scale = 1:10.9 j ' LOADI G (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL ''I 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Holl 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 13 lb FT*=10% LUMB i R- BRACING - TOP C ORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins, except BOT C ORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be 1 installed during truss erection, in accordance with Stabilizer Installation guide. REAC IONS. (lb/size) 1=116/4-0-0 (min. 0-1-8), 3=116/4-M (min. 0-1-8) II Max Horz1=64(LC 8) Max Upliftl=-35(LC 8), 3=-62(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Whol 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; MWE,�S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gab a requires continuous bottom chord bearing. 3) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Pro ,tle'mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. LOAD ll Standard V52-wk 1 russ I Fuss I ype W'y ray `y— names - '—o � MV6 VALLEY 2 1 Job Reference (optio 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MTe I D:EaPOUI WCWA016WSO7VTFdz?5cK-x4HfRfd 1 2 Scale = 1:14.8 0 3 2x4 1.5x4 ; i LOADIN (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 20.0 I 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 10.0 Code FBC20171FP12014 Matrix-P Weight: 20 lb FT =10% ' LUMBER BRACING - TOP CH2 RD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CH ^ RD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 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. !S. (lb/size) 1=19016-0-0 (min. 0-1-8), 3=190/6-0-0 (min. 0-1-8) Max Horzl=105(LC 8) Max Upliftl=-57(LC 8), 3=-101(LC 8) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Wind:'' SCE 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; MWF � (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gablel requires continuous bottom chord bearing. 3) This tr ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (it --lb) 3=101. LOAD C ISE(S1 Standard