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Home My WebLink AboutTRUSS PAPERWORKI- Y RECEIVED S UTNERN TRUSS COMPANIES, INC_ SOUTHERN RANDY@SOU MRNTRuSS.COM TRUSS NOV 292018 2590N. KINGS HIGHWAY IFORT PIERCE, FL. 34951 (8 0) 232-0509 / (772) 464-4160 / (772) 318-0016 Fax: CO M PAN I E Lucie County, Permitting Project Name and Address: Oakland Lakes Occupancy: X Single -Family Lot: __ 15 Block: County: Saint Lucie Multi -Family Truss Company: Southern Truss Companies, Inc.. Commercial Truss Engineering Program: Mit_ek Engineering It . I L E CO Plates By: Shtek Plates I ANNED Contractor / Builder. Ryan Homes By Model:1722 Elevation: A GL Options: Sf. tV STATEMENT: I certify that the engineering for the busses listed on the attached index sheet have been designed and checked for compliance with Florida Building Code FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by the following provision: ROOF FLOOR Top chord live load: 20 P.S.F. Top chord live load: — P.S.F. Design criteria: ASCE 7-10: 160 . MPH Top chord dead load:2_P.S.F. Top chord dead load: — P.S.F. Engineer. Brian M. Bleakly Bottom chord live load: • P.S.F. Bottom chord live load: — P.S.F. fAddress: 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. Tallabassee, FL. Engineering sheets are photocopies of the original design and approved by me. No. Truss ID. No. I Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. I Truss ID. 1 Al 21 79 41 61 81 96 2 A10 22 J9AG 42 62 82 97 3 A11G 23 J9G 43 63 83 98 4 A2 24 K4 44 64 84 99 5 A3 25 K5G 45 65 85 100 6 A4 26 MV2 46 1 66 1 86 101 7 A5 27 MV4 47 67 87 102 8 A6 28 48 68 88 103 9 A7 29 49 69 89 104 10 A8 30 50 70 90 105 11 A9G 31 51 71 91 106 12 Cl2 32 52 72 92 107 13 CIS 33 53 73 93 108 14 HV6 34. 54 74 1 94 109 15 J2 35 55 75 95 110 16 J4 36 56 76 17 J4A 37 57 77 18 J6 38 58 78 19 J6A 39 \` 59 79 20 J8 40 1 1 60 80 As witoesslby my seal, I hearby certify that is true the above information _ and correct to the best of my knowledge Name: Brian M. Bleakly Lic. #76051 and belief. i'fi' „ TYPICAL DETAIL @ COR.NER. - HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 132.5# per Nall (D.O.L_Foct8r=1.00) UP TO 265p 2-16d NAILS REO'0. nds toe nails only have 0.83 of Q UP TO 394# = 3-16d NAILS REO'0. lateral' Resistance Value. 12 I.b OV t& � CORNER JACK GIRDER 0 40 1-0 use 2-1Bd toe nail TC & BC. Typical jack 45' _C—��- attachment TYPICAL CORNER LAYOUT & Typical Hip -jack' attachment CHORD HANGERS FASTENER ER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — nails - - - - - BC - - - - - -- nails 52-16d - - - -- JS TO HIP JACK GIRDER TC - - - - - - - nails -BC ------ - nails ----- J7 TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - -- - 2-16d nails - - - - HIP JACK GIRDER (CJ7) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - -- - 2-16d nails I ---- MINIMUM GRADE OF LUMBER ,LOADING (PSF) FAI:, Oax T.T.C.2x4 SYP 2 L O FBC2o17cR 2x4 SYP . TOP 20 WEBS 2x4 SYP No3 SPA1 SPACING 24G 24' O.C. SOUTHERN Fort Pierce Division TRUSS 2590 N. Fort Pierce, FL gFL 34951 COMPANIES (800)232-0509 (772)464-4160 http;//. .e w MT&� Fax:(772)31 B-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 4 TYPICAL DETAIL @ CORNER - HIP NOTE, NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFactor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 CIA i— 12 La a -0-1 CORNER JACK GIRDER ALLOWABLE REACTION. PER JOINT Q UP TO 265# = 2-15d NAILS REO'D. UP TO 394# = 3-16d NAILS REO'D. use 2-16d toe nail TC & BC. Typical jack 45' attachment I use o-lot %toe nail TYPICAL CORNER LAYOUT & 2-16d Typical Hip —jack' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1—i13 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails — — — —— J5 TO HIP JACK GIRDER TC — — — — — —— 2-16dnails ————— BC — — — — — — — 2-16d nails — — — — TC — — — — — —— 3-16dnails — — — — — BC — — — — — —— 2-16dnails — — — —— HIPJACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails ————— MINIMUM GRADE OF LUG T.C. 2x4 SYP P2 B.C. - 2a4 SYP 2 M'E13S 2a4 SYP Nei LOADING (PSF) L D TOP. 20 BOTTOM DOS.: 10 SPACING 24'-' D.C. SOUTHERN Fort Pierce Division TRUSS 2590 N. Fort Pierce, gFLHgg34951 COMPANIES (800)232-0509 (772)464-4160 Ill+ Aoutffnb =n Fox:(772)31B-0016 Brion M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 Hangers Mount Hanger Charts iTeke Ia JolstS'¢e I15P StodcNa - - _ .ReC Na Steel Gauge - ;. ➢onne r rwiom) TasferierSohedukx+� :: .. 11F/W . AD owable Dads (Lha)v c'v „'`-- - - :. , .Heiden. '-. Joist . W.. H . D . A' - Mm/ Max ..Nail :. .Nall :- ' Floor 100% RooF .� UpfiR' 115% 125% 160% J124 LU24 20 1.9116 3 1-1/215/16 _ 4 led 2 10dxl-t/2 .470 .5401 580 .1 32D.. 5, 5, R5, F2 4 1 16d 2 10dx1-12 °55D1 6401695 320 JL241F-TZ - 18 1.9116 3-18 1-12 - _ 4 1Dd HDG 2 lOdx1-12HDG 465 1 535. 5801 280 I 31,R1, F32 4 led HDG 2 11adx 1-1/2 HDG :550 5151 615 290 2x4 JUS24 LUS24 18 1.9na 3-18 1-314 1 4 led 2 led ' 675 .'775 � 835 510. SUH24 U24 16 1-9116 3-1/4 2 1-3M6 - 4 led 2 led 1-12 Sao -..5501 605 { 380 � 5, 4 led 1 2 1 10d=1-112 .590 665I720.1 380. HD26 HU26 14 1-9116 3-12 2-t2 1-7/8 ATm 4 led 2 4 ledz1-12 . 675' 695) 7d51 365" RS F2 Met 615 695 ( 745:1 595 JL26 1V26 - 20 7-9/161 4-3/4 1-12 15/16 -=" 6-10d 1 4 - ]edx7-12'. 710, 8051 870:650 6 - led 4 J ledx 1-112 Me 1 96011045 fi50!' JL261FTZ LllG26Z - 18 1-9716 �- 4-1/2 1-32 �:. _ 6 "10dHDG ..4 � 10dxl-12IHDG1 695 BOB 870'I 730 I 31, R7, F32 6 1-76d HDG 4 (10dx1-72HDG 830 (950I to351 730. JI1S26 1 iV526-T. 18-11-9/16 4131161-3/4 , ] - 4 -letl 4' ,: led. ' 870 1DOW11030 1115 -' S, fly, F2 XM26 MUS26 18 ': ImWI6 5-1116 �'2 ] a = •� i]Otl I6i' ,,10d. .11265147516051 865'� 31, R7, F32 - SUH26 1126- -16 7-9116 5-18 =2 13716 = - ' 6 -10tl 4 ' ; 10d z 1-1/2 750 840' 1 910 -1 "755 ' 'S - 16d:. 4 - ='lhdz 1-112'-:1'BBO 1000{ 1080 755: '-'''711et7a JIUSZ6 ( 1fi7 J_WB1S7d6 .�'3. '2 I14-•" led - -6i--'16d `.2760 31401!9345 1925 t- 111126 HD26 1 14' , - 1-MBI `` 3-1/2- 2-112 l48- Mla 4 led _ 2 4 ,: - led x142 1 .: - -. ' 615 695 745'I 365 5, R5, Mar -A 695 1 745 i E95.. HD28 HU28 74•-.1-9/16 5-1l4 2-12 7-0%8 Min '8 '.16tl 1 41_ 1�'.. ledxl-12''1230 _ -'1230 1390 14901 780. F2 1390114901 825 JL26 L1126 20 1-9/16 4-3/4 1-12 15n6 - 6 10d 4 10dx1-12 710 8051970I 6.50 6 16d 1 4 1 10d x 1-12 840 1 969 j 1045.1 650 JL26IFTZ WC26Z 18 1�16 h12 1-1/2 - _ 6 1Dd HDG1 4 110dxl-12HDG •695 BOIL 111 '131 I 31, In, F32 6 76d HDG 14 10dz1-12 HDG -830 950 1035 730 in W28 20 1-9116 6-38 1-12 106 _ 10J led 1 6 1 led x1-12 1180 12951 I29S.j 955 5 R5 F2 10 led ( 6 1Ddx1-12 MD 1600 17401 B55 JL281F-TZ - 18 1-916 6-18 1-12 - _ 8 led HDG 4 110dxl-12HDG 930 INS, 116D 730. 31, R1, F32 8 led HDG 4 10d x l-12 HDG 110.5 . 12151 1215' 730 JUS26 LIIS26 18 1.9116 4-13116 1-V4 1 - 4 led 4 led B70 100011 DBO 1115 5, R5, F2 JLIS28 LUS28 18 1-946 6-5/0 1-314 1 6 led 1 4 led 1170 1Z70. 1375.{ 1175 < MlIS26 MU526 18 1.9/16 5-1716 2 1 - 6 10d 6 10d 1285 147511605.. 865: 31, R1, 2x8 MUS28 MUS28 18 1-L16 7-1116 2 1 8 led 8 led 7710 -19701 FU 1230 F32 SIIH26 U26 16 1-9/16 5-18 2 1-3716 _ 6 led 4 1Ddx142 .7501840.1910 755` • 6 lad 4 1Ddxl-12 ISao I1DOO:l low. 755 SUH28 - 16 1-9/16 6-5/B 2 1-3016 _ 8 led 6 70tlx7-12 1DDO 1120112.10 800 5 B 16d 6 10dx1-12 ]13511395. 1440i BOp HU526 HLIS26 16 1-0 5-7f16 3 2 - 14 led 6 16d 2760 3140 33451 1925 R5 H1528 HUS28 16 1-518 7-M6 3 2 - - 22 16d a 16d d170 4345 43451 2570 F2 HD28 HU28 14 1.06 5-1/4 2.12 1-18 Men 6 led 4 10dxl-12 �1230 1390. 1490 78I1 Max 6 12� 139014901 825' F07210 HU210 ' 14 1-9116 7-3/16 2-12 1-18 Min 10 t6d 4 10dx1-12 1540 1735 IBM 780 Maz 14 6 2155 2130, LiD .1170 1) Upfi t bads have been Iaxeased 60%fawind a seismic loads; no fuller inlaeasc shall be pemft(L 2) led sinbms (0.148 dia. x 3-1/4" long) may be used at 0.84 af8a table load whir¢ led commons are specified. This does not apply to JUS, RUS, MUS slard nail hangers. 3) Fa JUS. RA and MUS hangers Nails must be driven ad a 30°to 45 anglethrough theloist ortnxs into the headerb achieve the table loads. 4) NAM 10d x 1-12" nails are 0.148' dla. x 1-12' long, led na0s are 0.148" dis. x 3' long, 16d millare 0.162" dia x 3-12' lag. New pmduch or updated pmduct information are designated in blue font. 6arruslon Knish !Stainless Steel Mod Coat IZHDG WdpleZinc 112 Continued on next page Capyrlght ® 2018 MITek Industries, Inc. All Rtghts Reserved ---- y LL ystul� _ g0 SOLO '.1: �i� Ivi vi p 'n p M1 vJ 1� v1 u�i 4f O p A p T p n p 1` y� m {l ar) P w n I�i O 1� O N r 9Jy3} dVLLI 2O4 pOt sNNOi N mOn — F. SM -M yyttppe� mQN R S e -^ W' —O ^O —�f �O :pill W a W IR sE Oat T W mM psy pyg yp�� ppg N r O - - N - {p{y ,}O,}�� {pp{yy py 1� pp Ifl N mp O �O O yry� N pp YI pp Vl M K VJ M IA W Yf Q A G p m� O ' p — rp ' — ' B — — .. a tO O O O tO � W P O O YD W O O rD ID O O O O W 10 Ip rG � O O O W W O O O O rp 4O C C (O 1D C C Q Q Q 4 Q W Q W Q Qp Q Qy �yG PpW Py1D P 10 VyW 'y{ ty0. 'yQ Wp IyO Wy 1L0 O W PyIG 9.}f ID � IWyr [�� 'Np yN vN yN pN vN 'Np yQ yQ yQ yP yQ pW yP vW ��11WJJ P W W P P P V r Q P Q vi w W f Q IO O O N N Q Q W W W N W N O P O P ,p ^ N W^ W to gal I I N, = W �'.I = _ C P Q E _ 3 Ee 3 S �_ 3 L � l_ �_ 'Grp$ �. L''' -1 E Raj' rmi E _ ..3e2 oS ah m Ja M N N IA '.' 1 b IA n y'} dJ i�I� of c m m me2 a�,._..._ C C ��: ��°� �_ L C C m� m L S? � �'� m N l @':e2JR e� w nS rn ei c11 m M m m m 7 m Y, y.� Ila W W Q Q Q W m T Q 9' P P..'•. W W W W Q Q Q Q P Q P P W W W W Q P P Q Q 4 Q Q Q d N I I ii `b `N° I i'i -I i3 ti 1'a N a`°M. 1 .`9. i� `„ `°°" ob N N _ p > J -a V1 M N Q x x W x o _ X q� Y�a�S,i Z O� uy}y N L DS(Jj�O .L BJGBUUH Copyright 02018 MITek lndushles.Ins. AO plBhls Hessrved ep aZA24J LJ ang N 'mow 4�Aq QJ -�O• O o G , SL S S. 0 w �Q � a m �g g� kSz .Yy r Er I� gi Ye�S S i .�s: _ x _ I'I'A C A A'•A A OI M A P A A O: W A A -CI m A A A A ,A� A A A A O, �" 4' W +m [0" 'P �D1 (9�' (Tu 1p 4 � V` (Tu O 4 0 i A� A .� Cl Ol Pi Il. Il. A 311, IS . . 13'• A 13 � �: 3 3 3 3 p 1, a 1, 1, 3 S" S3 ii. B: 5 l I +'3333i a iZ 5' ii 33 39 ii I I I S o. ii 3 o I', 33s7�Z 3 R 5' 3; :� a 33 )'j a 91 ma 3 - 3; A 5 g �j s 5 � Tu 5' 3 I 3' P OI 6 A P P 0� 0 N W A OI � OI P• W� ry' (]5J 6 nmP m6 p 4[Lm p p� O. p� 6 p� 6 a p� 6 q G p 6 p� C p� O 6'm p� 6 p 6 q S 6 m m 6 p fa. p� W. 6 6 6 O d :� ��• fC 61 0 OI O T 0 A G1 A 0 a Of A P P 0 P 4 A N A N N A A Of P 0 P N A p W N OI 0 N A 0 P. p 0 p 0= OJ p 0 OI OI ' 6� 1i0 I O 6. Q R Q d m li m 6 p G p 6 p 6 p 6 p C p G q 6 p� 6 G d p 6 p R p� 6 p t G C p G �6 1 I: e.9. q{{QQ��(�uuyyyyy$��yy�r�S�;So��p�4i�sq�pp�y.�r�io- c3�_" Li G1 a m Gi S Gi S p kS o Gorroston W n N sJOBULH Mount Hanger Charts - - Fastens Schedule' .. DFW .Allowable roadshhs.) e__ � '. Heads Jt:': Jni@t .... Jot tSze .:.. 4x6 USP stock Na. .:. JUS46 SLIH46 HU546 HIlSb6ff HD46 Aef.Ra. W546 U46 HUS46 141IRW HU46 s+eel Gauge 18 16 14 14 14 MW Maz . - - - - Min Gate .. W 3-58 3-9/16 3-51B 3-5/e 3-9f16 - . V 1H 5 4.13116 5 5 5-1116 D 2 2 2 2 2-12 A 1 1-18 1 1 1-1/8 � 4 10 Nod 76d 10d �[ .OtY 4 4 -;�, NaP... 1 10d Flow Rook Uplift' e = 100% 1040j 1250:I4405 115% 11851 12596 7220 7515j 160% 1355 755 10 4 4 8 12 166 16d IN 16d 4 4 4 4 10d 16d 16d. told11 1470116M 1085. 7➢8517235 12301 1235 1390 18D01 1300: 17490- 90 1' 755' .1155 J 1155 780. Max 6 2085 22351 1170 HD46ff HUG46 14 3-9716 5-1/16 2-12 - Min 8 16d6 4 tOd 72a0 1390 14901 780'. 1170' Max 12 1850 2U85 22351 :.: .. -.. ^ Jl JUS48 ':5 11ME .. Al16 1B 18 3-0 1 3-9d6 +. 6--7/8 413fl 2 : 2 .g 2 1_. 1 _ 1 1-78 ::i , - a S.4 '6 .10 15d:-:.4- 16tl qod ;-:-0 . I %A4 1 ' l6d°i� 76d loci .'.11250''1405 1040 1325'� 1185-�1220 1510 1645:1 1515' 7355" 1355 755 755 - 1-0 7AU 1 .4 10d .I 1470 167D 111W _ .,., 4 x 8 - H11548 HUS461F ,;. HUS49 ;;..,- HUS48ff .:�.1 .. AVW HUSG46 RUS4&.5'1 HUSG48;. 77 HU46 .t :-14 14 14 .. i. 14 14 3-SB 3•iB 3-." 3..0.., 3- IT r" 5 .. 5 7 _- 7 - 5-7716 2 2 := 1 2 1 - 2 1"- �2.12� '.. 1 1' ::1 '1. 1 1-18 '.i; _'. .- Min. 4 : 4 6 fi B. 16d lad ' 16tl 166 16d [.4 :d I •-6 •{ 6 4 ,' 16d - 16d -.:: l6d_ : S 161 1 fOd %., 708511235113001 1035 1625 163 1230 113,01 1235. 185011995 1850 1300: 1995 1490 1155 1155 laid' 1810 . I 780 1770 Max . 72 fij 1850I 2085 2235 �. ND461F HU046 -1I _ 14 I f 3-9/16 I3.9/161 .. 5-1716 .. 2.12 -° - S Min . 8 - t6d - 4 ,. 10tl ',. 1210 13M 1490 790...: 5, R5, '.Max. 12 S 185D1 2085 1 2235.I 7170 H048 .: HU48 I :14' a-15116 2,1/2 1118 iii �n l0 16i < 10d ': -15G0 7735 1865 :7W F2 Max:"14 " 6 2155 2430 2670 :.':,. d: :. Ha . c HUGO ,� ,14 3-RMM ... „6-15/16, _. •' 2-02... ..... - Min ,'10 - 16d.. :. ` d '. 10tl .. .:". 15407735 1855780 Max:-.:, 14 - fi 2I55 2430 26f0. ..1170 . _ ... _.. JUS48 JUS410 SUH410 L1L548 WS410 U410 18 I 18 16 3.58 3-518 3-9/16 6-78 &7B 1 2 2 2 1 1 1-18 - - -1 6 8 1s 16d 16d Ida 4 6 s 16d tfid I 10d .13751 18451 z➢➢d 1510' 2105. zza5 1645 2290 zaz➢ 1355 1980 n35 i 16 16d 6 10d 2350.1 2670 1 28801 1135 HUS48 HUS48 14 3-58 7 2 1 - 6 tfid 6 /6d 1625 1850 1995 ' 1810 HUS48F HD48 Hill H1148 ' 14 14 3-52 8•Bn6 7 6.15/16 2 2-1/21-18 1 - Min 6 10 l6d 16d 6 4 16d 10d 7625j 1548 1850 1735 lal ism 1810 780 Max 14 6 2155 2C30 2610 117D 4x10 HD48ff HUCAB 14 3-9/16 6-15/16 2-12 - Min 10 1� 4 1� 1540 1735 180 780 Max 14 6 2155 2430 2610 .1170 HUS410 HUS410IF HD410 HUS410 HUSCA70 HU410 14 14 14 3-58 3-0 3-9/16 &718 8-78 8-13116 2 2 2-1/2 1 1 1-1/8 - - Min 8 8 14 16tl 16d 16d 8 8 6 16d IN loci 3170: 2170 ZI55- 2465 2465. `263o. 2650: 2660i MID 2210.' 2210:. 11711 . Max 20 10 30M 3475 -3ZM '19� HD410F HUC410 14 3-ill 8-13116 2-12 - Min 14 lee fi' 10d 2155 2430 2610. P11ID' Maz 20 16 3om :3475 3725 :'t9so HD0410ff HUCQ410 14� 33%6 9 3 1-12 - 12 W53 • 6 W53 5015' :5590 5590. 2975' 31, R1, F32 1) Uphill hoes been increased 6uare 1aN1rm aseamw waas; ..moan ...moo m,=,, ,.., i-,,,,..-. 2116d sinkers (0.148 dis x 3-1/4' bng) may be Used at 0.84 oilne table load where led =,rai are specified. This does not apptyto JUS, HUB, MUS all nail sanders 3) WS3 Wood Screws are 1/4' x 3' long and are Included with HDD hangers 4) NABS 10d nails are 0.148' dia. x 3' bag, 16d rails are 0.162' der. x 3-12' long. New pmducls a updated product tMoma0on are designated In blue ford. Corrosion Finish EPtainless Steel E2,Gob Coat MHDG I•Triple Zinc 119 E MINIMUM GRADE OF LUMBER ' T.P Chard 2v4 STP F SPF �1/�1 Or belly Bon Chord UZI(+) OR 214 9P #2N OR SPP p1/#2 or botter WebE 2X4 SW gJ or Collar 14 (•)-go ANY OE rUPPW FROM A Ue (PRUNED OR taUMq (e9 ATM T 1Ed 44H VAUX 7J�Mul9POEMG 7RVS!k WRHI aoX-NAILED FUR FBD OD-. ASCE 7-10 „� SN N R. WM HEIGHT, &CLOSED BUILDING. FJD'. G, RNPXNCW. rND TO OLrB PSF. MIT 2.6 00 FµµO W{Da1 AS REQUIRED 4'-0" Max R2X i 6'-011 Max 6'-0"Max 20'-0" Max SUPPORTINO TRUSSES AT 24" 0. SPAOINO. ! UA l rlHl lit' V11 TRUSS2F 0 19"ort FTx�f i OOMPAIVIES (SOO)232-DaOa (772 4D lwP!/•,+..nay.u..,a•, RXI(T72)010-Gal ED Ea�tc-a i I UNLC55 9PEOIFlED ON iHUINIER'S SFMFD DEBIUN, MP41� Zvi T-BMCE, e0R L[NOTrI 4 �Ep YN1EY iB. BM1E OPEDBD MD OMO OR BETTERATYADHLO YRiH Ud BOX 10'.IJD GEL AT B' OC, OR OOMINIIEon UT�RAL DRi01H0, EQUALLY BPAC FOR CAL YALL[Y WEBS on THVI 7'-v . MAXIMUM YALLEY VERTICAL HOOHT MAY NOT IXOEED 12'-C•, TOP VpH��URVv �O��F TRUSS,BENEATH YALLEY SET MUST BE ORACM WRHI MUTAl1A,TIDN/�WILD, RATED GHWHINO APPLIED PRIOR TO VAUXY TAUS I OR P1JURS AT 24" 00, OR AS MAERWLSE SPECIFIED ON ENGINEERS' SEALED DESION BY VALLEYJAUSSES USED IN UEU OP PURLIN SPACING AS SPECIFIED ON ENGINEERS SEkUO DESION. GRUSH TH TIET VALL[Y w YEASUUA°p0 AL NO TH. SLOPE OFCTIE TOPTCHORD. (e•) IAROER SPANS (AA7, BE DIALT AS LONO AS T. jE VERTICAL HEIGHT DOES HOT WEED 12-0, ODTTOM CHORD MAY RE SQUARE OR PITCHED OUT AS SHOWN- (2) l7d SQUARE CUT yI SQUARE CVT ,•)TQE POTVAL. W2j CHORD YAtIET. P RD OPTIONAL STUB OPTIONAL HIP 9Y�1�o.s•1 END VERTICAL - JOINT DETAIL /V a r r'l T r-1 not the respenrM ly al Im dalpnR, phle manul O prriau ermuny Dorm me ouaVamd Ia seek FMII ncllon hmrhp EMch Is dwgx momd to prmat 1 St maVola Qw ppU I, brmbp oft mop bs w 1. S"'BCM-DI Domnm� shut Duane m7 and row halan d hccbp M11A plate carded Road Imuc retied and 101mrd In ha�rrDDd IS o rbdphl and h Is applbd dhdy IQ the 1IF rws, evil rhaS 61 IDS m Won. TraHu ibod In handy with RainoMi eon . FIW,IINO TO LL 20 20 PSF TO OL 10' 16 PSF BC DL 10 10 PSF BC LL 00 00 PSF TOTAL LOAD 40 46 PSF dM1m mat 1.25 1.26 I RJR To crwrr neovE FOR mnu oAaIF vEFmcnl- tWm}i cl r r-I T n 9 fiIIVIn hwdnp h not The mPwlIR of lwla d"IM, ?W ' nm hm ruhdoller, pnens mIryp Iwwe m. MUonod to l SOUTHER ead1l w° � �f^ hmft lkh N Ihwl wquped m mid dm wny Irn mrJ mmnml 6mehw 7h�1 mo Fort Plerce DlvisIco) 2pp91IIPom. &I AC51 BI StmmoT lbW Cmmnlnloq TRUSS 2828 H. long. Hl hwoy, do0um Im hmd1na, Yn uhl a do �n7 m°IV PI�I `0 nI0I0d t0 Fart Fl.m., FL �4281 Tmow m to 61 ended and rmlmod 6 fulmrd b o IUvlphl m COMPANIES (Bae)2b2—o902 5772)484-4190 F..,(77a)a a —Dole ehew lw AwUIN h opi4 Tm to Urc Iop thud I do rywHled m N. w rdpn. Trvem Ad 61 0 7 nmor r =Von le d cm Maxlmun Total Lood oo PSF cPA01NG AT 24" O.C. -3.0 ,fZ 1V ON13Vds 3aIunA uagaln0 SL-L l0 1sdL4 .1ola0j uallan0 9Z'L In 1sdog jolaaj uallan0 CC'L is lsdgg 6NIPD01 IILIWIXOIAI alma arymioaou 4Ka o6uo a4 aKula loin '.PN4a 1 I u pm 146PNa a W Pala u al PaWaai =IF q ipNa amlaw4 moll.. of al pauuamoa w aaanul knoua auand aWid 11061UP 1014 la 41LMuodiu a41 tau 6 L__1 I a_a _I Id n, wallop anamli XVW 'o,o ,0—,.k. ® S33Vd HL09 HQV3 NI SIIVN P8#—* HIK OOOM/.ld XOO ,Z/Ixgxj UM N3V=f)ld HOVW* Izz* * * * * •_ i *f % If ---- 44—. 3 i I I �V)IdAI-0 g / Olnl I a \ 1 Inl hI - I OI01 �� Din, 3 - 9x9 9x9 9x9 bx9 0 bx6'l bx9'L t�x9'L £x9'L 0 9x9 9x9 9x9 9xb 9 9X£ VXG'Z tix9'Z VXZ H Z9 9£ 'b£ 0£ 3du —OL do SNVdS_ iwor '3/O .f 1V S11VN POL RUM HOVILV '1139W3W 93M d0 H13N31 X09 ONV 1131DO NO '939143W AFL 01 ,O L 93M SV S3133dS '30VH0 3WVS 33VdG „L fxZ '3/0 mb 1V SIIVN PQ H11M HOV.LLV 'N39W3W 93M d0 KOMI M ONV M31139 NO '14391A3W ,0L Ol 6,L 93M SV S31Q�dS '33V11O 3WVS '30VH13 -L bxL ONI3VN9 ON ,6,L ETD ONIOVUG 03211033N HLON3I 93M .LVVHb ONIOV99 93M "300 0YYA XWO WOW 133WO 39 Mit RLDS � Ld0 ,:A �N! !sal 0-nd an Milk '3sd QYm aL aNm 3009 H112mm. IV mawam roam msa mn al0 mm AC .OR HM aH 39d 6LmmM�misyn�WobU'OMM 6!N in 3N6uYJ VMG MS010 0L•4 306V 78H NM .00'aMM Hd11 O°iT CSNDWQN03 aNIM 0HNM71ad 3141. gad 31OY3nddV 9 1W13O SHL • HOWS Nnand a3ULn 3a O03 1,101ma 33a1HanVN3y6y3BN.3Y33WOH3 01 Y3dµ1Wa ss 6N/1tllwld P03WP10 tl aNa odno1109 13 iL ao ma"im�aiws tl NOYMOld dl '090HO d0L l•VL�IpIlHHL.0 daL OL 6NnNad 1Hp0VN11SVI 33ndS 3N0 1VHL as mN30W14 39 ISM 630nd5 OHONOO O MI °aMl d01 " 00 ,f 1V 41(lJIIM NaV UDtd 30Vd6 63WW 93UM N0d N5100 a3MS aL-MAU 1v1al��q�� 14-1 O��o C}, dA4 fxL a9aM rllaq 10 -zi " fxE loom Ilan jg1•q is Z@ dLs fxE Wa4a dal N30VIM d0 30W0 WnWIN1W 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 +P 6". " THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS REQUIREQAT•113-POINTS OR I -BRACE IS'SPEGIF ED.• APPLY 2x SCAB TO ONE FACE OF WEB 1MTH 2 ROWS OF 1Dd (3" X 0.131') NAILS SPACED B"'O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. I MAXIMUM WEB AXIAL FORCE o 25DD Ibs MAXIMUM WEB LENGTH =17-0" scne sRncE2x4 MINIMUM WEB SIZE• MINIMUM WEB GRADEOF#3 0 Na➢s� / SecSon Deta➢ ® e Scab Mce Web Scab -Brace must be same species grade (or better) as web member. 9 L-BRACE DETAIL Nailing Pattern, L-Brace size Nail Site . Nail Spacing 1x4or6 10d B'%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): WE C1 Web Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 80'/d 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 lNeb Size 1 2 2x3 or2x4 1x4 2x6 1x6 '"' 2x8 2x8 "' - DIRECT SUBSTITUTION NOT APLICABLE L-Brace Size for Twc-P Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or2x4 Zx4 .« 2x6 2x6 2x8 2x8 - DIRECT SUBSTITUTION NOT AF-UCABLE. T-BRACE / I -BRACE DETAIL Note: T-Bracing / ]-Bracing to be used when cordinuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to cr hVert T-Brace / kBrace webs to continuous lateral braced webs. Nailing Pattem T-Brace srze I Nail S¢e- Nail Spacing 1x4 or 1x6 10d B' o.a 2x4 or 2x6 or 2x6 I 16d B' O.C. Note: Nail along entire Iengthnf:T-Brace / I-Braee- (On Two-Ply's Nail to Both Plies) .: ' ' alternate position rr"It ,\\\ .\\\�� SPACING WEB r \•t Netts Section Detail T-Brace ��. Web alternate position Na1s Web 1-Brace N, T-BRACE Brace S¢e for One-Pty Truss Specified Continuous Rows at lateral Bracing Web Size 1 2• 2x3 or 2x4 1x4 (7 T-Brace 1x4 (`) I -Br 2x6 1x6 (7 T-Brace 2x6 ]-Brace 2x8 I 2x8 T-Brace 2x6 I -Brace Brace Size for Two-Pty Truss Specified Continuous Rows of lateral Bracirig Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2z6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace ,;, 1_an,.o T-Brace / I -Brace must be same species and grade (or better) as web member. (7 NOTE If SP webs are used in the truss, 9x4 or 1x6 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 forT-Bracell-B For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Bracell Brace 1 Job Truss Imes lype Fly Plan 17Z2 1772-A A7 ILny Common 6 1 Job Reference (optional) Southern Trues, Ft. Pierce, FL, 34951 Run: 8.230 s Oct 21 2018 Pant 8.230 a Oct 21 201B M7ek Induslaes, Inc. Wetl NOV 1416:33:57 2016 Page 1 ID:EePOUIWCWA016wSO7VTFdz?5cf -. s6bCMY75Vp2YI(xGddlcF3nXWEUsg_148pFyKy�Dku 7-53 14-2- 6-&610 21-0-0 27-9-6-%6 34113 42.0-0 ' 7-53 I 6-% 6. = 1/41n 1g 3x5 = 3x4 = 3,6 = 3x8 = 3x6 = 3x4 = US = LOADING(psf) SPACING- 2-0-0 C51. DEFL In (loc) I/de6 Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.55 Ve t(LL) -027 11-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Veri(CT) -0.5911-12 >840 180 BCLL 0.0 Rep Stress Ina YES WB 0.53 Hom(CT) 0.15 11 We n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight 219 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc pudins. BOT CHORD 2x4 SP M 31 `Exmpt` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 62:2x4 SP No.2 - WEBS 1 Row at midpt 7-14, 5-14 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-7-1, Right 2x6 SP No.2 3-7-1 REACTIONS. (size) 1=0.8-0 (min. 0-1-8), 11=0-8-0 (min. 0-1-8) Max Ham 1=159(LC 10) Max Upl'dt1=529(LC 8), 11=529(LC 9) Max Grav1=1529(LC 1), 11=1529(LC 1) FORCES. (Ib) - Max. CompJfMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=321111112, 2.3=3135/1127, 3-0=-2911/962, 4-5=2844/983, 5-6= 058RSS, 6-7=2058f735, 7.8=28441983, 8-9=29111963, 9-10=313511127, 10-11 �321111113 BOT CHORD'. 1-16=1106/2893, 15-16=-783/2402, 14-15=78312402, 13-14=-6242402, 12-13=6242402, 11-12=-9472893 WEBS 6-14=356/1195, 7-14=7801462, 7-12=116/556, 9-12=356/345, r.14=7801462, 5-16=1161556, 3.16=3561345 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3,sownd gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15f; Cat II; Exp C: Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at)oint(s) except rib) 1=529, 11=529. LOAD CASE(S) Standard Joe was inuss I yes Uty Plen 1722 17r2-A A2 Common jely 2 1 Jab Reference o tional 5WNem 1N58, VL vj.m. eu.: Ubl F...o—a—c,aura.""---a--a,4........�........o..........�... ........... .�.-.�.�-_-._. _u_. ID:EaPDUIwCWA016wSO7vTFdz7ScK-N2gzPHUAUPdgfiJBgLB_BTaBwaob9Wd& UmyJDkt 22-0a 7.53 1F2-10 200-0 7 0-9.6 34b13 4-0e 7S3 6-9-6 5.9-6 5.9.6 6-8-6 '22 i-0-0 Dead Load Deft. = 114 in 5.00 12 3x6 =2d 11 3x6 = a 7B 3x5 = 3x4 = 3x6 = 3x8 = 3x6 = 3,4 = 3x5 = LOADING(psf) SPACING- 2-0-0 -CSL DEFL in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.28 13-14 >999 240 MT20 244f190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT)-0.6013-14 >831 180 BCLL 0.0 Rep Stress lna YES WB 0.45 Horz(CT) 0.15 13 nla n/a BCDL 10A Code FBC20171TP12014 Matrix-S Weight 2181b FT=20Y LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudlns. BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 6-9-1 oc bracing. B2: 2x4 SP No.2 WEBS 1 Row at midpt 9.16. 5-16 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-7-1, Right 2x6 SP No.2 3-7-1 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 13=D-8-0 (min. 0-1-8) Msx Horz1=152(LC 8) Max UpliR1=521(LC 8), 13=521(LC 9) Matt Gmvl=1529(LC 1), 13=1529(LC 1) FORCES. (I6) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3216/1095, 2-3=3095/1110, 3-4=2909/942, 4-5=28391962, 5-6=2066r/10, 6-9=2066/710, 9-10=2839/963, 10-11=29091942, 11-12=3095/1111, 12-13=3215/1096, 6-7=1846/683, 7-8=1846/683 BOT CHORD, 1-1 8=1084/2898,17-1 B=753/2394,16-17=753/2394, 15-16=601/2394, 14-15=601/2394,13.14=93212898 WEBS 7-16=33111148, 9.16=7531442, 9-14=121/561,11-14=363/352, 5-16=7531442, 5-18=120/561, 3-18=363/352 NOTES- 1) Unbalanced roof live loads have been considered for this destgn. 2) Wind: ASCE 7-10; Vutt=160mph (3•sexind gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.DpsF h=15ft; Cat 11; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever left end right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at)olnt(s) except Qt=lb)1=521, 13=521. LOAD CASE(S) Standard PE -051 / 1 t h. ii-'� I STATE'OF ORIDP O � r ion Iruss Inuss lype lyy fen 1722 1772-A A3 Hip 2 1 Job Reference o Uonal Southern Truss , FL Pierce. FL. 349a1 Rare 8230 s Oct 212018 Pent fi.230 s On 212018 MRe Intlusbies, Inc Wed Nov 14 16:33:59 MIS Pa e 1 ID:EaPDUIwCVVA016W507vTFdY15cK-sFELddvoeiDCHmKO21Dhg65SJ_cKWe2YSIMODy3Dks 653 12-"a I 184Y0 24-0-0 I 2&9{r I 3SF13 42�0 6.53 ;6 S9b 6-0e S94i S94i 6-53 Dead Load Det. = 1141n Sx7 = _ S.OD 12 _ W 1g US = 3A = 06 = 3x4 = 3x8 = 4xe = Jx4 = 3X5 = i-0 42-0 �,-09 , 990 1s6o z4-0-0 3zd0 4080 4yp0 , A�� e-4-o I s+o I e-o-o s+o I e-a-s waa Plate Offsets (X,Y)— f1:03.10 0-3-01 16:1I-5-4,D-2-61. 112:0-3-10 0-3.01 LOADING(psf) SPACING. 240-0 CSI. DEFL in (Ioc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.21 16 >999 240 MT20 244/190 TCDL 710 Lumber DOL 1.26 BC 0.68 Vert(CT) -0.45 16-18 >999 180 BCLL 0i0 Rep Stress Inor YES WB 0.77 HOR(CT) 0.15 12 We Na BCDL 1010 Code FBC2017frP12014 MatrixS Weight 230 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except' B2: 2x4 SP No.2 ' WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-0-9. Right 2x6 SP No.2 3-0-9 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 12=D-8-0 (min. 0-1-8) Max Hom 1=137(LC 8) Max UpliR1=504(LC 8),12-504(LC 9) Max Gmvl=1529(LC 1), 12=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-7-11 no bracing. WEBS 1Row at midpt 6-15 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 1-2=3257/1067, 2-3=3'153/1080, 3-4=3014/950, 4-5=2955/960, 5-6=2303/755, 6-7=2076/732, 7-8=2304/755, 8-9=2954/960, 9-10=3014/950, 1D-11=-3153/1081, 11-12=3257/1067 BOT CHORD 1-18=1050/2935, 17-18-786/2555, 16.17=.786/2555, 15-16=494/2075, 14.15=-649/2555,13.14=-6492555,12-13=914/2935 WEBS 3-18=2741287, 6-18=-87/467, 5-16=653/391, 6-16=190/560, 7-15=-138/558, 8-15=652/391, 8-13=87/466, 1D-13=274287 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.Opst h=15ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); carrUlever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except (jt=lb)1=504, 12=504. LOAD CASE(S) Standard PE 051 Nil t b 1 STA OF 101�� o�-l-lSf i�Q �Xi F .<ORIO1a�� i Job rus9 TrUss I ype Qty Plan 1722 1772-A A4 Hip jPly 2 1 Job Reference o 5onel Soethem Truss. FL Pierce, FL, U951 6.00 12 5x5 = 20 11 Sx5 = Dead Load Den. = 5116 in 315 = •" 12 .. . _ _ 6x6 II 3x4 = 3x6 = 3x8 = 3x6 = 3,4 = 6x6 II 1-D-0 21-0-0 30-1100-0 41.0-0 11-2-0 42-0-p 162-0 I 9-10.0 I 9--0 I 1D-2-0 -0-0 Plate Offsets (X,Y)— 11:04)-10 Edoel f1:0-0-12 1-1-101 f9:0-0-10 Ednel.f9:0-0-12 1-0401 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Coo) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.31 9-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.66 9-10 >746 180 BCLL 0:0 Rep Stress Ina YES WB 0.35 Hom(CT) 0.14 9 nla n/a BCDL 1010 Code FBC2017/rP12014 Matrix-S Weight 205 lb FT=20% LUMBER - TOP CHORD' 2x4 SP M 31 'Except- T3: 2x4 SP No.2 SOT CHORD 2x4 SP M 31 *Except* B2:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=8-8-0 (m1n. 0."),.9=0-8-0 (min. 0-1-8) Max Hoal=122(LC 8) Max Uplih1=485(LC 8), 9=485(LC 9) Max Gravl=1529(LC 1). 9=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc pudins. BOT CHORD Rigid ceiling directly applied or7-7.10 oo bracing. FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' 1.2=3223/1015, 2-3=29431915, 34--2849/937, 4-5=23891873, 6-6=23891873, 6-7=-2849/937, 7-8=2943/915, 8-9=322311016 BOT CHORD 1-14-9652906,13-14=58812224,12.13=58B2224, 11-12=594IM4, 10-11=58412224, 9-10=-844/2906 WEBS 2-14-433/420, 4-14=261/699, 4-12=89/444, 5-12=285211, 6-12=891444, 6-10=2611699, 8-10=-433/420 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Dps . h=15f ; Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunerd 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 Ot=lb)1=485, 9=485. LOAD CASES) Standard \\\\\III 111///// PE 051 1 r 1 _ _ D 1 STA OF 01le-1-197 114� 'Iy OR I D P �� I ONA I I ENG\\\�� Hip SO = 2x4 II 5x7 = Dead Load De0. -1141n I$ US = Z A 11 US = Us = 5x5 = 2x4 11 3x5 = ¢e 42L 1-04 7-2-2 b 16-0-0 218a 2&00 3F&2 40.8-0 4460 h� staz 1 s-ar1 7-o-p 1 7-aa 1 ssa I sn-u oaw .. t.00 Plate Offsets OC Y)- f1:0-3-10 0301 14:0-540-2-121 f6.0-5-4 0-2-121 f9'0-3-10 0-3.01 111.0.2.E 0-3-41 113:0-2-8 0.3-01 LOADING(psf) SPACING- 2.0-0 CSI. DEFL, in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.27 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.48 11-12 >999 180 SCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.19 9 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight 225 lb FT=20°/ LUMBER - TOP CHORD, 2x4 SP No.2 'Except' Ti: 2x4 SP M 31 BOT CHORD, 20 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-5-8, Right 2x6 SP No.2 3-6-7 REACTIONS: (size) 1=0-8-0 (min. 0-1-13), 9=0-6-0 (min. 0-1-13) Max Herz 1=107(LC 8) Max Upliftl=-465(LC 5). 9=465(LC 4) Max Gmvl=1529(LC 1), 9=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD, 1-2=3282/1015, 2-3=3164/1030, 3-4=2684/938, 4-5=2743/1053, 5-6=-2743/1053, 6-7=-26811939, 7-8=3153/1029, 8-9=327411013 BOT CHORD 1-14=-894/2956, 13-14=-894/2956,12-13=695/2419,11-12=690/2418, 1D-11=-87712949, 9-10=877/2949 WEBS 3-14=01285, 3.13=-607/372, 4-13=82/449, 4-12=197/575, 5-12=4221321, 6-12=1971578, 6-11=86/450, 7-11=603/368, 7-iD=0/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15fb Cat If; Exp C; Encl., GCpi=0.18; MWFRS (envelope); can0lever left and right exposed; Lumber DOL=1.60 plate gripDOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (lt=1b)1 =465, 9=465. LOAD CASE(S) Standard PE 051 � f '77yy�� I «-,I J _ D 1 STA OF �O\\ ,� . I— IS '/rLQ- ORIDP Joe Inuss inuss lype Lay Plan 1722 1772-A A6 Hip JMY 1 i Job Reference (optional) Sdulhem Trum ,FL Pierce, FL., 34951 Pole: 8230 a Od 212018 Pent 9.230 s Od 21 Zulu Mil ex In UMM, Ind. Wed Nov 14 lu:34:01 Zulu Pa e 1 ' ID:EaPDUIwCWA016wSO7vTFdz75cK-odM52Jw2AK7FW921VThhm5EQk7esoPQL?mn555y�Dkq E3-14 12.:8 1&60 M 3a40 358-2 42-0-0 F3-14 54N 1 64)-0 1 6D0 641-0 1 5-6-2 i 6316 i 6x5 = 3x4 = 3x6 = 3x4 = Sx5 = A Dead Load Deli. - 5116 in 3,5 = 2x4 II 3x8 = 4x6 = 3x4 = 416 = 3x8 = 2x4 It Us = i-0 42- ,i-0q 6516 12-0-0 21-00 3640 359-2 d0&0 64R0 4� 1 an-u 1 saz I s-o-o 1 sas I 5az I an-1�4 a� 0-0-0 1.00 Plate Offsets'(6Y)- fl:0-3-10,0-0.01, f1:0-2-2,Edgel, (11:0-3-10,0.3-0jj11:1-4-7,Edpe1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Iuc) War Ltd PLATES GRIP TOLL 20.0 Plate Grip OOL 1.25 TC 0.67 Vert(LL) 0.31 15 >999 240 MT20 2441190 TCDL 7.0 ' Lumber DOL 1.25 BC 0.82 Vert(CT) -0.5715-17 >868 180 BCLL 0.0 Rep Stress Incr YES WB US Hom(CT) 0.19 11 rue n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight 220 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD, 2x4 SP No.2 *Except* B2: 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-11-15, Right 2x6 SP No.2 2-11-15 REACTIONS! (size) 1=0-8-0 (min. 0.1-13), 11=0-8-0 (min. 0.1-13) Max Horz 1=92(LC 8) Max UpIR1=491(LC 5). 11=491(LC 4) Max Gmv1=1529(LC 1), 11=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 Qb) or less except when shown. TOP CHORD 1-2=3299/1082, 2-3=3195/1097, 31=2844/1030, 4-5=2593/991, 5-6=3143/1200, 6-7=3143/1200, 7-8=2593/991, B-9=2844/1030, 9-10=3195/1097, 1D-11=3299/1082 BOT CHORD 1-18=948/2972, 17-18=9482972, 16-17=1048/3087, 15-16=1D48f3087, 14-15=1047/3087, 13-14=lD47/3087, 12-13=9452972, 11-12=945/2972 WEBS , 3-17=-450/305, 4.17=204/765, 5-17=765/320, 7.13=765/320, 8.13=204f/65, 9-13=450/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Dpsh h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift atjoindri except (It-lb)1=491, 11=491. LOAD CASE(S) Standard Job Inuss I russ I ype my Plan 1722 1772-A A7 Hfp lLzy 1 1 Job Reference o Oanal SOaMem Twn. FL Pierre, FL, M951 non:ezuus ua al gala rnno asuus win zme mu ac inausmza, me vvea novw touc <u1e ra e' ID:EePDUIwCVVA016WSC7VTFdz75cK-GgwUFfxhxd76aJdv3ADWJJ; gal..UEOXOdYy Okp 8-0-0 6-&1/ 12d10 13J-n 16-00 17J-0 2d-09 3n4a 35a2 d2-0O sau I 5-s2 1�T 2-8-0 11rTo s�ua � suo I sae I ssu I ae-o 3x6 = 6xB 4 5.00 12 3x4 G �3/ 4 6 22 5x5 = 3x6 = 6 3x4 = 3x6 = 3x4 = Dead Load Deff. - 5116In 5x5 = 11 3x4 C 12 1 4x6 13 14 ea 5x7 = 21 20 19 18 17 16 15 5x7 = Us = 2x4 II Us = 4x6 = 3x4 = 4x6 = Us = 2x4 II US = +0 42ae 61-1 12-00 21-0-0 30.0.a 359-2 46f 5-00, a�1 411-14 I 682 I B-0-0 I aD0 I S&2 I 411-16 W n 4J1 1lLn Plate Offsets MY)—f1:0310,0-2-81,11:0-2-6,Edgel,l4:D-2-12,Edgel,15:0-3.0,0.2-01,16:0.3.0,0.2.41,17:D-0-3,03-41.r14:1.47,Ednel, 114:0.3-10,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.78 Vert(LL) 0.30 18 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.5716-18 >869 180 BCLL 0.0 Rep Stress Incr . YES WB 0.89 Hor2(CT) 0.19 14 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 229lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T2,T4: 2x4 SP No.3 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD B2: 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-11-15, Right 2x6 SP No.2 2-11-15 REACTIONS. (size) 1=D-8-0 (min. 0-1-13), 14=D-M (min. 0-1-13) Max Huai-102(LC 9) Max UpiHU=-469(LC 5),14=579(LC 9) Max Grav1=1529(LC 1), 14=1529(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3307/1032, 23=3203/1047, 3-4=28881986, 4-7=2349/813, 7-8=2597/942, 8.9=3138/1155, 9-10-3138/1155, 10-11=2593/1056, 11-12=2B44/108B, 12-13=3195/1238, 13.14=329911224, 4-5=2821166, 6-7=288/159, 5-6=260/154 BOT CHORD: 1-21=9D4/2981, 20-21=-9D4/2981, 19-20-982/3073, 18-19-98213073, 17-18=1008/3091, 16-17=1008/3091, 15-16=105912972. 14-15=10592972 WEBS 320=-467291, 4-20=208/727, B-2D=766/362, 10-16=-658/306, 11-16=1961769, 12-16=453284 Structural wood sheathing directly applied or 2-2-0 oc purilns. Except 1 Row at midpt 4-7 Rigid calling directly applied or 5-8-12 oc bracing. NOTES- 1) Unbalanced mof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vut=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Ops; h=151q Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 7 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurmnl with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=1b)1=469, 14=579: 1 6) Graphical pudin representation does not depict the size or the orientation of the pudin along the tap and/or bottom chord. LOAD CASES) Standard 4\CEAjS�� i NI PE 051 _ / t STA OF j n� �CORIDP: i,//SS ONA� I�NG�� Job I Wa6 Imss ype Y mw1722 1772-A AB XiP 1 1 Jab Reference (optional) Southern Truss. Ft Pierre, FL, 34951 nun: a.zuu s oa z1 zme rnnc a.sou a w n xme..,es mouau'Q me .rcu nu. ,. ,a..Y,.,.. 1o,o re e . ID:FaPDUIWCWA016WS07vTFd275cK-CCtEgLyxTFNpNdmlBbFOOksvBKdj7pnnhkoBiDy Dim 19i-0 6314 sau I l 0 $17{9 12a7-7 7{ea11L�-q sosal 42-D-0 r i s3u ide Dead Load 13.1= 5116 in 3x6 = 3.6 = 7� ' 2x4 II 7 5x5= 3x6= 5x7= 5.00 12 T 5 2 a a 3x4 =10 11 TS i 13 — — — — — — — E 5x7 ee 20 19 18 17 16 15 5x7 = 3x5 = 314 = 46 = 3x8 = 3x4 = 46 = 3x4 ee 3x5 = /-0 42-0 1060 27JI 3J{�bM I 77{0.-07 4460 , d4 Plate Offsets MY)— 11:0-3-10 0.2.81 f4:0-2-1z Edget r5:0-3-0,0-2<117:0-0-0 0-2-4t I :o-0-3.D3-0t it 1:0-5d.D-2-81, F14:0.3-10.D-3-0L it8:0-2-8,D-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.35 17-18 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.63 17-18 >793 180 BCLL 0.0 Rep Stress Ina YES WB 0.65 Horz(CT) 0.17 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 2281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD T3,T5: 2x4 SP M 31, T2: 2x4 SP No.3 BOT CHORD 2x4 SP M 31 'Except SOT CHORD 132: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-5-2. Right 2x6 SP No.2 2.5-2 REACTIONS: (size) 1=0-8-0 (min. D-1-8), 14=0-8-0 (min. 0-1-8) Mau Hore1=87(LC 9) Max UpIHt1=-494(LC 5), 14=566(LC 9) Max Grav1=1529(LC 1), 14=1529(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2�32B4/1149, 2-3-3227/1156, 3-0-3068/1069, 4-6=3055/1027, 6-8-3055/1027, 8-9=3623/1368, 9-10=3623/1368, 10-11=3731/1455, 11.12=3016/1100, 12-13=3214/1264,13-14=-3267/1253, 4.5=608/384, 7.8=615/385, 5.7= 568/362 BOT CHORD 1-20-1008I2954,19-20=-87612797,18-19=B76/2797, 17-18=1304/3731, 16-17=9732751, 15.18=8732751, 14-15=1089/2939 WEBS 3-20=259/278, 4-20=16/361, 4-18=-02all OB5, 6-18=302220, 10-17=-425/313, 11-17= 496/1128, 11-15=91385, 12-15=224259 Structural wood sheathing directly applied or 2-7-4 oc pudins. Except 1 Row at midpt 4-8 Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 10-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 D; Vult=1 SOmph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.CpsF, h=15ft Cat I I; E1gr C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except rib)1=494, `—'- 14=566. 6) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.-a--��-- LOAD CASE(S) Standard / PE 051 M STA OF 7 — 0ORID'P ONAi)SliN' \\\ [] V Plate Offsets MY)— 11:0-3-10 0.2.81 f4:0-2-1z Edget r5:0-3-0,0-2<117:0-0-0 0-2-4t I :o-0-3.D3-0t it 1:0-5d.D-2-81, F14:0.3-10.D-3-0L it8:0-2-8,D-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.35 17-18 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.63 17-18 >793 180 BCLL 0.0 Rep Stress Ina YES WB 0.65 Horz(CT) 0.17 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 2281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD T3,T5: 2x4 SP M 31, T2: 2x4 SP No.3 BOT CHORD 2x4 SP M 31 'Except SOT CHORD 132: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-5-2. Right 2x6 SP No.2 2.5-2 REACTIONS: (size) 1=0-8-0 (min. D-1-8), 14=0-8-0 (min. 0-1-8) Mau Hore1=87(LC 9) Max UpIHt1=-494(LC 5), 14=566(LC 9) Max Grav1=1529(LC 1), 14=1529(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2�32B4/1149, 2-3-3227/1156, 3-0-3068/1069, 4-6=3055/1027, 6-8-3055/1027, 8-9=3623/1368, 9-10=3623/1368, 10-11=3731/1455, 11.12=3016/1100, 12-13=3214/1264,13-14=-3267/1253, 4.5=608/384, 7.8=615/385, 5.7= 568/362 BOT CHORD 1-20-1008I2954,19-20=-87612797,18-19=B76/2797, 17-18=1304/3731, 16-17=9732751, 15.18=8732751, 14-15=1089/2939 WEBS 3-20=259/278, 4-20=16/361, 4-18=-02all OB5, 6-18=302220, 10-17=-425/313, 11-17= 496/1128, 11-15=91385, 12-15=224259 Structural wood sheathing directly applied or 2-7-4 oc pudins. Except 1 Row at midpt 4-8 Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 10-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 D; Vult=1 SOmph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.CpsF, h=15ft Cat I I; E1gr C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except rib)1=494, `—'- 14=566. 6) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.-a--��-- LOAD CASE(S) Standard / PE 051 M STA OF 7 — 0ORID'P ONAi)SliN' \\\ [] V LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD T3,T5: 2x4 SP M 31, T2: 2x4 SP No.3 BOT CHORD 2x4 SP M 31 'Except SOT CHORD 132: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-5-2. Right 2x6 SP No.2 2.5-2 REACTIONS: (size) 1=0-8-0 (min. D-1-8), 14=0-8-0 (min. 0-1-8) Mau Hore1=87(LC 9) Max UpIHt1=-494(LC 5), 14=566(LC 9) Max Grav1=1529(LC 1), 14=1529(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2�32B4/1149, 2-3-3227/1156, 3-0-3068/1069, 4-6=3055/1027, 6-8-3055/1027, 8-9=3623/1368, 9-10=3623/1368, 10-11=3731/1455, 11.12=3016/1100, 12-13=3214/1264,13-14=-3267/1253, 4.5=608/384, 7.8=615/385, 5.7= 568/362 BOT CHORD 1-20-1008I2954,19-20=-87612797,18-19=B76/2797, 17-18=1304/3731, 16-17=9732751, 15.18=8732751, 14-15=1089/2939 WEBS 3-20=259/278, 4-20=16/361, 4-18=-02all OB5, 6-18=302220, 10-17=-425/313, 11-17= 496/1128, 11-15=91385, 12-15=224259 Structural wood sheathing directly applied or 2-7-4 oc pudins. Except 1 Row at midpt 4-8 Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 10-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 D; Vult=1 SOmph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.CpsF, h=15ft Cat I I; E1gr C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except rib)1=494, `—'- 14=566. 6) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.-a--��-- LOAD CASE(S) Standard / PE 051 M STA OF 7 — 0ORID'P ONAi)SliN' \\\ [] V Job russ Mae ype y Plan 1722 1T7&A Aga Roof Special Girder 1 1 'anal Job Referents o - ID: EePDUIwCWAO16w5O7vTFdz75cK-9PbclhrZEYVg?mLUkJmdwxO7jkyakEEzwOigEry km &1 4D-D 2o-0-D �1-0Td 12I •2 1 a2T2 4248 434 a3&1-0-0 &0-0 16-1144 S&0 6x8 MT20HS= 5.00 12 4 7x6 = /�TZ 5 2x4 O 20 79 3x4 = 7xl6 MT20H5= Dead Load Defl. = 1f2 in 602 MT20HS= 7x8 MT20HS= 2x4 II 3x12 = 5x8 MT20HS= fi 7 21 22 8 23 24 9 25 10 2x4 G 11 4x10 -- 12 13 c I� o 18 26 27 1728 16 1129 30 14 Sx12 = 2x4 11 3x9 = 4x8 = 5,7 = 3x8 = 6x12 MT20HS WB= LOADING(psi) SPACING- 2-D-0 CSI. DEFL in Doc) I/deft L/d PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.82 17-18 >607 240 MT20 2441190 TCDL 710 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.17 17-18 >424 180 MT20HS 187/143 BCLL 010 Rep Stress Ina NO WB 0.83 Hoa(CT) 0.27 13 n/a We BCDL 10.0 Code FBC2017rTP12014 Matrix-S Weight 235 lb FT = 20% LUMBER. BRACING - TOP CHORDi 2x4 SP M 31 'ExcepP TOP CHORD Structural wood sheathing directly applied or 2-1-9 oc pur ins. , T2: 2x4 SP No.2, T& 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 6-19, 9-14 WEBS 1 2x4 SP No.3'Except` W3,W6:2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-10-15, Right 2x6 SP No.21-1 D-10 REACTIONS. (size) 1=0.6-0 (min. 0-1-10), 13=0-8.0 (min. D-2-1) Max HoRt=89(LC 9) Max UplBU=731(LC 8), 13=1166(LC 9) Max Gravt=1972(LC 1), 13=2503(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' 1-2=4358/1686, 2-3=4302/1695, 3-0=4193/1690, 4-5=5612/2445, 5-6=5154/2225, 6.7=.8090/3682, 7-21=7357/3436, 21-22=7357/3436, &22=-7357/3436, 8-23=7357/3436, 23-24=735713436, 9.24=7357/3436, 9-25=516D/2490, 10-25=5161/2490, 10.11=55282624, 11-12=54952650, 12-13=55452645 BOT CHORD; 1-20=1507/3936,19.20=.1368/3608, 18-19=2709/6343, 18-26=-322617475, 26-27=3226f7475, 17-27=3226f7475, 17-28=2996/6638, 16-28=2996/6638, 16-29=2996/6638, 1529=2996/6638, 15-30=2996/6638, 14-30=2996/6638, 13-14=2349/4987 WEBS 3-20=213/299, 4-20=-218/401, 4-19=162213590, 579=2350/1103, 6-19=15261805, 7-17=-395/257. &17=293235, 9-17=357/929, 9.15=0/296, 9-14=19101876, 10-14=602/1618,11-14=.142293, &18=-1622/3520, 7-18=2783/1375 Unbalnced roof live loads have been considered for this design. - — Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15f ; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water panting. - All plates are MT20 plates unless otherwise Indicated. -� This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except rib)1=731, Hanger(s) 16r other connecion devices shall be provided sufficient to support concentrated loads 37 Ito down and 36 lb u at 22.4- ��N I—B(�L//// O P PP O P „1 lb down en1142 lb up at 24-4-12, 471b down and 571b up at 26-4-12, 147 lb down and 1501b up at 28.412, 147 lb down and 150A+7 � �\CENS N� <// 29-11-4. and 147 lb down and 150 lb up at 31-11.4, and 274 lb down and 280 Ib up at 34-0-0 on top chord, and 471 lb down and-?�& lb 4p at 224-121 19 Ib down and 2lb up at 24-0.12, 241b down and 3lb up at 26-4.12, 801b down at 28-0-12, 801b down at 2&11 nd 8 PE 051 lb down at J31-11-4, and 285 lb down and 1341b up at 33-11-4 on bottom chord. The design/selection of such connection devic Is tIA responsibility of others. I h (M&g#94W(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1 F-^ ' " i _— p STATI,OF / 0 'c,ORIDP 0�� ss O"A � ENG��,, I oI cuss Truss I ype y Plan 1➢22 iT/P-q A9G Roof Speclat Girder 1 1 Job Reference o tional soumem cuss. r�tierce. r�., :wam oIWC �..•.......-...-...,.._-.-.--.--...--...--_-.-_...._. _____...__.___ ID:EePOUIwCWA016w507vTFdz75cK-eb9_50 67sdXdwwgl0HsT9xfTelpThU492VDmJyJDkI LOAD CASE(5) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert 1-4=54, 4-5=54, 5-6=54, 6-7=-54, 7-10=54, 10-13=-54, 1-13=20 Concentrated Loads (lb) Vert W0 178(F) 15=54(F)9>107(F)14=285(F) 24=-107(F) 25=107(F) 26=471(F) 29=54(F) 30=54(F) 1 � PE LIC51STA i4v; <ORIDP.�Qi�� / ion Truss Inuss lype Ply Plan 17M 1772-A A10 jLny Hip 1 1 Job Reference o tlonal ' Southern Truss; Ft Pierre, FL, 34951 Ran:9 4u6 VCt 2l Lma YnllL s.l3ua ua 2l4ms mnex mousmes, mc. weo nov +'csc:uowm rage' ID:EaPDUIwCWAOIBwSO7VTFdz75cK-eb9_50_B7sO(dwwgl0HsT9)Kg9JBTj9492VDmJyJDW 5.3-14 1660 17d9 2 :7.7 i 32-0-0 I 36-&2 1 _ W14 5-3A4 4-&2 74-9 7-2-13 74-9 4-&2 SC�74 5x7 = 2x4 11 3x6 = 3x4 = 5.00 12 4 5 6 7 GK 5x7 = Dead Load Deft. = 5/161n "" 04m�§ "4-111 M"I'm �1 5x7 = 17 16 15 14 73 12 5x7 = US = 3x4 = 46 = 3xB = 3x4 — 4x6 = 3x4 = 3z5 = 14 42-0 1B0A 747-1 daoaa awo 5Aa_, 4bdd'' -0 7I 12a-3 I e-&0 ebe i-oe Plate Offsets O(.Y)— 11:0310,0-3-01, f4:0-54,0-2-121, I6:05-4,0.2-121,111:0-3-10,0-3-01,115:0-2-12,0-1-B1 LOADING44 SPACING- 2-0-0 CSI. DEFL in Qoc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ved(LL) 0.37 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.64 14-15 >773 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Hoa(CT) 0.17 11 We nla BCDL 10:0 Code FBC2017rrP12014 Matrix-S Weight 2131b FT=20% LUMBER - TOP CHORD, 2x4 SP N0.2 *Except* T2,T3: 2x4 SP M 31 BOT CHORD' 2x4 SP M 31 *Except* B2: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-5-2, Right 2x6 SP No.2 2.5-2 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-15 REACTIONS. (size) 1=D-8-0 (min. 0-1-8), 11=0.8-0 (min. D-1-8) Max Horz 1=76(LC 9) Max Upllftl=517(LC 5). 11=517(LC 4) Max Gmvl=1529(LC 1), 11=1529(LC 1) FORCES. (lb) - Max. Comp,(Max- Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3265/1166, 2-3=-3212/1201, 34=3008/1112, 45=371111491, &13= 3711/1492, 6.7=3711/1492, 7-8=3710/1491, 8-9=3008/1112, 9-10=3212I1201, 10-11=3265/1186 BOT CHORD 1-17=104712937, 16-17=-9072754, 15-16=9072754, 14-15=1338/3710, 13-14=9D42754, 12-13=9D42754, 11-12=10442937 WEBS 3-17=217/286, 4-17=-2D/384, 4-15=502/1201, 5-15=4161314, 7-14=-4601315, 8-14=50111199, 8-12=20/384, 9-12=216287 NOTES- 1) Unbalanced mot five loads have been consideredforthis design. 2) Wind: ASCE 7-10; Vult=1 SOmph (3-second gust) Vesd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15fq Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); ran8lever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument 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 (It=lb)1=517, 11=517. LOAD CASE(S) Standard i / PE 051 t --at t STATE`OF job I mss I was Iype y Plan 1722 1772-A A11G Hip Giber 1 2 Job Reference o bonal bauVlem I W33.IrL P`1 1 . rL.,. 01 ,un,. uaav u Huai nv,u r.,,... v.-.ev a vv-.. ..v.v EK. 4 ........O. r....... .................. d3� ).. -........v.- ID:EePDUIwCWA016w507vTFdz75rJC-ZAr7j2041n06UOIFz8rZ5nZJckLOxg3XWrOJW eyJOki 43-14 9-0-0 74574 21-ba 274'r2 34-0-0 37-8-2 4:2 -0 4311 3442 6614 ES2 6&2 G674 382 43-14 Dead Load DeB. - 7116 in 3xa = 5x5 = 3x5 = Us = 3x5 = S100 72 Sx5 = 4 20 21 5B 23 24 25 6 7 26 27� 29 39 9 AMP Im w -EA - ty Sx7 = 19 31 32 1817 33 34 35 16 36 37 38 1514 39 40 13 5x7 = 3x5 = 3x8 = Us M120HS= 2x4 II 3x4 = 3x9 3x5 3x4 = 48 MT20HS= d 0 42.69 1-0Q BL-0 21A-0 27.5.2 34.0.0 46a-0 I MID 4kpo �1�1 6a0 W-1144 6&14 ~ 6S2 eS2 68-0 aVW 0 1-0 1-ea LOADING(pst) SPACING- 2-M CSI. DEFL in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.64 16 >775 240 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.89 15-16 >555 180 BCLL 0.0 Rep Stress Incr NO WB 0.75 Hoa(CT) 0.20 12 We We BCDL 10.0 Code FBC2017ITP12014 Matrix-S LUMBER - TOP CHORD, 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.21-10-10, Right 2x6 SP No.21.IG-10 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 12=0-BA (min. at-8) Max Horz1=61(LC 10) Max Uplift1=1348(LC 5), 12=134B(LC 4) Max Gmvl=2954(LC 1), 12=2954(LC 1) PLATES GRIP MT20 244/190 MT20HS 187/143 Weight 424 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-9-12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' 1-2=-660813106, 2.3=-655613110, 3-4=6662/3184, 4-20=6230/3012, 20-21=623013012, 21-22=6229/3012, 5.22=-6229/3012, 5-23=9131/4425, 23-24=9131/4425, 24-25=9131/4425, 6-25=-9131/4425, 6-7=913214427, 7-26=9132/4427, 26-27=-9132/4427, 8-27=-9132/4427, 8-28=6230/3012, 28-29=6230/3012, 29-30=6230/3012, 9-30=-6230/3013, 9-10=6663/3185, 10-11=6557f3111, 11-12=6609/3107 BOT CHORD' 1-19=2777/5947, 19-31=d304/9131, 31-32=-0304/9131, 18-32=-4304/9131, 17-18=430419131, 17-33=-4734/10060, 3334=4734/10060, 34-35=-4734/10060, 1635�4734/10060, 1636=4734/10060, 3637=-4734/10060, 37-38=-4734/10060, 16-38=-4734/10060,14-15=-4304/9132,1439=430419132, 3940�430419132, 13-10=41304/9132, 12-13=2776/5948 WEBS 3-19=-211/418, 4-19=715/1934, 5-19=3325/1599, 5-17=91/877, 6.17-1091/488, 6-16=0/520, 6-15=1089/486, 8-15=901876. 8-13=3326/1600, 9.13=-716/l935, 10-13=212/418 NOTES- 1) 2-ply truss to be wnnected together vrith 10d (0.131' x2l') nails as follows: Top chords, connected as followro s: 2x4.1 w at D-9-0 Go. Bottom chords connected as follows: 2x4.1 row at 0-9-0 oc. -- Webs connected as follows: 2x4 -1 row at D-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back.(B) few in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cal. II; Exp C; Encl., GCpl=0A8; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide drainage to adequate prevent water ponding..;;;„:-, 6) All plates are MT20 plates unless othenwlse indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurmnt with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except et=lb)1,348, PEL-k 1 12=1348. Continued on page 2 p STA r jO�F� 10NAi(E11G\\\�\\ �k o 09 mss Iruss lype y Plan 1722 1772-A AtiG HipGWer ILItyt 2 Job Reference footionan S em True, Ft Pierce, FL, 24951 018 NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 225 lb down and 280 Ib up at 8-0-0, 107 lb down and 160 lb up at 10-0-12, 107 Ib down and 150 lb up at 12b12,107 lb dawn and 150 lb up at 14-0-12,107 to down and 150 lb up at 16-0-12,10711b down and 150 lb up at 18-0-12, 107 lb down and 150 lb up at 20-0-12, 107 lb down and 150 lb up at 21-11-4. 107 lb down and 150 lb up at 23-114, 1071b down and 150 lb up at 25-114, 107 lb down and 150 lb up at 27-114, 107 lb down and 150 lb up at 29-11-4, and 107 lb down and 1501b up at 31-11-0, and 22516 down and 280 lb up at 34-0-0 on top chord, and 285lb dawn and 134 to up at 8-0-0, 80 Ib down at 10-0-12, 80 lb down at 12-0-12, 80 No down at 14-0-12, 80 lb down at 16-0-12, 80 Ib down at 18-0-12, 8016 down at 20-0-12. 80 Ib down at 21-114, 80 lb down at 23-11-4, 80 lb down at 25-114, 80 lb down at 27-11.4, 80 lb down at 29-11-4, and 801b down at 31-11-4, and 285 Ill down and 134 lb up at 33-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(5) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=54, 4.9=54, 9-12=54, 1.12=20 Concentrated Loads (Ib) Vert 4=178(B) 7=107(13) 9=178(B)18=-54(B)19=285(121)13=285(B)14=54(B) 20=107(B) 21=107(1]1) 22=107(B) 23=107(B) 24=107(8) 25=107(B) 26=107(B) 27=107(B) 28=107(B) 29=107(B) 30=107(B) 31=54(B) 32=54(B) 33=54(121) 34=54(B) 35=54(B) 36=64(B) 37=54(B) 38=54(B) 39=54(B) 40=54(8) PE 051 r I _ b 1 STATE` OF 40 j) N�� jX11; O/VA IE�'\\\�� Job Truss russ I yp0 Fly Plam 17U 1772-A CJ2 Jack -Open jQtY I 1 1 Jab Reference o 0ana1 SoMem Truss, K PuNce, FL, 34951 K.:R 6U 212U1 a FTIR 623U 6 Um 212U1'MIIeNUIOIIMMIUG Wea NW141b::f9:1ULU15 Y6e1 ID;EaPOUIwCWA016wS07vTFdZ?S,X-1 MPVx01 i356z5YERXsMod754UrgPMg4gTRv4y�Dkh 3-2-15 6t6 LOADING(psf) SPACING- 2-0-0 CS1. DEFL in 000) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 " TC 0.20 Vert(LL) -0.00 4-6 >999 240 UT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.05 Horz(CT) -0.02 3 nla nla BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight 13 lb FT=20% LUMBER - TOP CHORD � 2x4 SP No.2 BOT CHORD12x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=1-11-6 (min. 0-1-8) Max HoaS=58(LC 4) Max Upli--32(LC 11), 4=39(1-C 1), 5=254(LC 4) Max Gmv3=20(LC 17), 4=48(LC 17), 5=346(LC 1) FORCES. (lb) - Max CompJMax. Ten. - Al forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11.5 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Grp C; Encl., GCpF-0.16; MWFRS (envelope); cantilever left and right exposed: Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except lit -lb) 5=254. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated IDad(s) 261b down and 45 lb up at 2-11-0 on top chord. The desigrdselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Uniform Loads (plo Vert 1.3=54,1-0=20 Joe Truss I Was I ype Pan1722 1772-A CJB JUTY jejy Diagonal Hip Girder 6 1 Jab Reference Loptional southern Truss , FL Pierce, FL, 34951 3x4 = 14-10 1-164 6-4-8 11-24 14-10 103101 19 4 I 4-9-12 =1116In Plate Offsets MY)- (2:0-D-8,0-1-121, 18:0-1-6,1-7-81, 18:0-0-0,0-1.121 LOADING(pst) SPACING- 247-0 CSL DEFL. in Ono) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.11 6-7 >984 180 BCLL 0.0 Rep Stress Ina NO WB 0.24 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight, 44 lb FT=20% LUMBER- i TOP CHORD, 2x4 SP No.2 SOT CHORD', 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 8=0-11-5 (min. 0-1-8), 6-Mechanical Max Horz8=164(LC 20) Max Upl&4=125(1-C 4), 8=357(LC 4), 6=117(LC 8) Max Gmv4=147(LC 1), 8=441(LC 31), 6=259(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purilns. BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4301236, 2-9=-497I270, 9-10=481/269, 3-10=-4351254 BOT CHORD 1-8=2221434, &12=342/434, 12-13=3421434, 7.13=3421434, 7-14=3421434, 6-14=3421434 WEBS 2-8--353/186. 3-6=469/369 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf, h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and tight exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a calling and is not intended for use whom aesthetics ate a mnsideretion. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable, of withstanding 1001b uplift at)oint(s) except QI--lb) 4=125, B=357,6=117. 6) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb down and 43 lb up at 2-11-0, 29 th down and 43 lb up at 2-11-0, 39 lb down and 63111 up at 5-8-15, 26 lb down and 52lb up at S-&15, and 64 lb down and 113 lb up at Ill and 58lb down and 107 lb up at B-6-14 on top chord, and 70lb down and 158 lb up at 2-11-0, 70 lb down and 158 lb up at 2-11-0, 12lb dowmand 2lb up at 641-15, 10 Ile down and 2lb up at 5.8-15, and 331b down at 8-6-14, and 27 lb down at B-0.14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as born (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Incmase=1.25 Uniform Loads (plf) Vert 14=54, 1-5=20 tratlad ConcenVeit 1l 76(ds Fb, B=-33) 12=155(F=77, B=77)14=-48(1`=29, B=19) PE T051 / I • jk-i ,cam /-oS /4Q; %4�c �4pRIDP /A � ONA i I E-NG\\\�� 13 I 2x4 II 3 5 4 2K4 G 1x4 II 2x4 II I LOADING(pst) TCLL 20.0 SPACING- 2.0-0 Plate Grip.DOL 1.25 CSI. TC 0.18 DEFL in (too) Ildell Ud Vert(LL) nla - n/a 999 PLATES GRIP MT20 244/190 TCDL 7.0 SCLL 0.0 BCDL 10:0 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017r PI2014 BC 0.13 WB 0.05 Matrix-P Vert(CT) n/a - n/a 999 HOrz(CT) 0.00 h/a Na Weight 23 lb FT= 20% LUMBER- BRACING - TOP CHORD' 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD, 2x4 SP No.3 end verticals. WEBS � 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 140-0 oc bracing. OTHERS '2x4 SP No.3 ' REACTIONS:. (size) 1=6.4-0 (min. 0-1-8), 4=6-0-0 (min. 0-1-8), 5=6-0-0 (min. 0-1-8) Max Horz 1=112(LC 8) Max UpliO4=-47(1_C 8), 5=136(1_C 8) Matt Gmvl=61(LC 1), 4=88(LC 1), 5=255(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15R Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantllever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires wn6nuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at -lb) 5=136 LOAD CASE(S) Standard job Truss I ruse Type Uty Fly Plan 1722 1772-A J2 Jadc-Open 11 1 ___ Job Reference "'..nap SouNem Tmss.R Piema, FL, 34951 Rn ID:EaPe OG 21 A016wS 230Fdz?5c01a FL43ydusines,lnc Wetl BTVZov 14 6:34:12201a Pagel - ID:FaPOUIwCWA016w507vTFdz75G4zIWFL43ybiOhLrOgfHOCyOBTVZYXtbxzXzyY_ryJDN 1 16-0I GTO LOAOING(psf) SPACING- 2-0-0 CS1. DEFL In goo) gde0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1:25 -Be 0.18 Vert(CT) 0.00 4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.01 2 r1a nfa BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 6lb. FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc pudins. BOT CHORD I2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1G-G-0 oc bracing. REACTIONS., (size) 2=1VIechanical, 3=Mechanical, 4=0.8-0 (min. 0-1-8) Max Horz4=43(LC B) Max Uplift2=50(LC 8), 3=130(LC 1). 4=124(1_C 4) Max Grav2=54(LC 1), 3=78(LC 4), 4=223(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 pb) or lass except when shown. NOTES- 1) Wind: ASCE 7-0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=151t Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent with any other live loads. 3) Referto girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2 except Qt=1b) 3=130. 4=124. LOAD CASE(S) Standard oc PE D51 �r� t b 1 STAT�pF �'o 1 Job Truss I was I ype LJTY Plan 1722 1772-A AJack-Open IVIY 9 1 Job Reference D tional Southem Truss, FL Pierce, FL. U951 Run: 813D a Oct 21 2m8 Pdrit 623D s Oct 21 2018 Nu7ek In WSt ies. Inc. WOO Nov 1416:34:132018 Ica 1 ID:EaPOUIWCVVA016WS07vTFdz75cK-Rx4eZQ3aLOWYy1zOC_vVFdjdlrvXc2f6mdh5" Oka' 1-0-0 M I 4-0-0 73A0 Plate Offsets .(X,Y)-- 12:0-0.12,0.1-121, f5:0.1.8.1-2-01, f5:0A-0.0.1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gdp 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 Inv YES WB 0.03 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight; 13 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,4—Mechanim[,5--0-8-0 (min. 0.1-8) Max Horz5=83(LC 8) Max Upli83=59(LC 8), 5=90(LC 4) Max Gmv3=54(LC 1), 4=40(LC 3). 5--220(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) 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. 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.. GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 5. LOAD CASE(S) Standard PE 051 t I p STA OF 7 _ i0`1—/K ORIDP: i,//SS ONA ��NGN �� Job Inuss russ I yp0 Plan 17U 1772-A J4A Jack -Open JLUY JVIY 1 1 Job Reference (optional) ID:EePOUIwCWAO1bW5O7vTFdz75cK-v7e0mk1CfiJePa9XDmiClkoR,n4MFZLURG_HRe2ry Dkd 2x8 It 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In Poo) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 34 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 34 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/-rP12014 Matrix-R Weight: 10 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORDS 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS: (size) 4=0-8.0 (min. 0-1-8), 2--Mechanical, 3=Mechanial Max Horz4=57(LC 8) Max Upli 14=21(LC 8), 2--66(LC 8) Max Grav4=103(I_C 1), 2=70(LC 1), 3=53(LC 3) FORCES. Pb) - Max. Comp./Max. Ten. - All forces 250 Pb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purilns, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15f; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live lad nonconcurtent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO Ib uplift at)oint(s) 4, 2. LOAD CASE(S) Standard LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) VdeB Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.26 Vem( ) -0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) -0.02 3 n/a We BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0.8-0 (min. 0-1-8) Max Horz5=124(LC 8) Max Uplill04(LC 8), 5=94(LC 4) Max Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. (lb) - Max. CompJMax. 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=151t; Cat It; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 fast bottom chord live load nonconcunent with any other live loads. 3) Refer to girder(s) for buss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 5 except Gt=ib) 3=104. LOAD CASE(S) Standard PE STA1051 OIF i0��LF-1-197 ilp� 1 ORIDP: S oNA'N �EG\\\\\� I LOADING(psf) SPACING- 2-0-0 CS]. DEFL in (Ica) I/defi Lrd PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TO 0.32 Vert(LL) 0.03 3-4 >999 240 MT20 2441190 TCDL 7.0 ' Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 3-0 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hort(CT) -0.02 2 n/a n/a BCDL 10.0 Code FBC2017rfPl2014 Matrix-R Weight 16 lb FT = 20% LUMBER- BRACING. TOP CHORD' 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 5-0-0 cc pudins, except BOT CHORD, 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=04-0 (min. 0-"), 2--Mechanical, 3=Medianicat Max Hom4=99(LC 8) Max Uplift4=43(LC 8), 2=108(LC 8) Max Gw4=1T7(LC 1), 2=120(LC 1), 3=90(LC 3) FORCES. 01b) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7.10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1Me, Cat ll; Exp C; End., GCPI=0.18; MWFRS (envelope); cantilever left and tight exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent vrith any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (it=11b) 2=108. LOAD CASE(S) Standard mi- PE 051 1 r i �-O STA OF I �p��,crz—I-lam ✓� ORID111P.�<C i,,�Ss oNA ��N�,\\\�� Job ruse I ruse Type Y Plan 1722 1772-A J8 Ja6k-0pen 23 1 Job Reference (optional) Southern Truss, FL Fierce. FL. 34951 Run:8.239 s Oct 21 2R19 runt 8.230 s Od 21 2o18 Mi rek Indusbes Inc Wed Nov 14 1a.34.11 2018 Pa e 1 ID:EePD W wCWA016w507vTFdz75cK-KiKePn75PE0zRdGnRcLRQTuAeaA8YgnihFOfAy�Dk b i 1-0-0 r 10 i 6-8-0 2x6 II LOADING(pslf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 TCDL 710 Lumber DOL 1.25 BC 0.47 BCLL 0!0 Rep Stress Ina YES WB 0.09 BCDL 10:0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD' 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. D-1-8) Max Horz5=165(LC 8) Max Uplift 147(LC 8), 5=106(LC 8) Max Gmv3=161(LC 1), 4=120(LC 3), 5=353(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. WEBS � 2-5=319/300 Dead Load Deft. =118 in DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.10 4-5 >766 240 MT20 2441190 Vett(CT) -0.18 4-5 >444 180 Hom(CT) -0.06 3 n/a We Weight 251b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc pudins BOT CHORD Rigid calling directly applied or 10.0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; CaL II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 3) Refer to g,rder(s, for as to truss connections. 4) Provide mechanical c ntrunection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 3=147. 5=106. LOAD CASE(S) Standard PE STA1051 OF iO�� o7z'1-197 ilv� Q x �-<ORIDP/7G �j///sS ONAI IENG?\\�� Job truss lype My Plan 17U 1772-A J9 Roof Special ILIty 1 1 Job Reference (optional) Southern Truss, Ft Pteme, M., aaem ,.u��, o....,,,e ....., ... �..�.............................�...._. ..__.._. .. .__. .___._._ ID:EePOUIw VVA016wS07vTFdz75cK-ovuXc77jAYeg3mr_7XVgyhRRi_aTHHNi&V Bcy DkZ 1-4-0 410-8 &2.8 9-0-0 1-0-0 3-6-8 i 1.40 3-1-8 2x6 II 1x4 II LOADING(psf) SPACING- 2.0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 200 Plate Gdp DOL 1.25 TC 0.20 Vert(LL) 0.02 7-8 >999 240 MT20 2441190 TCDL 710 Lumber COL 1.25 BC .0.21 Vert(CT) -0.02 7-8 >999 180 BCLL Oi0 Rep Stress Ina YES WB 0.07 Horz(CT) -0.05 5 n1a n/a BCDL 1010 Code FBC2017/f P12014 Matrix-S Weight 32 Re FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD! 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 " REACTIONS. Al bearings Mechanical except (jt=length) 8=0-B-0, 7=0-8-0. (lb)-. Max Haz8=165(LC 8) Max Uplift All uplift 1001b or less at joint(s) 5, 8 except 7=-216(LC 8) I Max Grav All reactions 26016 or less at joint(s) 5, 6 except 8=256(LC 1), 7=359(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - Al forces 250 (lb) or less except when shown. WEBS 4-7=2511228 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psr bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for buss to truss connections. 6) Provide mechanical cannection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 8 except at --lb) 7=216. LOAD CASE(S) Standard ENS� PE 051 1 1 t F... ST 0T� ifl��EE44�— 19 i �Q i� T `.<ORIDP: (ENG?\\�\ J9AG W 1-0-01 2-10-8 4-2-8 6-0-0 9-4-0 i-4-0 1F6 1-0-0 1-M 2x6 II 1x4 11 LOADING(psf) SPACING- 24)-0 CSI. DEFL in Ooc) Well L/d 9 >999 240 PLATES GRIP MT20 244/190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 BC 0.15 Vert(LL) 0.03 Vert(CT) 0.03 9 >999 180 TCDL 7.0 BCLL 0.0 Lumber DOL Rep Stress lncr 1.25 YES WB 0.06 HDrz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI20'14 Matrix-S Weight 34 lb FT=20% LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. TOP CHORD 2x4 SP No.2 ] BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 12x4 SP No.3 ' REACTIONS. All bearings Mechanical except Qt=length)10=0-8-0, 8=0-8-0. (Ib)-. Max Horz 10=165(LC8) Max Uplift All uplift 100 lb or less at joint(s) 6, 10 except 8=-202(LC 8) Max Grav All reactions 250lb or less at)oint(s) 6,7 except 10=254(LC 1). B=356(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 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; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 6, 10 except Q[=1b) 8=202. LOAD CASE(S) Standard \\\\\\P11 Nil 8� PE 051 r A t STA OF i 0\��,PL6-f-lS i(V� ORID oNA'N/1111{ENS,\\\\�\ a Job I was ruse ype y Plan 1722 1772-A JSG Roof Special Gtrier 1 1 Jab Reference (optional) Sputhem Truss,, FL Pierce, FL, 34951 2xf 3x4 II lx4 II 3x4 = LOADING(p$f) TCLL 20.0 TCDL 7.0 1 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 ' Lumber DOL 1.25 Rep Stress Ina NO Code FBC2017/TP12014 CSI. TC 0.47 BC 0.47 WB 0.07 Matrix-S DEFL in Vert(LL) -0.03 Vert(CT) -0.05 Hoa(CT) -0.00 (loc) /deft Lid 7-8 >999 240 7-8 >702 180 5 nla nla PLATES GRIP MT20 244M 90 Weight 40 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 31 and verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc brecing. Wl: 2x6 SP No.2 REACTIONS- All bearings 0-8.0 except Qrlength) 5=10echanical, 7=10echanical. (Ib) - Max HDM9=134(LC 8) Max Uplift All uplift 100 Ib or leas atjoinl(s) 5, 9 except 7=-241(LC 8), 8=160(LC 8) Max Grev All reactions 250 Ib or less atjoim(s) 5, 9 except 7=491(LC 1), 8=688(LC 1) FORCES. (Ib) -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=5.0psh h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 lost bottom chord live load nonwncurrem with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjoint(s) 5, 9 except at --lb) 7=241, e=160. i 7) Gap between Inside of top chord beading and first diagonal or vertical web shall not exceed 0.5001n. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 It,down and 21 lb up at 0-9-13 on top chord, and 794 lb down and 2841b up at 6-8-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert 1.3=54, 3-4=54, 45=54, 6-9=20 Concentrated Loads (Ib) Vel 10=-60 11=794(B) Fq� PE 051 I STA OF r i0\ i� ORIDP�� ,a3 Dead Load Deg. = 51161n 4A = 4x4 = 3 4 oxo = axv — LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.86 BC 1.00 WB 0.20 Matrix-S DEFL. in Vert(LL) -0.30 Vert(CT)0 Horz(CT) 0.05 (loc) Udefl Ltd 1-9 >868 240 1.9 >416 180 7 We n/a PLATES GRIP MT20 2441190 Weight102lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woodsheathing directly applied or 4-2-7 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 ' WEDGE Left 2x6 SP No.2 SLIDER Right 2x4 SP No.3 2.5-11 REACTIONS. (size) 7=Mechanical, l=D4I-0 (min. 0-1-8) Max Horz 1=76(LC 8) Max Uplift7=-264(LC 9). 1=271(LC 8) Max Gmv7=814(LC 1), 1=814(LC 1) FORCES. (lb) - Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1545/547, 2-3=-1220/372, 3-0=1081/368, 4-5=1196/369, 5-6=1358/492, 6-7=1418/482 BOT CHORD 1-9=516/1381, 8-9=221/1081, 7-8=-369/1216 WEBS 2-9=380/331, 3.9=44/325, 44=-22/251, 5-8=2191260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope); cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a equate drainage to prevent water pending. 4) This buss as been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except (jt=Ib) 7=264, 1=271. LOAD CASE(S) Standard Ia PE 051 ` r I -P TA OFIX -ORIDP �� 2 1 i Job Truss ruse I ype y Plan 17M 1772-A K5G Hip Girder 1 1 i Job Reference (optional) Southeru Truss i FL Pierce, FL., U951 Run: 8.230 a Oct 212018 Print 8.230 s OM21 2018 MRek Induslnes Inc. Wed Nov 14 16;M:21 2018 Pa e 1 ID:EaPDUIwCWA016WSO7VTFdz?5cK-CUZfE9AbTTWPwEa'Ggg2Nad3uuBgvUWHctdWDxyd kW 4-7-13 B-M I 11-&0 154-It 1&B4 22-4.0 4-7-13 3 -3 3-&0 3-&0 3-44 3-7-12 4x7 = ix4 II 14 15 47 = Dead Lead Defl. = Ila in 5x7 = 30 = 4,4 = 3x8 = 3x4 = 5x7 II 11-0-0I 8-0-0 1 11-8-0 1 15-0-0 1 22.4-0 1-0-0 7-n-0 3-A-0 3A0 7-rM Plate Offsets (X,YI- 11:0-3-10,Edgel, 14:0-5-0,0.2.01.16:0.5-0.0-2-41 19:0-5-0.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.18 11-13 >999 240 M120 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(C) -0.28 1-13 >959 180 BCLL 010 Rep Stress Incr NO WB 0.22 Horz(CT) 0.10 9 n/a We BCDL 1010 Code FBC2017/rP12014 Matrix-S Weight117lb FT=20% LUMBER - TOP CHORD, 2x4 SP No.2 •ExcepC I T3:2x4 SP M 31 SOT CHORD] 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-D-14, Right 2x6 SP No.2 1-11-3 BRACING - TOP CHORD Structure[ wood sheathing directly applied or 3-0-11 oc pudins. BOT CHORD Rigid ceiling directly applied or4-11-1 oc bracing. REACTIONS.. (size) 1=0-8-0 (min. D-1-12), 9=041-0 (min. 0-1-13) Max Horzl=-61(LC 28) Max Upliftl=-704(LC 8), 9=724(LC 9) Maz Grsv1=1496(1-C 1), 9=1538(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' 1.2=-3197/1561, 2-3=3145/1568, 3-4=3042/1486, 4-14=3079/1564, 5-14=3079/1564, 5-15=3079/1564, 6-15=3079/1564, 6-7=2926/1432, 7-8=2804/1401, &9=2862/1398 BOTCHORD 1-1 3=1429/2864,12-13=13D4/2809, 11-12=1304t2809, 11-16>1231/2708, 10-16=1231/2708. 9-10=-115912465 WEBS 3-13=200/299, 4.13=-91/508, 4.11=237/427, 5-11=447/405, 6-11=2921554, 6-10=15/435, 7.10=210/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsf; h=15f ; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 (jt=lb)1=704, 9=724. I 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 225 lb down and 280 lb up at 8.0-0. 107 lb down and 15016 up at 10-0-12, 107 lb down and 150 lb up at 11-8-0, and 107 lb down and 150 lb up at 13-3-4, and 225 lb down and 280 lb up at 15-4-0 on top chord, and 285lb down and 134 lb up at 8-0-0, 80 lb down at 10-0-IZ 80 lb down at 11.8.0, and 80 lb down at 13-3-4, and 285 lb down and 134lb up at 15,34 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. _- 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as from (F) or back (B) LOAD CASE(5) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unfform Loads (plo Vert. 1-4=-54, 4-6=54, 6-9=54, 1.9=20 Concentrated Loads (Ib) Veri: 4=178(F) 6=-178(F)12=54(F)13-285(F) 5=1(F)07(F) It 1=54(F)10-285(F)14=10715-107(F)16=54(F) �\\\11l l l I / /////IV b f PE 7 O5-1 01Hlt'OF'-'�' i 01\ .off- (- 19- ORID �Q- 2 \ SONA i t ENG \\\\ r [ � Job russ Iwo I ype Ury My Plan= M2-A Fw2 Valley 1 1 Jab Reference (options[) avumem I laea,„ rt Helm, r�., a4am 2x4 Man: u.LJu a um, Lulu rnnc a.l:iu s um Ll Zulu ml I eK alcu lnea, Inc. wea Nw l4 l b:J 'll Zulu Ya a l ID:EaPOOIwCWA016wSO7vTFdz75cK-gg71SVADEneGY091ENac6XbAxb_zD6QRgXN3KNyJsDkV 2 3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight 61b FT =20% LUMBER- , BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. REACTIONS. (size) 1=240 (min. 0-1-8), 2=240 (min. 0-1-8), 3=240 (min. 0.1.8) Max Hors 1=33(LC 8) Max Uplift1=18(LC 8), 2=40(LC 8) Max Grav1=59(LC 1), 2=43(LC 1). 3=32(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 01b) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst,, h=15ft; Cat it; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous botom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 2. LOAD CASE(S) Standard BtF�qq�'��i NOXCENS�\�� PE / 051 I p STA OF _ i<ORIDP a i�j///ssoNAi'ENG\\\\\� JOD I NSS russ I ype Plan 1722 1772-A MV4 Valley jQty JMY 1 1 Job Reference o Gonal soumem Wass, r� Werra, ram, a4wr rum: ID:E s OUIn W 016 SO sTrscr cK-rmien meus4m7me rreafk8 w m:yZfa B d ID:EaPOUIwCWAOt6w507vTFdz75cK-9shDfgBs74m79Yxo55rik8H!_HByLa3B6dtgy OkU 24 9 2x4 II. 7 3 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a - nla 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.24 Vert(CT) n/a - nla 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 Na n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight 14 lb FT=20% LUMBER- I BRACING - TOP CHORD 12x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purims, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.. (size) 1=4-4-0 (min. 0-1-8), 3=4.4-0 (min. 0-1-8) Max Hom1=71(LC 8) Max Upll tl=39(LC 8), 3=68(1_C 8) Max Grav1=128(LC 1), 3=12B(LC 1) FORCES. Qb) - Max CompJMaz. Ten. -All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsF, h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s)1, 3. LOAD CASE(S) Standard \GEN&�� PEx 051fn 1 O ; STAOF 0��T�—f-IS ✓'!vim l ORIDP.`k SONA I I ENGa��