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HomeMy WebLinkAboutTRUSS PAPERWORKProject Information: Job Number: SOUTHERN J1800455 TRUSS cuss° a� . MPANIES GHO Homes Name Southern Truss MeadowoDd Lot-68 2590 N. Kings Hwy Add6 Fort Pierce, FL 34951 Lot fie �n:sr,zP: (772) 464-4160 * Fax: (772) 318-0015 1 Port Saint Lucie, FL general Truss Engineering Criteria & Design Loads. BuDdmg Code end Chapter. FBC2017TrPI2014 ComputorPmg� !Used: - MTek Version: 8.23 Oct 2 GraMgc GmMry: 45.0 psf ROOF TOTAL LOAD WA Wind BuildmgAutbado- - 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St Lucie County No. De1D Truss ID8 1 11ID6N8 Al 2 11/06118 A2 9 11ID6/18 A3 4 11/O6/18 A4 5 11/D6/18 AS 6 11A6/18 A6 7 11N6/18 A7 8 11N6A8 AS 9 11/06/18 A9 10 11/06/18 AID 11 11/06/18 All 12 11MG118 Al2 13 11W.MB A13 14 11I06/18 A14 15 11/D8/18 A15 16 11/06AS A16 17 11MMS A17 18 11106MB A18 19 11/D6/18 A19 20 111D6118 A20 21 11/06/18 A21 22 11MMS A22 23 11/06/18 A23 24 11N6/18 B1 25 "Me! 62 26 11A&18 B9 27 11MMS 114 This cover sheet is provided as per Florida Statute 61 G1531.008 in lieu of signing and sealing each individual sheet An Index sheet of the truss designs is attached which is numbered and with the indentifiration and date of each drawing. Engineer of Truss Design Package Brian IL Bleakly FL Reg. Eng. No. 76051 2590 N.1Gngs Highway Fort Pierce, FL 34951 No. DaW Tn IDd 28 11/D6/18 cl 29 11A6/18 C2 30 11/tMS C3 31 11A6n8 CJ2 32 111D6/16 CJ7 33 111DEM8 CJ21 341 111MM8 I CJ26 35 111D6/18 A 36 11I06118 AA 37 11WIS J3 38 11Po6n8 J3A 39 1106/18 JS 40 11MM8 JSA 41 11/O6M8 J7 42 11/06/18 J21 43 11N6118 J26 44 11N6118 V2 45 11106M8 V4 cr�!1 RECEIVED JAN 0 2 7019 ST. Lucie County, Permittirtg_ 1` TYPICAL DETAIL (9 CORNER. - HIP for Wood Construction. 132.5# per Nail (D.O.I—Foctor--1.00) nds toe nails only have 0.83 of 'lateral Resistance Value. 12 OOVER nA O �O CORNER .TACK GIRDER Q UP TO 2557- = 2-16d NAILS REM). UP TO 394# = 3-1 Ed NAILS REO'D. use 2-1 Ed toe nail TC & Bc. Typical jack 45' attachment TYPICAL CORNER LAYOUT I toe nail & 2-1 Ed Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-1fid nails — — — — — BC ————--— 2-16dnails -———— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC ——————— 2-16dnails ————— 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 ———— MINIMUM GRADE OF LUMBER T.C. 2x4 SYP f B.C. 2x4 SYP 2 WEBS 2x4 SYP Ne.3 L TGP 20 B=w 00 SPACING w !M If SIR INCR-- 0 I,FBC2017 10 D.C. SOUTHERN Fort Pierce Division TRUSS 2590 N. Kings FL Highw420)6COMPANIES (800)i059 (7724416D Mom✓/....e0a hmtnm Fax:(772)31 B-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-41 Go It TYPICAL DETAIL @ CORNER - HIP NOTE. NDS=National Design Specifictions ALLOWABLE —REACTION —PER JOINT -- for Wood Construction. 132.5# per Nail (D.6.LFactor=1.25) OUP TO 265# 2-16d NAILS REQ'D. nds toe nails only have 0.83 of UP TO 394J — 3-16d NAILS REO'D. lateral Resistance Value. 12 use 2-16d toe nail Tc & Be. Typical jack 45' attachment CORNER JACK GIRDER III T%?ICAL CORNER LAYOUT M 3-1 nail Typical Hip —jack' attachment CHORD HANGERS FASTEN ER 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 — — — — — —— 2-16dnails — — — —— TC — — — — — —— 3-16dnails I —— — -— BC — — — — — —— 2-16dnails ———-— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16d nails ———— 01 MINIMUM GRADE OF LUMBER LOADING (PSG SDt INCR.s 25X FBC2017 L D T.C. 2x4 SYP �2 TOP. 20 D.C. - 2x4SYP 2 WEBS 2x4 SYP NoZ SP00 10 PACINCMG 24' O.C. SOUTHERN TRUSS COMPANIES mtR//n..saatttemtr� Fort Pierce Dggiviision 2590 N. hw Fort Pierce. 3495a1. (80D)232-0509 (772)464-4160 Fax:(772)31 B-0016 Brian M_ Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, F- 34951 772-454-4160 92 e S Hangers Face Mount Hanger Charts M iTe ke . Jnistsbas . usP Stock ft, 71eLM,M -'_. steel:. Gauge ➢knr:nsions (in)-' - . , -.•.. Fastenv5chedulex' .. OF/SP - lands *)a - c . _„ c'i c Cpde': Ref.. lte8dri % joist 7Allowable . vv= . -(. H. ➢ > ,. A 6fm% Max Iaiv' ':Nal: Hatt �' Rear Upldt' 100% 115X 125X 1fi0%' J124 LU24 20 1.9/16 3 1-12 15/16 _ 4 10d 12 1 10dxl-12 .470. 'S40 580.1 320' S. R5, F2 4 l6d 12 10d x 1-12 560 640 I.695 320 JL241F-R — 18 1-9/I6 3-1/8 1-72 — _ 4 10d HDG 2 1 10dxl-12HDG 465 535 1 580 1 280. 31. M. F32 4 16d HDG 2 110dxf-12HDG 550 615, 615 1 280- 2x4 JU524 LUS24 18 1.9116 3-1/8 1-3141 1 4 10d 2 tOd 675 .775 i 835 510 1 SIM24 U24 16 1-9/16 3-1/4 2 1-3p6 — 4 10d 1 2 10dx1-12 500 .5601605' 360- S. 4 tGd 1 2 1 10dxl-12 590 fi65 1 720 390: HB26 HU25 14 1-9116 3-12 2-1/2 1-1/8 Min 4 16d 2 2 tOdxl-112 615�:695.,741. '365 tas, F2 Me '615;. �.. 741 Gas > f112620 _... -. . .-. 11JI16-43/4. - -� 1-l21S 116 - 6'C:'tOd 4 =tOdx1-12' 710,.805 970'650. 6'->:76tl 4'.?'-1Gdz7-72':. '. 840.1960i045 .GSD' - JL26IF-R .Lll026Z - 18 i" 1-9/l6 472' 112 _6-' 10OHDG 4 30dx1=12HOfi. 695 600 870 730: 31, RI, F32 6- lGd HDG.. A 10dx1-12HOfi 830` -950 10351. 730- .5d526" ; WS26-- . 18, 7-9116 4la?16 1.9/4 �1-'�: 1.47. -. 18d- 4 ' 10d - 8711 1000 1080 '1115^, :1 5, R5, F2 ;MU526 '.:MUS26 789. 7-9f16'S-lm 2 ,T— 6' .?10d. '6 -,' 7Qd.'--. ]2B5 1475 1605 865:: 31, 111, F3.2 :SUH26 , :1YLfi 15 7-9I76 i1IG .2 ] 6 0d . 4 '- 10dx1-1/2 75D. 840 910 755 •. B•. -.-76d ' - 4 --10dz Y72-.. 880 1000 f080 ..755, 1119M'-- i]-=26 ''16: 1-5B 5-71Ifi. 8 .'2 - _ lA •�_... 16d . .-fi' '16d,. - 2760 3140 3345 1925.. '_-- _ •.-.. '.HOB - - -. _ HUM,,., :. , _74 _ - w 11lIi6 ,....... 3-1h 2-12 .. .:': 1-1/8- -- IND Mm[ - 4. `.. .:..2• ✓ 16d- ', 1Ddx1-12 - - 615, 695 745- 365`' 5, R5, 4• 615 695) .745 595- - 10728 " - 'li ,14+` 1-91JS -5-114. 212 _. 1-7/8 ` An" � 8 °16d. d - - - ladx142 1230 13901149D - 7a0:.. F2 Max 6 123D 13901149D 825 JL26 W26 20- 1-9/16 4-114 1-12 15/16 — 6 10d 14 1 10dxl-12 710 80-5 T 870 660 . 6 16d 4 1 10d x 1-12 840 960 11045, 650 JL261F-R LUC26Z 18 1-06 4-12 1-12 — _ 6 10d HDG 4 1 10dx 1-12 HOG 695: j Boo 1 970' 730 I 31, RI, F32 6 16d HDG 4 1 10dx 1-12 HDG 830- 950 .1035 730: JL28 LU78 20 1-9I16 6-38 1-72 15/16 _ 10 1Od 6 10dxt-112 1181 -1291 .1295. 8" S. RS F2 10 lid 6 10dxl-112 1400 .1600 1740 MS JL2BF-R — 18 1-9116 6-118 1-12 — _ 8 1Gd HDG 4 1ladxl-112 HD6 930 1065 1160 730�-' 31, R1, FF32 8 16d HDG 4 10dx1-12HDG 1105 1215 .1215: 73 JIM6 1-9116 4-13116 1-3/4 1 — 4 10d 4 1Gd 670 10M 1GM - 1115 J FS 1-9116 6-5/8 1-3/4 1 6 10d 4 10d 1110 127C 1375. 1115 � 5 RS.F2 2x8 �N' 1-9I16 5-1116 2 1 — 6 10d 6 10d 12B5 1475 1605. 865 31. R7, MUS28 $M:US26 t 1-aMG 7-1116 2 1 8 10d 8 10d 1710 19704:214D 1230 F32 SM26 1-9/16 5-118 2 1-3116 _ 6 tOd 4 10 lt2 ,750 840. 910 -. 755 6 16d 4 lGdxl-112 880. 1000 1OW— 755._. SUH28 — 16 1-MG 6-51B 2 1-3116 _ 8 10d 6 1 10dxl-/2 1Do0 -112011210 800 B 16d 6 10d x 1-1/t 1175 1335 14401 800 HlLS26 H026 16 1-W 5-7/16 3 2 — 14 16d 6 16d 2760 3140 3345 190 5 N11529 HM8 16 1-518 7-3116 3 2 — 22 lad 8 16d 417D 4345 -4345 2570 R5 F2 HD28 HUZB 14 1-9H6 5-1/4 2-12 1-1/8 hUn a 16d 4 10dxl-12 12M 199002M6101170 Max B 1230 1390 H0270 HU210 ' 14 1-9/16 7-3116 2-12 1-18 MA to 16d 4 10dxl-12 1510 1735no 14 6 2ISS 2430 1) Wit hadS have been Increase d 60%for wind orselank loads; no b Aherinvease shall beperm8led. . 2)16d shkers 0.148 d13 x 3-1/4' hmg may be used at 0.84 of the fable had where 16d mmmons me specified. This does not applyto at%MIS, MUS stand nail hangers. 3) For JU%1G15, and MIIS hangers Nails must be driven at 30°to 45' angle thmu8hthe Joist ort uss kilo the header to achieve Me table loads 4) NAILS: 10dx 1-12' naUsam 0.148' de. x 1-12' log, 106 na&s are 0.148' die x 3' long, l6d na lsare 0.162" da. x 3-12' long. New products or updated pmduct infamu ion are designated In blue font. CorrdslonRnLsh UStamfesa5teel MGoldCoat MHOG MTdpleZlnc A rfo 112 Continued on nail page Hangers Face Mount Hanger Charts M iTe W Shs StwdcNa .. '- 11eT. No. - Steel.. Gau9e Fastener 6chetlUlasO- -�DFBP:r- M¢wable lads Abs-)USP `_ ' M"Dlmenslonsrm)_Jntst Mud' W'X t D A " Nal .- Nail Roar.aoJoist 10015 115% 1259G UP<'Xr 1fi0% JUS24-2 WS24-2 18 3-18 3-7116 2 1 4 16d 2 16d 1 605 1 920 1 965 325 - SUH24-2 U24-2 16 3-1/8 3-18 2 1-18 _ 6 tad 2 10d 750 840 910 t 380 380 6 t6d 2 10d 880 10DO 10M (2)2x4 HD24-2 H124-2 14 3.1/8 3-12 2-1/2 1-18441 2 tOd 615 05 745 :385 HUS24.2 14 3-18 3-7M6 2 1 2 16tl 850 965. 1D40 495 HUS24-21F 14 3-18 3-7116 2 1 2 16d - 850 ..965 1D40) 495 ) 18 "3-18'. 5-7/4 -2.. Y `.'4 16d:: 1040 1185 1220 1355 --16-. 3.18 '3-18) 5.7116 2 17118 ..4 70d' 1250 Y405 7515. 755 755 '...4.., 10d" 1470. 1670 16m, . H024.2z HU24.2' ;"-14. 3-12 2-12 1-18 --, .'4. 16d,' 2 10d. 615 695' 745 385 "NUS26-2= - ' "HU326 2- i" + 14 - . 3-1/83-1/4 .2. - 1 ' j -'- 4 16d • 4- 76d 1085 Y235 13D0 1155 - (2) 2x6 . NU526-21F `i .HUSC26-2 .` 14 ;. 3.1/8 -57114 .2. 1. .4, •16d C 4 " IN 1085 ,1235 13D0 1 1165 HD26.2 --'_ - HU26-2 _: :.14� 3-78 imm 2-72 1-18 'Min - Ma 8 12 1fid ,:4' .6 ". 1Dd: - 1230 - 1850 1390 2085 1490 22351 780 177fr H026-2ff '• HUC26-2 .. 14 %.. 3-18. 5-1/4 2 T!2 - 148ri 8 .=-"4 16d, -6 7N 1230. 1850 1390 2085 1490 2Z35 .78D :1770 'Max 12 JUS26-2 WS26-2 18 3-18 5-1/4 2 1 4 16d 4 16d -1040 .1185 1220 1355 J➢S2B•2 I'M .2 18 3-1/8 7-18 2 1 6 16d 4 16d 1325: 1510 1645 1355- � SUH26-2 U26-2 16 3-1B 5-1116 2 1-18 _ 10 10d 4 1Dd 1250 1405 1615 755 755 10 1fid 4 10d ,1470 1670 18W SUH28-2 - 16 3-1/8 0.1/4 2 1-1/8 _ 12 10d 4 10d 1500 1685 1815 755 12 16d 4 10d 1765 19151 19151 755 HUS26-2 HU526-2 14 3-1/8 5-V4 2 1 4 16d 4 16d 10M 1235 13W 1155 HUS26-21F HUSC26.2 14 3-18 5-1/4 2 1 4 16d 4 16d 1085;.1235 1300 1155.. HUS28-2 HUS29-2 14 3-78 7-18 2 1 - 6 16d 6 16tl 1625 .1850 1N5 1.810" C42x8 HUS28.21F HUSC28-2 14 3-18 7-18 2 1 - 6 tfid 6 16d 1625 1850 .1995 1810- S. 65 HD26-2 HU26-2 14 3-18 5-1/4 2-12 1-18 n Max 8 12 16d 4 6 10d 1230 .1850 13m 2085 j 1490 22M 780 - 1170. F2 ND26-2ff HUC26-2 14 3-718 5-1/4 2-72 - Min 8 1� 4 1� 1230 1850 1390 2085 '14M 2235 M. 1170' 12 fi HD28-2 H112&2 14 3-78 7-18 2-12 1-18 MIn 10 14 1W 4 6 1� 1540 2155. '14 2430 1865 2670. 780 1170: H028-2ff HUC28-2 14 3-iB 7-18 2-7h - Min 10 16d 4 8 10d 1540 2155 1735 2430. 1855 26f0 '780 .1170-. Nlaz 14 - JUS2A-2 LUS28-2 - -' 18 '3"-1/8 ,7-1/0 '-.2 � 1 � 6 - 16d: � -4 16d-� .1325 .1510 1645 - 1155 ' ' N5210-2-: :L115210-21. .. 18 -3-18 .$1B 2-' 1 8. -.t6d 1:6 16d -,1645 2105 2290 19MM- " _.. SUH28.2 .•' = 16 •: - 3-18' .. .. 6-1/4 .: 2` 1-18 "..- �- 1Z } tOtl --4 -1Od.- ism 1685 1815 755 12 ' 16d ':4 .10d 1765 1975 1915 ' 755'' " iSUH210-2 �e! -- ..:.: U270.2 ; ' - -- �..: .. 16 - ;• 3.18 .. 8-9116 - - .. 2,- 1 1B -' 16 16 10d - ° 16d.`: ' 8 6 -tOd 10d 20W 23W 7245 2670 2420 2880.. 1135`. 1135.. HUS28-2 c HUS4a-2°-'r .141 . 3-18 7-1B' :�2' 1 - : 6 =16d : 6 16d 1625. "1850 1995 1910' ' ..HUS28-9F ;,F HlISG292^`.` `«14 ' 3-18 'Z-1B ::2:: 1. -:; .6 :16d r: 6:.� 16d'.. 1625. '1850 19M 1810 • -(2)2x10 iW8-2 _ HU28-2 14 • . -. ' 3-18 71B 212 -- 1 1B16d 1 -:Mrs' -Maz 10-, 14 � 4 6 ''- igd �. 1540 2155 1735 2430 1865 2610 i-.780;:. 1170' . . .._H028-21F �..-__ •,, NUG28-2, ... 14 "_. 8.7/8. ., 71/8 '� 2112 .,:: - .` `Non 10 .. 16d ;. ... '.,4 '" .. lOd: x.r= 1540 2155-'2430 1735 1865 2610 780 I'1170`: Maz 14 16 HI1S210.2, �' HUS210-2;.- 74 318 "9-18. .2' 1, ,..==, 9' `t6& 8 -,16d. 2170 2465 2fim, 2210": - �•�.}IUS210-21F -`rF: HUSC210.2z' :'14-.. .3-18 91B•::2•. 1 C :a ,a6d. :�E-'16d4: '2no.'z465z660 .z210- -_ 1D210-2 ;; HU2742 _� 14 - 3.-1/8 9 i :«_ 1-18 Mm". Max 14 20:. . ' . 1(4 ' . t - .6 AS - '.: . tOd_. r2155-2430.:2610 30m 3475:.3725 ' 1170'. A950 . ' -HD270-20'=- ' • ,t.„r .HUGZ10-2":- , ^--- 14 •3-18 9 2-112 • -. _ '. `� Ma. 14 81 . 1gd •:• ...i .6 1-10 ice. , ` 2155•2A30 3080: 3475 2610 3725 `1770 '1950. HD02164ff.ii 11 H0002102 �-: 14 '3-1/4 9" ; 3-% 11/2 . 12 �W53`...6 WS3.'. 5015: [s5m .5590 '.2975•,: 31, 81, F32 1) UpON loads have been Increased 60%for m&d a seisnk load; nofuMer Increase shs0 be permitted. 2116d sinkers (0.148 din x 3-1/4' long) maybe used at 0.84 ofthe table bad where16d commons are specMa This does not apply to JUS, HA MUS slard nail hangers. 3) Fro JUS and HUS hangers: Naga must be driven ata30° to 45anglethrough the joist orlruss hM the header to achleve the tabu loads. TA_ 4) WS3 Wood Sam are 1/4' x 3' long and are Included with HW hangers. ' 5) NAIIS:1 W nags am 0.148' dia. x 3' long. 16d are 0.16r dia, x 3-1/2" long. 's New products or updated adduct Information are designated In blue fntd. x Corrosion Fudsh INIStamless Steel ♦-Gold Coat E3HDG Triple Enc 114 Continued on next page Copyrlght02018 MITsk IndmIrles, Inc. 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USP,.; ` - Stock No. flat. No. Steal"-, Gauge D'®hrrsions (b) '.. ., Fastenef Schedulew DFM Allowable Leads (lhsj Code `Ret. - Read, .. Juis!';:.�': .. W H' .� D ,._ A Max 01Y Nag Hall' Flopr 1D096 Roof 1159G 125% UplHtr 1fi096 J u ` JM46 UIS46 18 3.5/8 5 1 2 1 4 16d 4 16d 11040 1185 12201 13H SUH46 I U46 16 3-9116 4.13n6 2 1-1/8 _ 10 10d 4 tOd 1250 f405 1515 755 755 10 1Gd 4 1 10d 1470 1673 1800 1 HU546 NUS46 14 3-5/8 5 2 1 4 16d 4 led 1085 1235 1300 .1155 4x6 HUS461F K=46 14 3-518 5 2 1 4 16d 4 16d 1085 1235 1300 1155 ' lim HU46 14 3-9M6 5-1116 2-12 1, n 8 t6d 4 10d 1730 1390 7ao :1170 R14901.. x 12 6 1850 20M 2235 HD461F FNf)46 14 3-9M6 5-1M6 2-72 - Min e 16tl 4 tOd 1238 /390 14901. 780 7170 ' Max 72 6 1850' 209.5 2236. _ JUS46.,'?_=:- UIS46'. .. 1B '3•518 -:5 -2 1 �' = '�.d'" '166 �.4' -' 16d': 1040 1185 1220. 1355, ' JIIS48'. JJ1S48 All 3-5/8 6-7i8 .:2' , • 1 - 6` ..16tl 4.. 16d. 1325 1510 16451 1355 .SUH46,:;. A1,15 '16 3-9M6 _. .. '4-131I6' - 2 1-7/8 _ ".. 10' 90dP: '4 C - MCI'- 1250 1405 1515 755 . Hb ' 7� '1- 4 = _ _. 70d - 1470 1570 1800... 755 - HIr ,".>- ` H." :;' 14.' :3516 5 - '.-2-. 1. -; 4 "16d' 4 J ,,..:16d r-. 1085. 1235 13DD 1155 . ' HUS4VL ` HMM 14' 3•SA1 .._5 -.. 2. .1-, ..-.'. 4-. -led.-` -41:. ':: led:' 100 1235 1300 7155 '. HLLS48::-i rN11S48 ... 143-5I8. 7 2_I 1 '(-..-' .6 .'-led_-: 6 :. 16d_. 1625 18M 1995 1810' 14," 13-5/8 7' -..2- 1 1. = 6 "16d 6 . -.: d6d'.. _ 1625 1850 1995 -1810 4xB..HU5481F.......I'HUSCAe'i `.' ' .... HU46' 14 3.9MB -:: 5.1M6 2.12� . . 7-1/8 BRu. 81 l6d' 4 .'.; 10d '. - 1230 L1390 14901 780 Mac 12 fi 1650 2085 2235. 1170 -F ND489: HWAG :- .-, 14 -' 3-9716 5-7M6 : - 2-Ili .' 16d . ' 7 � tOtl 1230 13M 14901 -7W .. 5, R5, Max 12 6t'. 1a50 '2095 2235 1170 - .HU48 14 3-9M6 645716 2-12 7-1/8.. AUn _`:Max 10 14 - 16h1 .4. . ."..: 10tl ; ", 1540 1735 1865 ,780 FZ 6 2155 2430 26101. 1170. .. HUC48-14 3-9M6 ra15M6 2-121 .-Mid.' 10. 7fid - 4 '`1540 10tl.Mai .,. 1735 1865 780' 14 6. 21M 2430 2610 .1170. UIS48 18 MAl 6-7/8 2 1 - 6 led 4 16d 1325 :1510 1645 1355WS410 18 MA 8-7/8 2 1 8 led 6 16tl 1845 2105 2290 1980 U410 16 3-9116 B-3/3 2 1-1/8 _ 16 10d 6 10d 2WD 2245 2420 11a5 16 led 6 10d 2350 26M 2B86} 1135 HUM 14 3-518 7 2 1 6 led 6 16d. 1625 1050 1995. .: 1810. HUS481F HUS048 14 3-5/8 7 2 1 6 led fi led 1625 18M 19M 18f0- HD48 HU48 14 3-9116 6-15116 2-12 1-1/B Mln 10 1� 4 1� 1540 1735 1865 780 Max 14 6 2155 2430 26710 1170 400 FiDd81F HUC48 14 3-9116 6.15M6 2-1/2- Mln 10 tfid 4 10tl 1540 1735 INS 780. Max 14 6 2155 2430 2610 ', 1170 HUS410 HUS410 14 1 3-5/8 1 8-718 2 1 8 led 8 led 2170 2465 2650 ' 2210 ' HUS4101F HUSC410 14 3-5/8 B-7/8 2 1 8 led 1 8 IN 2170 2465 266D 2210 HD410 HU410 74 3-9M6 8-13I16 2-12 1-1/8 Min 14 16d6 10d2155 :2430 2610' 3170.. Max 20 10 3080 .3075 3725' -1950 HD4101F HUfA10 14 3-9M6 8.13116 2-12 _ Min 14 led 6 10d 2155. 2430 1 Z61D '1170` Max 20 10 3080 .3475 3775 -:7950 HDO41 Off RUC0410 14 13-91161 9 1 3 1-12 12 WS3 6 W53 5015. 5590 5590. 2975�1 1131,Rl, F32 1) Uplift bads have been Increased 60%forwind arce5mic leads; no further Increase shall be pemd0ed. 2)16d sinlars (0.148 dia. x3-114° long) maybe used at 034 of the table bad where 16d commwmare sped0ed 7hfs does notappty to JUG, HUS, MW slant halt hangers 3) WS3 Wood Screws are 1/4• x 3' long and are Included with KM hangers. 4) NAM-10d nabs are 0.148" dia. x3' hV, led rwls are 0.162" dia. x 3-12' long. New products a updated product Information am designated in blue forth. Corrosion Flnish WStaintess Steel E3Gold Coat MHDG I•Triple Zinc 119 ) BZ L I mum m d5d Ob W W101 dSd 00 00 TI 0s dSd QL 0L 90 09 ' ii dsa oz oz 611 -MUMUN3 l••, ONE Ls 9n1S 'WWOxdO L-1�5 saJAO Abl"� (Z 1 a"rintio 'HJtoH6 6V JnO 03N00d 110 3Wn06 30 AVW OWOH3 WOLL09 'O-WL 033a13lON 9300 Jxs©x pmua3n aHHiL s�v sHOt s! ivne 631e iw) sWas a3sLm G.) LL33HLO40 OWOORD ado?d: LL & W9 6 DNWVdq NfIU1W 31U JUM Ly3 ON(•••) •N0163a' OMY33 I6a33NION3 Na 03L0:13ds W ONIOVds Nnund do 113f1 NL GSA 6 GM& A311YA tlAH 03)V3C �9a33NI0N3 NO MUMS 39Wa P SV a0 '00 •iS V 5Nnand Na12,�V10tll esneu A7 �O"a 030we 30 janyl lis AMA RIVU3Wd �LLOY1-in abaRi aoL ••0-OZL 033033 16H AVd iNaaW 9VOW M AMWA wNaM 0- L Wa a31V390 003M A3'1'IVA 74 aam OVAnYna3 'ON�OWO 'P'd�� C119OHaN00 a0 ro0 0 JY 8'Wl! 9' roI xJa as PO VWM YOB 30VYa9^J.sYrtlai A'Id W�L930 M730 4 ikWNfON7 NO QLA0M3db SMINn OO •bZ Xv S s0—,OZ XDW0—•9 O a0-19 Y�C ia �y a1�. XDW •�0—�4 ma0 p9% `AO Ina tca spa o< aHW •LvwN3cm3a ro •axm '0mmmu mC010H3 -imam HV1w — Otaq HdraLt 0(•L 305Y 991 HOj crow-90L slim Lot itACI'0) H08 PPl (W UM'CCOLLL ONUOddas AMM OL A31M H06 HWLW (.•) tombs a0 O3HON•e YR Y NOa3 aid" 30 AVW L•m•(.) 3a)1°9 to C� dA6 WL �9�At I n»a 3a ?JAI dds H0 ac# ds fwz a0 Wtu Nw0 we low!9 y L//1f Ads Li dAs YMS awe dqL Mom d0 30VHD WnwINIW c d HF 'C N DFL r U O HF 0 m SP DFL 5HF E o rDSFPL r CDablE�! F-:::ncci rim SOUTHERN TRUSS port Pie 2510 Nt PI COMPANIES 0-U (8a)442 Ji s VAMZ TRUSS SETAL NWFst UVE LM OEFIEMN OMIA ai L/E40. PRUVNE' UPLIFT CGNNTDM 15 FUR taB OONR OU BENUHO. �B PSFFFRpIU aFaU LMB . IAD pIgVM10UNm6REtUtUyPmP1Uq¢IBU WFAWiNU-018' PLTIA UErFAHAN0. ta- En wquy ru v + :r) FOR 1) 'L BRAG®I SPACE NMS AT I6' EN .-OHM ANa a oa eE�wF3N zi K SRhc Mav Br A LaNWM OF BOX OF N i TO CHART ABOVE FOR MAX GABLE VERRCN- N/ i= r— r i T r t r,�am bm*g h nal the mpmm@R of, tm dulpn�r Vlab 2tnlll nm Manlmun 294 BU PSF -0.0 .tZ !d ON13V lS 1oloOj uogoJnQ SL'L In 16d14 1°loa,4 uollolna 9Z'L in 1sd0g 1ol0oj uonwn0 WL In 1ed64 6ulpuo-1 unullx0yl 0 8V oma pwq i am un O WAM w omq ME= Iu oun aNP em4 to Ammadnl H6 im utt-A-L A/v 09 •X" 'Oro .0-,1,. 0 qOVd HI.00 HOV3 NI SIMN P9d1-* HUM OODAUld xaO 9x9 9x9 9x9 i+x9 0 'bx9'l x9'L tix9'4 £xg'L gxg gxg gxg gxti g 99£ x9'z *x97 tixz v ,Z9 ,g£ 'b£ 0£ 3dAL 01 do SNVdS 1NIOP 0 .f IV S VN Pa L H11M H0V1LV 'H30W3W M HS13111ON33d,S a„ J 0 bxz ,4l Ql At B3M sv '3aVa WVS 30WIS •0/0 J, LV S NN PO HIM HOVIlV '11303W 03M d0 Nl0N31 SW 83WO HO 'H39W3W ,OL Ol Al. 99 03M SV S31Q; dS '30VH0 3WVS 130VH0 .1. 0t ON13VUE ON .6,1. Ol ,0 aNime 03HHlb3a HION31 03M DWO ONIOV110 03M HllM xOVOAaald HOV.LLV * 'xvm 00 ARM 3W KIM H100 By 3 1 mlvI HIOW 301W M 135110 30 AYW (L !Sd 2-10 a0 ONMI '!Sd 0-10 at =9 1OOH Nglfilb VmQOM" OLO nmwNOVL Ad Iva AM Wow Im I 1100H NI 31fa UW OlOf= '0010 033010 OL•1 30SV JOH NVM .00'aNMI HM CMI :SNOalaHM OM ONMMA 3M tl01 310VOIIddV Sl'W130 Sall 'ONMVdS NnMd a3lHno3O HOl 11HH�OW3030NiL1YH3`Sy0=011M O18N3nU sSnSNnHM pddn"0Nd tl uNOHO Moll 9a 3LIL tlo me�wQa'7 CHOS tl XW ELLO dl WOW d0L MU 10 d01 OL SNIINfIIt NOV. "LLIDQOW OMO 1V03H10 10H sl Sands 3N0-lVHL OS 031130OWS 30 LSM MWdS MONO WOHOa aW d0L w" 0o It 1V SMO01L3A x0V01O01d 30Vds mwd auma Vol mmm arms OL HMO 1@ra�•ia® �5iagABf3t,A ' lac) p 1+°1N9 10 Z do fVz pimm III �°ll°9 +o Z/ da txz P1040 It!N30WM d0 30VH0 WMINIW 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 coverfull length of web +/- 6. THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS — REQUIRED AT'ir3•POINFS OR I -BRACE IS'SPECIPiED.• APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF IDd (3° X 0.131' NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE SIZE AND SPECIES (OR BEffER) AS THE WEB. • ' MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=.iz-on scna BRACE 2x4 MINIMUM WEB -SIZE - MINIMUM WEB GRADE OFtt3 NaOs� / Section DehaO ®� /Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nailing Pattern. L-Brace s¢e Nail S¢e - Nall Spacing 1x4or6 I 10d &"•o.C. 2x4, 6, or B 16d 8" o.C- Note: Nail along entire length of L-Brace. ' (On Two-PVs Nail to Both Plies): Sec➢on Deta➢ L-Sraw Web L-Brace must be same species grade (or better) as web member.- Note: L-Bracing to be used when continuous lateral bracing is Impractical. L-brace must cover g0..a of web langtij: L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing lNeb S¢e 1 2 2x3 or2X4 1X4 2x6 US 2x6 2x8 +» -- uintcT SUBSTITUTION NOT APUCABLE L-Brace Size forTwo-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 .2 2x3or2X4 2x4 .., 2x6 Zx8 "* 2z6 yrg «+ — DIRECT SUBSr1TVnON NOT APUCABLE T-BRACE / [-BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / ]-Brace must cover 9D'% of web length. Note: This detail NOT to be used to cdtivert T-Brace / I- Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size NailSae Nail Spacing 1x4 or 1x6 ttld 8' o.a 2x4 or 2x6 or 2x8 16d 8' o.c. 7 Note: Nail along entire length of•.T-Brace / I -Brace (On Two-Mys Nail to Both Plies) .: alternate position WEB r ` r Nabs / Section Detail T-Brace <� Web alternateepposilion Nabs Web I -Brace Nags SPACING T-BRACE Brace Size for One -Ply Truss Specfied Continuous Rows of Lateral Bracing Web Size ' 1 2 2x3-or 2x4 1x4 (I T-Brace 1x4 (71-Brace 2x6 US (7 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 1-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Braclrig Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x61-Brace 2x8 12xB T-Brace 9 a r-n�,.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 buss, l x4 or tx6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP loos lumber grades up to #2 withiX bracing material, use IND 45 for T-Bracell-Bras For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/I Brace Job Ns9 in, lype GMa6ne Mw66-GmnadineSpec Al Roof Special jurty IFly i 1 Job Reference o 'on SmMem T.M. K Rene. p .3<951 6A0 12 6 Sx6 _ 7 4x5 3x4 q 8 5 2x4 3x6 G 3x6 3x4 i'� Wq 910 34 NO n 2.4 It 2 7 ddr 1 5S = 16 15 14 13 19 is 3) = 3x4 = 4x6 3x4 = 3x5 = 5xri = 2x4 II Dead Load Dell. = 5116 P2X STP= 2x4 11 11 g 12 1q 3x5= �Y 7-0.5 13-1-0 20-0-0 23-13 30.1/-15 W2 7-0.5 l 6b71 i 6-17-0 i 3-tA� 7-10.7 � 9-0-2 i Plate Offsets (X.Y)- (2:Od-12 Ed9e1. 15:0-2-40.2-01 (6:0.2-8 0.14n r7:0S-4 0-2-8I,111:04-12 Edgel (17:0-512 0-341 120:0.2-0 0.1-01, 1220.23 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qco) Well Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.22 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 SC 0.87 Vert(CT) -0.5216.17 >929 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.89 HOrz(CT) 0.19 11 Na We BCDL 10.0 Code FSC20177rP12014 Maba-MS Weight 246 to FT = 20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP NO2 -Except' 02: 2x4 SP No.3, B4: 2x4 SP M 31 WEBS 2x4 SP No.3 •Except- W2: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-6-0 (min. 0-2-5), 11=0-8-0 (min. 0.1-10) Max Hom2-243(LC 8) r Max Up1iV= 549(.0 6), N=518(LC 9) Max Grav2=1945(LC 1), 11=1946(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-6 oc bracing. WEBS 1 Row at midpt 5-16, 7-16 FORCES. Qb) -Max CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3=34231883, 34--35141931, 4-5=34981957, 5E=24691683, 6-7=21071675, 7-8=23941663, 6.9=30091800, 9-10= 31531779, 10-11=34191839 BOT CHORD 2-19 =8872975, 6-17=1701764,16-17=-81113091,15-16=33212064, 14-15�45412554, 13-14=454Y1554,11.13=61212982 WEBS 3-19�516250, 17-19-87012952, 5.16=12181531, 6-16=1741738, 7-16=142279, 7-15=2091606, 8-15=7171366, &13=1251553,10.13=363260 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10: VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf, BCDL=5.Opsf; h=16ft Cat It Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) An plates are MT20 plates unless otherwise indicated. 5) This buss has been designed for a 10.0 psf bottom chord live load nonconc urent with any other five loads. 6) Provide mechanical connection (ry others) of buss to bearing plate capable of vrithstanding 100 lb uplift atjoint(s) except 014b) 2-549, 11=518. LOAD CASE(S) Standard \\\\11I l l ll///,/ ENg'F���i i1 PE 76051 ` M STA 7 ORI i��i�//Sq/oNA' EN&N Job Naa I Nag I ype ery Grenadine Mw664w spec Ara Root special Ithy 1 1 Job Refarerim (optional) NOP2X 2x4 11 2 i _ 7 3x5 = 19 5,6 = 6.00 12 ID:gk72aeNo wygRu3 2zs6 258 I z-6-0 1 -e 5.5 = 6 SX5= 5.5= � 7 2x4 II Dead toad Des. - 5116 in r d P2X STP= 2x4 II 11 12 Iq 3x5 = �q LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2k0 Plate Grip DOL 125 Lumber DOL 125 Rep Stress Ina YES Code FBC2017/iP12014 CSI. TC 0.96 BC 0.91 WB 0.67 Maba-MS OEFL in Doc) Wall in L/d�PLATES Vert(LL) 0.2416-17 >999 240 Vert(CT) -0.5616-17 >862 180 Horz(CT) 0.21 11 n/a Na GRIP MT20 244/190 Weight2451b FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 •Except• TOP CHORD Structural wood sheathing directly applied. T5: 2x4 SP M 31 BOT CHORD Rigid gel ing directly applied or 6-1-5 oc bracing. BOT CHORD 2x4 SP No.2 •Except• WEBS 1 Raw at midpl 5-16, 7-16, 9-15 Bra 2x4 SP No.3 WEBS 2x4 SP No.3 •Except• W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0.2-5), 11=0-841 (min. 0-2.5) Max Hoa2=245(LC 8) Max Up11112=4548(1-C 8), 11=548(LC 9) Max Grav2=1945(LC 1), 11=1945(LC 1) FORCES. 01b) -Max Comp./Max. Ten. -Ali forces 250 0b) cr less except when shown. TOP CHORD 2-3=34231882, 3-4= 3514/930, 45=3498/956, 5-6=24421675, 6-7=23151711, 7-8>22541704,8-9=2634f7l4,9-10=-3207/884,10-11=.3409f866 BOT CHORD 2-19=-Ua/2975, &17=17WS6,16-17=81213090, 15-16=426/2341, 14-15=640/2961, 13-14=-M/2961, 11-13=640/2961 WEBS 3-19=517C250, 17-19=87U2956, 5.16=1256/543, 6.16=44711675, 7-16=-8551380, 7-15=348/153, 8-15=1717754, 9-15=-823/399, 9.13=01327 NOTES. I) Unbalanced roof live loads have been considered for this design. 2) W nd: ASCE 7.10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=S.Ops,,, BCDL=S.Opsf, h=16fk Cal. 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) Provide mechanical connection Dry others) of buss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except 0t=tb) 2=548, 11=548. LOAD CASE(S) Standard Job Tri— Inuss Type Y Guer,adine MWW enadine Spec A3 Ropf3pedal 1 1 Job Reference o ional SONrem TNst, F�PI¢1C¢, FL, 349S1 R1e[e2sos Or1212o16 PMYa23os OG212ola MRtl[IMYseles, elG Tee NOV 61r62a."nna e� ID:gk72aeHo wygRu35gO0rgTyMFnX-2MOkgQd�nrjzNhullEOmH4pZhPALYZ 2-0-0i I 3U811{ 33-011 1 1-0, r2-0-0I 6-0Id22 Dead Load Deb. - 51161n 6,00 12 3X5 = 516 = 2X4 11 3,8 7-0-5 13-i11-0 20-0-0 27-1-0fi 33-0-10 40-0-0 7A5 I 6-0-7-1- Plate Offsets MY)- r2:04-12,Edge1 15:0-24.0-2-01 f8'0-2-8 0-241 19:0-2-803-41 r10:0-0-12 Edgel rl6:OS12 0-3d1 119:0-2-30.1-0] 121:0-2-3 0-1-01 LOADING(psi) SPACING- 2-041 CSI. OEFL in poc) Ilde6 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 025 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.90 Vert(CT) -0.56 1516 >852 180 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(CT) 022 10 Na Na BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weighb2401b FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SPNo.2 *Except* B2 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2X4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=0-" (min. 0-2-5) Max Horz2=245(LC 8) Max Uprift2=-M(LC 8), 10=548(LC 0) Max GMV2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural %ood sheathing directly applied. BOT CHORD Rigid ceTng directly applied or 6-1-5 oc bracing. WEBS 1 Raw at midpt 5-15, 7-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 243—U231882, 3-0=35131931, 4.5=34971957, 5-6=2444/673, 6-7=23641708, 7-8=24=735, 8-9=28061758, 9-10--3440/893 BOT CHORD 2-18=888)2975, 516=1721752,15-16=81313089, 14.15=-488MO9, 13.14=48812609, 12-13=-66912992,10-12=-65712995 WEBS 3.18=5161251, 16-18=872t2952, 5-15=12521547, 6-15=415H662, 7-15=9361415, 7-13=488/205, 8-13=2021910, 9-13=6731335,.9-12=0/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=l8omph (3-second gust) Vasd=124mph; TCDL=5.Opsf.BCDL=S.Opsf; h=16ft CaL II; Exp C; EneL, GCpi 0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prewritwater ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 par bottom chord live bad nonconcurrent with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (]t-lb) 2=548, 10=548. LOAD CASE(S) Standard L\GENg'.`��ii R i 1 PE 6051 \ i t 1 STAT 1 i�A- •�<ORIIaP��4 � s/ONA �,S" G\\\' o rues russ ype Grena3me MAL68-Ce 26G pee A4 Rool Spedal 1 1 Job Reference Lopbonal auvnem i cuss, rx r�mm, r�..ww, 13« Dead Load Dell. =5116 in 6.00 12 6 5,6 = Sx5 = 425 4 7 5 336 G 3x4 1 3x44 VJ4 1.5 V46 e 34 NOP2X SfP= 0 2x4 II NOP2X STP= 10 11 Ia 2x4 II 2 15 1 5x8 = 15 ib 13 12 18 17 3,8 = 4x6 = 3x8 = 2x4 II 3x _ 3x5 = 5x5 = 2x4 II LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017RP12014 CSI. TC 0.94 BC 0.87 WB 0.66 Matrix -MS DEFL in Qac) Udell Lld Vert(U.) 0.2415-16 >999 240 VehC;T) -0.54 13-15 >893 180 Hom(CT) 0.20 10 Na n/a PLATES GRIP MT20 2441190 Weight 236 lb FT = 20 LUMBER. BRACING - TOP CHORD 2A SP No.2'ExcepN TOP CHORD Structural wood sheathing directly applied. T3: 2x4 SP M 31 BOT CHORD Rigid caging directly applied or 6-1-5 00 bracing. BOT CHORD 2x4 SP No2'Except' WEBS 1 Row at midpt 5-15, 7-15 B2: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 2x4 SP No.3 -Except* W3: 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=0-e-0 (min. 0.2.5) - Max Hoa2=245(LC 8) Max Uplig2=548(LC 8), 10=548(LC 9) Max Gmv2=1945(LC 1), 10=1945(LC 1) FORCES. (Ib) - Max. Ccmp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-0=-3423/882, 34=3510/931, 45=-3493/957, 5-0=2451/671, 6-7=2426/698, 7-6=26161764. 6-9=29851795, 9.10=3464/812 BOT CHORD 2-18=a88/2975, 5-16=1767743,15-16=B13/3083, 14-15--55872914,13-14=558/2914, 12-13=.690/3048,10-12-�9D/3048 WEBS 3-18=5147251, 16-18=675/2942, 5-15=1235/547. 6-15=-392/1610, 7-15=10B57475, 7-13=7141263, 8-13=227/1053, 9.13=-5311280 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf BCDL=5.Opsf, h=160; Cat. II; Fxp C; End.. GCpi=0.18; M WFRS (erwelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord five load nonooncurrerd with any other We loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 OD lb uplift at joint(s) except Qt4b) 2=548, 10=548. LOAD CASE(S) Standard M g MSS raw ype y OrenaNna MWe6GranadineSpac AS Root 6petlal 1 1 Job ftelerence o onal owmeni inns, rune m, ram, �, Sx5 = 6.00 F12 6 3x4 454 7 Us = 5,5= 5 8 3x6 4 3x4 G VA rAU 34 NOP2X STP= m 2x4 II 2 7 7 5xe = 16 15 14 19 18 3a8 = 416 = 44 34 = Us = 2.411 Deed Load Der. =318In 2x4 10 NOP2X STP-- 2x4 II �} b 11 12 Y d 13 3x4= 3X5= 7.OS 131-0 20-0-0 2859 33-9-13 40-0-0 I I z��.n I rLu I 5d5 I 6f3 Plate ORsets (X Y)— Iz0-4-12 EEae1 15:0-2-a B-2-0] li:0-1-12 (-.lA 19:0-z-s 0-2-01 [1 ra4-1z Edge] 117:0s1z 0-3-41 fl9:9-2-0 0-2-81 I20:0-2a,0-1-01 122:0.2 3 D-1-01 LOADING(Psry SPACING- 2-0-0 CSL DEFL in Ooc) War Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 125 TC 1.00 Vert(l) 0.26 16-17 >999 240 LIT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.6114-16 >795 180 BCLL 0.0 Rep Stress [nor YES WB 0.69 H=(CT) 0.22 11 Na We BCDL 10.0 Code FBC2017JTP12014 Matdx4vlS Weight2401b FT=20% LUMBER - TOP CHORD 2x4 SP NO2 BOT CHORD 2x4 SP No.2 `Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0.2.5), 11=D41-0 (min. O.2-5) Max Hoa2=245(LC 8) Max UpliR2=548(LC 8). 11=548(LC 9) Max Grav2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1.4-12 oc bracing. WEBS 1Row at midpt 5.16,7-16 FORCES. Ob) -Max. CompJMax. Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3=34231882, 3d=35121931, 45=34961958, 5-6=24491671, 6.7=2425UD4, 7-8=366611006,8-9=32371878,9-10=-33491928, 10-11=-35091934 BOT CHORD 2-19=88812975, 5-17=175f746, 16-17= 81413087, 15-16=54912861, 14-15=549r2661, 13-14=536/2743, 11-13=720I3D80 WEBS 3-19=5151251,17-19=8752948, 5.16=12441549, 6-16=409H653, 7-16=10781480, 7-14=28411026, 8-14=16681470, 9-14--22511009, 9-13=1391371, 10-13--2741205 NOTES- 1) Unbalanced roof Five loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1f=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst BCDL=5.OpsF, h=16fk CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventvrater ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (it --lb) 2=548, 11=548. LOAD CASE(S) Standard GEN&F�`1�L PE'Duo' Imo_ -O ; STAT i \ /oNI i I1NG\\\\\ JOD Truss inun lype y Mw'6VGrenaiiln ps c A6 Roof Spedal 1 1 Job Refemnce o 'onal SouNem Truss, Ft Pierce. FL. 34a51 5x5 = Dead Load Deft. =5116 in 6.00 72 3x4 1 4x5 G 7 5 5x5 = Sx5 = ' Us 4 8 3x4G W4 ISW5 34 0 NOP2x STP= 2x4 II NOP2X STP= 10 µ 2Y4 II 2 t 16 5oB = 15 14 13 12 11 q d 1' 18 17 3,2 = 416 = 3x4 — 3, _ 3x5 = 6x6 = 2x4 II 3x4 = 7-0-5 13-1-0 20410 26-7-tt 331A 40-0-0 Ins 6At1 1 8-11-0 1 6-7-tt 1 6bt3 i 6-1d41 Plate Offsets (X YI- 12:04-12 Edae1 19:0-2-8 0-24) f10:0-4-12,Edce1 f120-1 12.GA-81 116:OS12 63A1 [19.0.23 0-1-0] 121:0-2-30-1.01 LOADING(psf) SPACING- 240-0 CSL DEFL. in poc) Well Led PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.80 Vert(LL) 0,24 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.92 Vert(CT) -0.56 15-16 >851 180 BCLL 0.0 Rep Stress Ina YES WB 0.67 Hoa(CT) 0.22 10 nla nla BCDL 10.0 Code FBC20177rP12014 MatPoclaS Waight 233 lb FT=20-A LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2,T5: 2x4 SP M 31 SOT CHORD 2x4 SP No2'Except' B2: 2x4 SP No.3 WEBS 2x4 SP No.3 -Except' W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (sae) 2=04.0 (min. 0-2-5), 10=03-0 (min. 0-25) Max Hoa2=245(LC 8) Max Upfdt2=548(LC 8), 10=548(LC 9) Max Grav27-1945(LC 1). 10=1945(LC 1) BRACING - TOP CHORD Structured wood sheathing directly applied or 2.2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS 1Row at midpt 5-115,7-15 FORCES. Qb) -Max CompJMac Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2J=-3423/882, 34--3515/932, 4.5=3499/958, 56=2444f673, &7=24091711, 73=3355/880. 8.9=29891844, 9-10=33951865 BOT CHORD 2-18=887/2975, 5-16=171f752, 1516= 81313088,14-15=52112755, 13-14=-52112755, 12-13=-80313703,1()-12---62212942 WEBS 3-18=5171251, 1&18=875/2M7, 5-15=1252/547, 6-15=424/1680, 7-15=10401455, 7-13=207/830, 8-13=1030/401, 8-12--12191323, 9-12--205/1144 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult=l6omph (3secend gush Vasd=124mph; TCDL=S.Opsf, BCDL=S.Opst, h=161; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) AO plates are Mr20 plates unless othenvise Indicated 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcunent Win any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 b uplift atjoint(s) except W4b) 2=548, 10=548. LOAD CASE(S) Standard ow fl PE 5"51 b L STAT / Job Nss Imss Iype Fly Grena"e mw-s&cena4vinSPee A7 RaNSpetisl 7 1 Job Reference(optionall >ouviem rr�as, r� ne�m, r�..wm• NOP2x STP= 2x4 11 2 1 19 ME 19 2x4 II 18 17 4x8 = 6x6 = 5x5 = 5x5 = 5 6 16 2x4 II 13 4x8 MT20HS= 315 = 3x5 = Dead Loyd Dell. - 5/16 in tI R- LOADING(psf) TCLL 20.0 TCOL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 125 Lumber DOL 1.26 Rep Stress Incr YES Code FBC2017rTP@014 CSI. TC 0.75 BC 0.85 WB 0.94 Matrix -MS DEFL in poc) Udefl Ud Vert(LL) 024 14 >999 240 Vert(CT) -0.54 14-15 >885 180 Horz(CT) 0.17 10 Na n/a PLATES GRIP MT20 2441190 MT20HS 1871143 Weight 248 to FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pins. BOT CHORD 2x4 SP No2'Except* BOT CHORD Rigid ceiling directly applied or 6-2-2 no bracing. 83,84: 2x4 SP M 31 WEBS 1 Row at midpt 6-15. 8-14 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (size) 2=G-8-0 (min. 0-2-5), 10=0-" (min. 0-1-10) Max Horz2=237(LC 8) Max Uplift2-542(LC 8), 10= 542(LC 9) Max Gmv2=1943(LC 1), 10=1943(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2J=3427/875, 34=28391760, 4.5=2499/685, 5-6=2169/676, 6-7=3296/964, 7-8=33191837, 8.9--0312/1120, 9-10--3449/896 BOT CHORD 2-19---8752981, 18-19=-8762978,17-18=8762978,14-15=37412159,13-14=97714379, 12-13=977/4379,10-12-- 67613016 WEBS 5-16=2181799, 3-19=0250, 3-17=-6121301, 4-15=-480294, 15-17=-0282477, 6.15=158259, 6-14=502/1348, 7-14=.4551333, 8-14=15591496, 8-12=1157/346, 9.12-394H823 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vu0=160mph (3-secendgust) Vasd=124mph; TCDL=S.OpsF, BCDL=S.Opsf; h=16$ Cat II; Exp C; End., GCpi=0.18; MV,FRS (envelope); Lumber DOL=I.60 plate grip DOL=1.60 3) Provide adequate drainage N preventwater pending. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live toad noncencurrent with arty other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except pt--Ib) 2-542, 10=542. LOAD CASE(S) Standard Job Iruss jolw We Gren e Mw66G2naSne-Spee AB Roof Speeal Guder 1 1 ,lob Reference a onai 5ouVxvn Truss, FL r ro%FL. 34951 6A0 12 3x4 4 5 ' ax6 G 2x4 jjj 3 4 NOP2x STP= 2x4 II 2 1 22 21 4x6 = Us = 3x4 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 125 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code FBC2017nPI2014 LUMBER - TOP CHORD 2x4 SP No2'Excepr T4: 2x4 SP M 31 BOT CHORD 2z4 SP M 31 -Excepr 83: 2x4 SP No.3, B2: 2x4 SP No-2 WEBS 2x4 SP No.3'Excepr Wl0,M2:2x4 SP No.2 OTHERS 2x4 SP No.3 5x7 = 2x4 II 5x5 = 6 7 a � 618 = 20 19 4x10 = 2x4 II 40 a 6x10 MT20HS= 5,6 10 17 16 US = Us MT20HS= 15 14 4x12 = 2x4 II 3,7 = Dead Load Dell.= 7116 in 2x4 II 12 � 13 CSI. DEFL in Qoc) Udell Ud PLATES GRIP TC 0.90 Vert(LL) 0.3216-17 >999 240 MT20 244/190 BC 0.83 Vert(CT) -0.7315-17 >661 180 MT20HS 1871143 WB 0.83 Horz(CT) 0.18 12 nla n/a Matdx-MS Weight2501b FT=20% BRACING - TOP CHORD Structural wood sheathing direly applied or 1-6-9 cc purfms. BOT CHORD Rigid ceiling direly applied or 7-2-6 oc bracing. WEBS 1 Row at midpt 6.20, 6.20 REACTIONS. (size) 2=0-0-0 (min. 0-1-10), 12-0-8-0 (min. 0-2-0) Max Horz2-218(LC 8) Max Uplifl2-540(LC 8), 12- 696Q.0 9) Max Gmv2-1983(LC 1), 12=2417(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -Ag forces 250 (lb) a less except when shown. TOP CHORD 2.3�3526/897, 3-0=-3253/824, 45=3101/845, 5L=24741663, 6-7=256816B6, 7-8=2570/686, 8-9--36601930, 9.10=7367/1919, 10-11=-027611605,11-12�4525/1234 BOT CHORD 2-22=887/3082, 21-22--665/2641, 20-21=-W5/2641, 17-18=427/2547,16-17=-94514170, 1Si6--945/4170, 14-15=1018/4033, 12-14=100613993 WEBS 3.22 =358/259, 5-22=111/542, 5-20=725/376, 6-18=2011924,18-20=-402r2187, B-18=183/330, 8-17=386/1271, 9.17=1378/600, 9-15=833/3192, 10-15=-3342/906, 11-15=663/2652, 11-14=130/413 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-seomd gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.OpsQ h=16ft Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) AO plates are MT20 plates unless otherwiseindicated. - 5) This truss has been designed for a 10.0 psf bottom cord live load nonconcument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 2=540, 12=696. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 lb dawn and 164 Ib up at 37-1.8 orb `11 top chord, and 421 lb down and 162 lb up at 37-0-12 on bottom chord. The designiselection of such connecbon responsibility of others. device(s) is the \\,,1�/// ``�y"`���� 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \� \ Q S \ ; �CEN LOAD CASE(S) Standard \ 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25Uniform Loads (pff) / PE 76051 Vert 1-8=-70, 6-8=70, 8.10=70, 10-11=70, 11-13=70, 19-27=20, 18-30=20 OC/ Continued on page 2 0 STATe105' i�////SS 0NAi,�NG\\���\ JOb Imm Iruss lype y Grenadvre MW6&G.&..Sw AB Red Sp..I Greer 1 1 .bC Reference (optloneg Sauvrem Truss, FL Pierce, FL, X651 LOAD CASE(S) Standard Concentrated Loads ([by - Vert 11=89@)14=-421(B) Run 8230s Ott212018 P8nt Use. O,Y21201811nek Idusbnm Inc TueN 6W2X522016 Paget ID:gk72aeHo MygRu35gO0rgTyMFnX-xYcGZBTego0B1K5cyp5d28B=Ng01K471keY6KyLzaj JOB Truss iruss jype y GRfieGlle rawG6Gmnxa�n>spec ns Hip 1 Job Referenceo "onal Sa0vnn Truss. FL M.. FL, 34951 1 2V 5x8 = 6.00 12 2x4 II 5x5 = 315 = 2x4 11 4xs = 5's = 2x6 II 7710.7 I I gL00 28 I 374-0 10-7 7-01 7-1-8 8-10 Dead Load Deb =1/4 in Plate Offsets KY)-- WD-6-0 0-2-BI f7:0-2-8 B-241 ts:0-0-0 0.0-tal t11:0J-0 0-2-01 112:D3-0 0-041 113:0-1-8 0-241 116:0-2.3.0-1-01 -- LOADING(psf) SPACING- 2.)-0 CSI. DEFL in (Ioc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.89 Vert(LL) -0.16 10-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Verl(C T) -0,42 12-13 >999 160 BCLL 0.0 Rep Stress Ina YES WB 0.74 H.-((CT))0.15 9 n1a We BCDL 10.0 Code FBC20171TP12014 Matra -MS Weight2111b FT=21rA LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. SOT CHORD 2x4 SP No.2 *Except* V EBS 1 Row at midpt 4-13 B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 - WEDGE Right 2x4 SP No.3 REACTIONS (size) S=Mechanicel, 2=0-8-0 (min. 0-2-2) Max Horz2-227(LC 8) Max UprdG--387(LC 9), 2-484(LC 8) Max Grav9=1 661 (LC 1), 2=1814(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-31021722, 34=2895f740, 4.5=2347/569, 5-6-23731573, 6-7=2372/570, 7-8=28111681, 8-9=-30551704 BOT CHORD 2-15=73512683, 14-15=73512683, 13-14=7352683, 6-11=-4811285, 10-11=360/2164, 9.10=54212644 WEBS 4-15=01309, 4-13=799/402, 5-13=441359, 5.11=214/608, 11-13=42211941, 7-11=2791740, 7-1 0=1 96/519, 8-10=-3861304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=S.Opsf; h=16ft; Cat 11; Exp C; End., GCpl=0.18; MVJFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) A0 plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other five loads. 6) Refer to girder(s) for truss to buss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 tu uplift atjoint(s) except at --lb) 9=387, 2=484. LOAD CASE(S)Standard GENg'F���1 iy PE 76051 -O t STAT 7 GO ORI SSNA `1E�G \\�\ job Truss imss lype Y Grenadine MW68GrenacineSi= A10 Hip 1 1 Job Referenm o 'ono .. FD 172aeHo vrygRu35g00rgTyMFnX-bcj0 tUOMPTvGeF'73ELi57ZHIG'_BJKDFDHS27fAC -2-0-0 6-115 1 13-1-0 I 194)-0 I 23-8-0 I 28-tfI H ; 2-5 I 40-0-0 42_-0-0 2-PO 8-115 8-1-11 5-11-0 48-0 533 533 6911 2-0-0� Dead Load Deft. = 5116 in 6A0 12 NOP2X STP= 2x4 11 2 1 18 yG= Us= SO _ 5 5,5 = 6 10a4 II y -, 11 cy 13 4x6 = 12 3x4 = 9115 I A�14 r I 3V I I yi-0? Plate Offsets (X Y)- f2:0412 Ednel 13'0-2-8 0301 [5:0-5-40-2-0] I6:0-2-80.2-01 f10:04.12 Edge) f16:0-512 0-3-4] f19:0-2-3 0-1-01 f21:0-2-30-1-01 LOADING(psf) SPACING- 24)-0 CSI.LVH, EFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69rt(a) 0.23 15.16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.97d(CT) -0.5215-16 >917 180 BCLL 0.0 Rep Stress Ina YES WB 0.79 01) 0,21 10 nfa n/a BCDL 10.0 Code FBC2017/iP12014 Matrix -MS Weight 244 to FT = 20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No-2 *Except' B2: 2x4 SP No.3 c WEBS 2x4 SP No.3'Except' Wd: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (sae) 2=0-6-0 (min. 0-2.5), 10=0-8.0 (min. 0.2-5) Max Horz2-236(LC 8) Max Uprdl2=541(LC 8), 10=513(LC 9) Max Gmv2-1045(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 235 oc purrins. BOT CHORD Rigid ceiling directly applied or 2-2-0 co bracing. WEBS 1 Row at midst 4.15, 5-14 FORCES. Qb) - Max CompJMax. Ten. - Ali torus 250 (Ib) or less except when shown. TOP CHORD 2-3=3436/870, 34=-35121931, 45=2534/688, 5-6=21201606, 6-7=2449/643, 7-8=31121793, 8-9 =3194177Z 9-10=34577844 BOT CHORD 2-18=37112990, 4-16=1 70f746.15-16=77513075, 14-15--39412186. 13.14=441/2582, 12-13=441I2582, 10.12-626/3025 WEBS 3-18=-S0(/245,16-18=-8682972, 4-15=1178/501, 5-15=268/853, 5-14=292/146, 6-14=1917733, 7-14=682/359, 7-12=111/526, 912�21W254 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=5.OpsF BCDL=5.Opsf; h=16% Cat II; Exp C; End., GCpt=0.18; MWFRS (envelope); LumberDOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconeumant with any other rive loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 2-541, 10=513. LOAD CASE(S) Standard f PE 76051/I STATE OF " f \, 0.,ofI-QP2 A7 7 �j ,-- R)D ' ////Ss /1NI I I I0�G \\\\ ion Truss I loss I ype Gienaaire Mw68Greoad sp- All NIP IUW IMY 1 1 Job Reference o ' ... , rues, 11 nurw, ". —, Deed Load Deft. = 5116 in 6.00 F12 NOP2x STP= 2A It 2 1 5x5 = 3x4 = . 6 Sx5 = 7 102X4 It - 11 18 3,5 = 5x5 = � 5a = 17 2x4 II 13 4x6 = Us = 6-942 13-t-0 17-0-0 2580 32ai12 40-0-0 I I z„s F nnn I R,n_1p li_5.4 Plate Offsets (X Y)- f2:04-12Edaet (3.0-2.8 0-34i (s:0-2-8 0-2-4t n:0.2-8 0-24t (ll):! -12 Edaet 16:0.5-1z 0.3-4i (18.0-2-00-2-8t N9:0-23 0-1-Ot f2Y0-2-3 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Doc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.97 Vert(LL) 022 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.5314-15 >900 180 BCLL 0.0 Rep Sbess]nor YES WB 0.93 Horz(CT) 021 10 n1a n1a BCDL 10.0 Code FBC2017fIP2014 Matrbr_Ivis Weight 240 lb FT = 20 LUMBER - TOP CHORD 20 SP NO2 BOT CHORD 20 SP No2 'Except' B2 2z4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP Nm2 OTHERS 2x4 SP No.3 REACTIONS. (sum) 2=0-8.0 (min. 0-2-5), 10=03-0 (min. 0-2.5) Max Horz2=218(LC 8) Max UpiiR2- 525(LC 8). 10=495(LC 9) Max Gmv2--lM(LC 1), 10=1945(LC 1) BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-4-9 oc bracing. WEBS 1 Row at midpt 6-15, 6-14 FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 23=34391837, 34=34991881, 4.5=27W20, 5-6i=2440/881, 6-7=2309/603, 7-8=2688/604, 8­9-3200072,.9.10=-3415J769 BOT CHORD 2-18=82412993, 4-16=189[706, 15-16=700/3046, 14-15=402/2465, 13-14=5432969, 12-13=54312969, 10-125432969 WEBS 3-18�499239,16-18=8372953, 4-15=990/431, 5-15=210/958, 6-14-445224, 7-14--1451787, 8-14=7701387, 8-12-0290 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (_•second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=161t; Cat II; Exp C; End., GCpi=0.18; M WFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurlent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except (Il=1b) 2=525, 10=495. LOAD CASE(S) Standard PE 76051 ST `1A I `EANG��\\\ Job Iniss Imes 1we GreneMm MVJ6sCuene Me-sPee Al2 HP 1 7 Job Reference o 'onal �w.."• .�...F, _��� ID:9k72aeH_wygRu35gOOrgTyMFnX-pJmPZMul;;a2OBe1NID_Mte_teh6lseMcmFSyizaf 2-0-0 fi-912 13.1-0 1��r1 21.4-0 27-6-0 33-&5 4P60 42-60 F2-0-0 I NIB I 634 I7-15Q-0 8-4-0 I 640 1 641d 1 6311 1241-0' 3X5 = 6.00 72 Sx7 = 2x4 II 5x7 = 4x5 i 5 6 7 4 19 5x5 = 6-9-12 13-1-0 15-0-0 211 271 33AS 40-0-0 Dead Load Dell. = 5116 in STP= 2x4 11 10 11 P"Im 13 R Plate Offsets MY),- 12:0412,Edge1 (3:D-2-8A-341.15:0-6-40.2-8), 17:05-4.072-81 f10:0412 Edgel r17:0-5-12.Edge1 (19:0-2.0 0-2-81 r20:0.2-3 0-1-0] 122:0-2-30-1-0] LOADING(psf) SPACING- 24)-0 CSL DEFL in Qoc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.72 Vert(LL) .0.21 15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.85 Vert(CI) -0.50 16-16 >955 180 BCLL 0.0 Rep Stress Ina YES WD 0.66 Horz(CT) 0.21 10 n/a nfa BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 242 lb FT=200A LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2'Except• B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-D (min. 0-2-5), 10=0-8-0 (min. 0-2-5) Max Horz2-200(LC 8) Max Uplift2--506(LC 8), 10�474(LC 9) Max Gmv2-1945(LC 1). 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 Do puffins, BOT CHORD Rigid ceiling directly applied or 6.7-3 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 pb) or less except when shown. TOP CHORD 2-3=344Of/97, 34=-3490/821, 45=3055f766, 56=2910/723, 6-7=29101723, 7-8=28431622, 8.9=28611595, 9-10=34697742 BOT CHORD 2-19=771/2995, 4-17=187/662,16-17=-039/3027,15-16=54912715, 14-15=385/2475, 13-14=-38512475,12-13--53213029. 10-12-532/3029 WEBS 3-19-496f227, 17-16=78112932, 4-1fi=852/377, 5.16=3031916, 575=223/432, 6-15=509/294, 7-15=276/725, 7-13=67/480, 9-13=-636/323 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult-160mph (3-seeond gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opsf, h=16fk Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 100 b uplift at joints) except rib) 2=506, 10=474. LOAD CASE(S) Standard job truss fruss type Y G naduie MWCieCx rudne-S a A13 Root Spetlel 1 1 Job Reference Lagonall I5:gk72eeHo vrygRu35gO0rgTyMFnX-HWP9a0fHfICrU75zeldd2olCvg70N20bgk90UnX z-0 D 6 9 1 13d0 1s 90 zo-7-1z zaloa �7_ea 33 7� ao 0 6 W Fz41ol se -a 1 o-z-ts l zao l a10-12 l sad -t'1�1 64-1z 112- o Dead Load Deft -318 in 5K7 II 6.00 12 5" — 4x5 = 2x4 II 5x7 = a 4 5 6 2%4 3x6 5x56 910 3 12 0 NOP2X STP= o' 2x4 II NOP2X STP— FU 2x4 It 2 7 12 jq 4 1 fie9 = 16 15 14 13 20 19 19 3x8 — 616 _ 4xs = 3x4 = 3x5 = 2x4 II 4x12 = 20 11 31 = LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017f7P12014 I CSI. TC 0.75 SC 0.84 WB 0.87 Matrix -MS I DEFL in Qoc) Udell Ud Vert(LL) 0.3216-17 >999 240 Vert(CT)-0.6216-17 >770 180 Horz(CT) 0.23 11 We n1a PLATES GRIP MT20 2441190 Weight 242 lb FT=20% LUMBER- BRACING- _ TOP CHORD ZA SP Not TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. 132: 2x4 SP No.3 WEBS 1Row at midpt 7.15 WEBS 2x4 SP No.3 •Except' W5: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-84 (min. 0.25), 11=04;-0 (min. 0-2-5) Max Horz2--198(LC 8) Max Upfift2--�16(LC 8). 11=473(LC 9) Max Grav2-1945(LC 1), 11=1945(LC 1) FORCES. (m) - Max. Comp./Max. Ten. -All forces 250 pb) or less except when shown. TOP CHORD 2-3=344311041, 3-0=27961908, 4-5=328211113, 58---3456/1129, 6.7=345611129, 7-8=357011127, &9�3319/933, 9-10= 33361906, 10-11=34541880 BOT CHORD 2-20=9882999, 19.20=990/2994, 5-17�3831251, 16-17=95213303,15-16=79913140, 14-15=-%M470,13.14=5622470,11-13=70013014 WEBS 3-20=01274, 3-19=680/334, 4-19=978269,17-19=75712662, 4-17=56011999, 6-16=413/234, 7-16=2281549, 7-15=2054f772, 8-15=7522294, 8.13=298/699, 10-13=-011/306 NOTES- 1) Unbalanced roof We toads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph: TCDL=5.0psf BCDL=5.Opsf, h=1611; CaL It; Exp C; End., GCpi--0.18; MVJFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This thus has been designed for a 10.0 psf bottom chard We load noncencurlentwith any other five loads. 6) Povide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (it4b) 2--616. 11=473. LOAD CASE(S) Standard vl�4 � PE 76051 \�t i 6Tlirk ox ` IVAi � ntss 1russ type Uly Y Grenadw A,*68&Grenadhn Spac A14 Roof Spedal 1 1 Job Reference Logon ID:gk72aeHo vrygRu35gO0rgTYkF—r5C WP9aXH6KU 5zekh dCVeOPNOZrk90LJnX e -2-0-0 5-9-4 11-0-0 159-0 18-7-12 2310-0 2680 29-0-0 36-2-12 40-0-0 2-00, 241-0 I S94 I 52-12 1 a9-0 ~310-12 I 444 12b0�2S0 I 52-12 I S94 112 -0�-0 Dead Lead Dee. =12In 6X6 = 5x5 = 5x8 2x4 II 5x5 = a 9 4 5- 6.00 72 3X4� 3x4 O 10 1 t 3 < NOP2X STP= � 2X411 NOM STP= B 11r 2z411 2 77 12 7 7x10= 18 1514 13 20 19 18 5x8 = 4X8 = Ys4 II 3x5 = Us = 2X4 II 5x12 = 2x4 II Us = 11-00 1 1590 1 2310-0 1 29-0-0 1 34-2-72 40-0-0 5-94 52-12 4-9-0 31-0 S2-0 52-IN 5-94 Plate Offsets (X,Y)— [2:0-4-12,Edge], [4:0-6-0,0-2.81, [7:0-2-0,0-2-121, [8:0.3-0,0-2-0], [9:0-2-0,0-2-41, [11:G4-12,Edge), [16:0-1-12,D-1-12], [117:0312,G44), [19:0-2-12,0-2-81, (21:0-2-3 0-1.01 123'0-2.3 0-1-01 LOADING(pst) SPACING- 2-M CSL DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.38 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.8116.17 >595 180 BCLL 0.0 Rep Stress Ines' YES MB 0.99 Horz(CT) 023 11 nla Na BCDL 10.0 Cade FBC2017frP12014 Matrix -MS Waighb2391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5.7 on pur5ns. BOT CHORD 2x4 SP No.2 *Except- BOT CHORD Rigid calling directly applied or 6.11-2 oc bracing. BY: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 2x4 SP No.3-Exoept' We: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2-04e-0 (min. G-2-0), 11=0S-0 (min. 0.2-5) Max Horz2=187(LC 8) Max Uplift2-611(LC 8), 11=459(1-C 9) Max Grav2-1945(LC 1), 11=1945(LC 1) FORCES. Qb) - Max. Comp.IMax. Ten. -A9 forces 250 (Ib) or less except when shown. TOP CHORD 23=348611044, 34=2989/938, 45--402711288, 5ii=405G11289, 6-7=409311193, 7.8=-4690/1405, 8-9=25981765, 9-10=2968/816,1 D-11=34861834 BOT CHORD 2-20=99413048, 19-20=994I3048, 517=295/181, 16-17=119814226, 1576=.67i 9/2877, 14-15=87912B77, 1314=66513U8, 11-13=-66513048 WEBS 319=.543269, 4-19=-381/157,17-19=7462603, 4-17=548/1987, 6-17=255/137, 516=272/194, 7-16=22811750, 8-16=9082868, 8-14=794285, 9-14=281/1026, 10-14=557275 NOTES- 1) Unbalanced roof rive loads have been considered for this design. 2) Wnd: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=5.0psf; BCDL=S.Opsf, h=16f ; Cat. 11; Exp C; End., GCpi=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater pending. 4) All plates are MT20 plates unless othervdse indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=Ib) 2=611, 11=459. LOAD CASE(S) Standard �\GEN& / PE 76051 �� x 1 STAT / �O'c``cGORIDP Job rus5 Imes lype Y Grenadine MW6 cfin"pec A75 Root special 1 1 Job Reference o 'oral IRgk72aeFb MygRu35gO0rgTyMFnX-mizXgIXv0ezI0FYmI3Z.11PR Ig792NWg5sJzyLsatl -2-0-01 4-9.4 1 9-0-0 I iSSe I 21-100 F241s0_.T_ 31-0-0 I 352-12 1 40-00 142-0-0, 2-0-0 M 4-2-12 6S6 84-8 2-8-0 6-1 4-2-12 49� Dead Load Dell.= 3116 in Us = 5,e7= 5x7 2x4 II 5x5 = 7 8 . 8.00 F12 4 2x4 i 2z4 � 9 t:;i 1 NOP2X 6TP= 3 zxa 9 µ NOP2X SIP= 10 ry 77gq 2x411 2 11 d 1 NOP2X 5iP= 14 13 12 d 17 16 3x8= 3x4= 3354� 3x5 4 3,41 = 4x6 = M _ 4x5 = 9-0-0 155-6 1550 24-60 31-0-0 40-0-0 r 9-0-0 I 6SB 9-0-0 I 6E0 Plate Offsets MY)- f2:0-2-100-1-87 t4:0-540-2-8) n'0-2-8 0-2.47 18:0-540-2-8] r1a:0-z-10 0.1-et 115:031 z0-2b1 118:0-2-3,0-1-07 120:0-2-30-4-Ot LOADING(psf) SPACING- 24)-0 CSL DEFL in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.38 14-15 >780 240 MT20 244/190 TCDL 15-0 Lumber DOL 1.25 SC 0.89 Vert(CT) -0.43 14-15 >687 180 BCLL 0.0 Rep Stress Ina YES WB 0.85 Horz(CT) 0.03 10 We We BCDL 10.0 Code FBC2D1771P12014 Maabr-MS Weight2131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2-104 0o pur ins, BOT CHORD 2x4 SP No2 *Except* BOT CHORD Rigid ceiling directly applied or 6-7-0 co bracing. B2' 2x4 SP No.3 WEBS 1 Row at midpt 6-15 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 15=D48-0 (min. 0.24), 10=0-8-0 (min. 0-1-8) Max Hom2=169(LC 8) Max Upli82=-273(LC 8), 15=876(LC 4), 10=674(LC 4) Max GmvT-777(LC 17), 15=1899(LC 1), 10=1218(LC 1) FORCES. (to) -Max- CompJMax. Ten --An forces 250 0b) or less except when shown. TOP CHORD 2J=919M,16, 34=4811= 5-6�681260, 6-7=14721997, 7-8=1298/912, 8-9=155211004, 9-10=1876f1111 BOT CHORD 2-17=3637790, 16-17=146/470,15-16=1011486, 5-15=-535/308,14-15=787A391, 13-14=746/1337, 12-13=74611337, 10-12=929/1642 WEBS 3-17=381/244, 4-17=31/453, 4-16=765/215, 6-15=1770/1042, 7-74=2951360, 8-12=2781394, 9.12=-356242 NOTES. 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=5.Opst; BCDL=5.OpsF, h=16$ Cat II; Exp C; End., GCp1-0.18; MWFRS (emmlope); porchright exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevenlwater pondng. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pal bottom chord We load noncanourrent with any other live loads. 6) Provide mechanical connection (by others) of lass to bearing plate capable of withstanding 10016 uplift atjoint(s) except Qt=1b) 2=273, 15=876, 10=674. LOAD CASE(S) Standard PE 6051 1 -t3 t STA 7 �i/J���SS0pNAI,ENG��\\` Ie nss ru55 ype Y GreaaGna MWGS-GrenadneSpee A16 Roof Spedal Gher 1 1 Job Reference (optional) Sx7 = 315 = 35 = 6.00 12 3 4 5 5 30 31 32 NOP2X STP- � 2x4 II 2 d 1 rid NOPE 18 37 18 38 39 17 2x4 11 3x4 = 5X _ 3x5 = 4x5 = Sx5 = 4x8 = Sx5 = 7 33 34 -.8 35 936 - 40 14 -4 3xe = 4x8 MT20HS= 2x4 II 3x4 = Dead Lead Deft. = 3116 in 2X STP= 2x4 It 11 1 j� Us = ', LOADING(pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 125, Rep Stress Ina NO Code FBC2017/TPI2014 CSI. TC 0.95 BC 0.70 WB 0.94 Matrix -MS DEFL Vert(LL) Vert(CT) Horz(CT) in Doc) Ude9 L/d 0.33 13-15 >886 240 -0.3413-15 >876 180 0.06 10 Na n1a PLATES MT20 MT20HS WeighC 2081b GRIP 244/190 187/143 Ff = 200/0 LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied. T4,T5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4.2-9 or bracing. BOT CHORD 2x4 SP M 31-Excepl• WEBS 1 Row at midpt 4.17.6-16 B1: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except• W33: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=046-0 (min. 0-1-8), 16=08-0 (min.-037), 10=04I-0 (min. 0-1-14) Max Hoa2=150(LC 25) Max UpM2--680(LC 8), 16=2904(LC 4). 10=1634(LC 4) Max Grav2--1189(LC 17), 16=4121(LC 32). 10=2242(LC 31) FORCES. 0b) - Max. CompJMax. Ten. - Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1869/1161, 3.30=10931775, 430=1G93f 76, 4-31 �3761592, 31-32- 376/592, 532-376/592, 5-6=590/875, 6-7=3958/3047, 7-33=35682781, 3334=356812781, 534=.356812781, 835-380912941, 3536=3809r2G41, 936=3809/2941, 9-1(1=430713197 BOT CHORD 2-19=103511620, 19.37=1047/1648,18-37=1047/1648, 1838=688/1070, 3839--688/1070, 17-39=688/1070,16-17=878/1456, 5-16=.5701462, 1516=242713374, 15.40=3434/4727, 14-00=.3434/4727,14-01=.3434/4727, 13.41=-3434/4727, 13-42-3434/4727, 42-03=343414727, 12A3=343414727, 10-12=275213802 WEBS 3-19=287/684, 3.18=765/469, 4.18=334f793, 4-17=207511364, 6-16=-0626I3418, 6.15=402/525, 7-15=831/1216, 8-15=13171982, 8-13=109/500, 8.12=1071/845, 9-12--875/1302 NOTES- 1) Unbalanced root five loads have been considered for this design. 2) IMnd: ASCE 7-10; Vuh--160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opsf; h=161k Cat. II; Exp C; End., GCpi=0.18; MWFRS (erwelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) All plates are MT20 plates unless otherwise indicated. 6) PPrrovide meechanicall conhas been nectionned o(by others) of truss to d bottom ord live loadbearing plate capable offww thsstanwilh ding 00 lb upliftther live joint(s) except 014b) 2=686�\\�\..1x4 IVI_BL /� 16=2994, to ts34. \�\�Q� WGEN SF PE 76051 Continued on page 2 -O ; STATl= ' / �3 X Job nlss intas type Y Gmnuu:%e MVN,BGrena r, Spea A16 Rant Spedel Girder 1 1 Job Reference (optional) aaNnern Tnw. FL PIerw, FT-, 31951 Run:6 Wa Mt 212e16 MM daw a w 21 Z 15 rw1"1naa5 .InG .all.. a..: <u,c re n< ID:gk72aeHc wygRu36gO0rgTyMFnX455HFw29yFD2 2i90UbVNgXlzbSzt&Ar =O NOTES- 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 319 lb down and 369 lb up at 7434, 209 lb down and 240 lb up at 9-0-IZ 209 —Ib-dovm and 240 Ibu"t-41-0--12,209 lb downand2408rup-.t- 3-0-12,209lb down -and -240-Ibupat14-0-1Z319 lb down and 369 lbup at-23-6-0.2091bdownand 2401bup at 24-6-IZ 209 lb down and 240 It, up at 26-6-12, 2091b down and 240 lb up at 27.9-0, 209 lb down and 240 Ib up at 28-11-4, and 209 It, down and 240 Ib up at 30-114, and 319 M down and 369 lb up at 33-0-0 on top chord, and 505 lb davm and 345 lb up at 7-0-0, 91 lb dawn and 291b up at 9-0-12. 91 lb down and 29 lb up at 11-0-12, 91 to down and 29 lb up at 13-0-1Z 91 Ib down and 29 to up at 14.0.12, See fin down and 345 lb up at 22-0-0, 122 lb doom and 291b up at 24-6-12.122 lb down and 29 lb up at 26512. 122 lb down and 29 lb up at 27-9-0, 122 lb down and 29 lb up at 28-114, and 122 lb down and 29 lb up at 3D-114, and 588 lb down and 345 lb up at 32-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (S). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vero 13--70, 3-0=70, 6-7=70, 7-9=70, 9-11=70,117-24=20, 16-27=20 Concentrated Loads (lb) Vert 3=158(F) 7=158(1`) 9=158(F)19=390(1`)18=-67(F) 4=134(1`) 15=390(F)13=67(F) 12-390(F) 8=134(F) 30=134(F) 31=134(17 32=134(F) 33=134(17) 34=-134(F) 35=134(F) 36=134(F) 37=67(F) 38=-07(F) 39=67(F) 40=67(F) 41=-67(F) 42-67(F) 43�67(1`) 7r6051 n ` STATtbF' ////SSOilI l I1O�G \\\\ Job I russ Innis type 61enaeii e MVAWIaertifineSpec A17 Hip 1 1 Job Reference a ' SauMee1 TNa. FL Pie=, FL. 349S1 xue, .f%32l LUltl Y1111Ctl.L.1tl 5t�1xl LUltl M11 CR 111U1L+91C9, n14 - a.I ID:gk72eeHa_wygRu35gCDrgTyMFnX-AHegSGartiIl.vdHLzC6kv.23 WnB'MOHJ3eJXwlyLma -2-041 "Al 22-11-0 26-115 T. I 3&7s 40-0-0 42-0-0 ' 2-0-0 I e-9� I 63-0 I 411-0 I 411� 4-0-8 T. 1EIM I 6-0-11 Dead Load 004. = 5116 in 6.D0 12 5x7 = 314 = 2x4 II 54=2x4 II 2x4 II 12 3x5 = 2A It 44 = 3x4 = 4x9 = 2x4 II 2x4 II 5x6 = 3x5 LOADING (PM SPACING- 2; CSI. DEFL in Doc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(U) -0.24 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.56 15-16 >862 180 BCLL 0.0 Rep Stress Ina YES NB 0.90 Horz(CT) 0.23 11 Na Na BCDL 10.0 Code FBC2017rrPl2014 Matrix -MS I Weight 254 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc purlins. BOT CHORD 2x4 SP No.2 *Except' + BOT CHORD Rigid willing directly applied or 7-0-11 oc bracing. B3,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 -Except* M,W10: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=D-8.0 (min. D-2-5), 11=0-8-0 (min. 0-2-5) Max Hor22=151(LC 6) Max Upri t2-486(LC 8), 11=486(LC 9) Max Gmv2=1945(LC 1), 11=1945(LC 1) FORCES. (lb) - Max. CompJMax Ten. -Ag forces 250 0b) or less except when shown. TOP CHORD 23= 3443/757, 3-0=2792I661, 45=27131697,-"--33461600, 6-7=33601802, 73=-3605/863, 8.9=36301799, 9-10=36467774, 10-11=3461R61 BOT CHORD 2-21=67612998, 20-21=67 M95, 19-20=-677/2995, 18-19=483/2408, 6-16�3181186, 1S-16=-464/2991, 8-15=29B1231; 11-13=64513019 WEBS 3-21=0/277, 3.19--6841341, 4-19=107/483, 418=252/624, 618=1D69/362, 16-18=551/2736, 5.16>2021944, 7-16=2621696, 7-15�367/1053,13-15--551/3007, 10-15>136/301, 10-13=562/185 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=5.Opsf; h=16ft CaL 11; Exp C; End., GCpt=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord five load nonconcunent with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except GMb) 2-486, 11=486. LOAD CASE(S) Standard 7 PE 76051 _ i 1 v L STA 1 �ej N56 truss type y G+enedna MW4aCrenadnn-s a Ale Roof Special 1 1 _ _ _ _ _.lob Reference (optional) 5MID,BT TMW. FL %elm, FL, 399]1 Dead Load Deb. = 313 in 517 = 3x4 = 3x6 = ISTO 515 = 8 102M 11 3x5 = 2x4 11 416 = 5xe = 2x4 11 2x4 It 5A = 3x5 314 = 2x4 II 2x4 II 5-9-8 i 11-0-8 I 5941 53-n 165-111112 5-t111d IL7-9n1t I i-0 R7 1 40-0-0 S98 Plate Offsets MY)- [204-12,Edge], T25:0.2-3 [4:05-4,0.2-8], [8:0-2-8,0.2A], [10:04-12,Edge], [12:00.2-1Z11-2-8], [I6:03.6,0-3-01, [17:0.9.12,Edge], 119:0-2-0,0-1.121, [23:0.23,0.1.01, 0.1-01 LOADING(pst) SPACING- 2.0.0 CST. DEFL in (loc) 1lde6 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.29 18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.65 16-17 >741 180 BCLL 0.0 Rep Stress Ina YES 1N B 0.82 Horz(CT) 0.25 10 n1a n/a BCDL 10.0 Code FBC2017R P12014 Matrix -MS WeighC 2421b FT= 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except- B3: 2x4 SP No.3, B4: 2x4 SP M 31 WEBS 2x4 SP No.3 -Except- W5,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2-041-0 (min. 0-25), 10--"-0 (min. 0-2-5) Max Horz2=131(LC 6) Max Upfi02=-463(LC 8), 10�463(LC 9) Max Grav2=1945(LC 1), 10=1045(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-11-0 oc bracing. WEBS 1 Row at micipt 7-15 FORCES. Qb) - Mau. Comp./Max. Ten. -All forces 250 0b) or less except when sbown. TOP CHORD 2-3=-3484/815, 3d=29681776, 4-5=-3165/885, 5-6=-4162/1101, 6-7=-4162/1101, 7.8=3435/895, 8-9=3813/940, 9-10=,3484/817 BOT CHORD 2-22=732/3045, 21-22-732/3045, 20-21=73213045, 19-20=598/2583, 16-17=960/4197, 15-16=960/4197,10-1r--637/3046 WEBS 13-15=01273, 8-15=243/1309, 3-20=5391277, 4-20=80/427, 4-19-333/898, 5-19=1155/434, 5-17=.31011211, 17-19=744/3124, 7-15=1047/402, 315=183/442, 9-12--616n04,12-15=65113062 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult--160mph (3-second gust) Vastl=124mph; TCDL=5.Opsf, BCDL=5.0pst h=16fk Cal. It; Pxp C; End., GCpi=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconanentwith any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of vdthstand;ng 100 lb uplift at joint(s) except (fib) 2=463, 10=463. LOAD CASE(S) Standard EMS ' PE 76051 / - f I 1 O t STA '8111111110 0 Job cuss Inuss lype LRY Grenadine MWEBGrenaftespee A19 Raaspedel 1ply 1 1 Job Reference o 'oriel �wman rrics, r�rreiw, ram, .wm� Dead Load Deg. = 9116 in 6x8 MT20HS= 5a6 II 7 _ 316 _ Sx5 = 8 5x5 - 54 _ fiA0 12 4 5 9 6 2x4 0 2x44 3 11 NOP2X STP= 6 NOP2XSTp= 20 II 2 7 1 1 2x4 II 1al B 85 72 7xr2 MT20 73 22 21 20 19 18 6x9 = 15 14 3x4 = 416 = 7A = 5xi2 = 2x4 11 2x4 11 4x12 = 3x _ 315 - 7-GS 121 -0 91 8 40-0-0 I3031172 I 5173-7t< i27 ( S12 9416 Plate Offsets MY)- [2:04-12,Edge), 15:0.54,03-4], [6:0.2-12,0.1-8], [7:0-24,Edge), [9:0-24,Edge], [10:0-6-4,0-2d], [720S-4,Edgel. [14:0-",0-2A), [16:0-2-8,Edge], [17:04-12 Fdgel fl9'0-2-12 D-2-81 [20:113-004-81 (23:0-2-3 0-1-0)- f25'04-3 0.1-0] LOADING(ps1) SPACING- 2-0-0 CSI. DEFL in Doc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.50 17 >960 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT)-1.0216-17 -469 180 LMOHS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.98 Hom(CT) 0.31 12 We nla BCDL 10.0 Code FBC2017/TPI2014 Matra -MS Weight2491b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-14 oc puriins. SOT CHORD 2c4 SP No.2 *Except* BOT CHORD Rigid ceTmg directly applied Or 2-2-0 oc bracing. B3: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except', WB,W9,W l2,W11: 2x4 SP No.2 OTHERS 2x45P No.3 REACTIONS. (size) 2=048-0 (min. 0.2-5),12=0-0-0 (min. 62-5) Max Horz2=141(LC 6) Max Upfi02=606(LC 8), 12=507(1.0 9) Max Grav2-1945(LC 1), 12=1945(LC t) FORCES. 0b) -Max. Comp./Max. Ten. -Ali forces 250 0b) or less exceptwhen shown. TOP CHORD 2-3=347311053,34=326411036, 45=378311224, 6-6=389611190, 6-7=5394/1502, 7-0=567211606, 8-9=-4878/1284,9-10=463111201, 10-11�31481T/6, 11-12-3488/862 BOT CHORD 2-22-946/3042. 21-22=715MO8, 20-21=71512608, 19-2D=923t3327, 16-17=794/3519, 12-14=-065/3067 WEBS 3.22=.342P253, 4-22-1651470, 4.20=743/2530, 5-20=23101749, St9=2431752, 6-19=1377/437, 6.17=36911768, 17-1 9--10.58/3940, 8-17=977/3233, 8.16=46811750, 10.16=71412788, 10.14=9281266, 14-16=572I2970, 11-14=370/246, 7-17=27141843, 9-16=2284/606 NOTES- 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-10; Vul =160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL-5.0psf; 11=161% Cat[]; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord five load nonconourrerd with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ") 2=6D6, 12=507. PE LOAD CASE(S) Standard STATE-05 i ,L o� `A- ORIDj��� Job Truss I mss lype Grenadine MW6aGrena(IJ -Spec A20 Rod Spedal Jury jery 1 1 Job Reference 'onai aoun¢n, irusa,nrieem. ram, aaaa, -a <, I13:9k72aeHo wygRu35gO0rgTyMFnX-6gmOtyb2EAWNRk5d8C?T9vKpP7gL3cXxod By Y -2-0-0 S74 t0E-0 1349 17-4-0 214-0 27 41 25-40 27A-7 2 32-0-0 354i72 4pb0 42-0-0 I r2-0-0} 5-7-4 1 5-0-12 1 230 ~4-00 1 40-0 1-7-0 -5-0 12St fb1 2S0 IN 43-0 2-0-0� Dead Load Dell. = Me in 610 101-201-13= SX6 II 6,6 = 2x4 II 6.00 12 4 5x5 - It 2x4 9 6x8 - 5x5 = 5 314 = 8 4 70 2x411 2(4 // 3 NOP2X STP= 13 1 NOP2X STP= 2X411 2 19 i 142X411 I1q 7X1G= 15 �Y 25 24 23 22 21 7X12 = 18 17 16 3X4 = 4x6 = 5xa = 2X4 11 2x4 11 3X4 = 3x5 = 3x5 = 5X76= 5x14= 7.6-5 134-0 21-0-0 22 17-0 27-9-1 2 34412 40-0-0 1 766 I 5-912 1 841-0 —'1 1 54112 8.7-4 Plate Offsets MY)- [2:0.4-12,Edge115:0-1-12,0-2-8], [7:0-23,030], [11:0-3-4,Edge], [12:G-2A,0-241,114:0-0-12,Edge]. 117:0-5-8,0-2-01, [19:03-0,03.0], (20:0-2-B,Edge]. 122'0-1-12 G-1-81 123:0.2-8 G-13] [26'0-2-30-1.07 [28'0-2-5 D-1-01 LOADING(psq SPACING- 2.0.0 CSI. DEFL. in (loc) tlde0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.52 20 >932 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.05 19-20 >456 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.75 Ho2(CT) 0.32 14 n/a nla BCDL 10.0 Cade FBC2017fIP12014 Matrix4wlS Weight251ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-2-0 oc purins. BOT CHORD 2x4 SP No.2 `Except BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. B3: 2x4 SP No.3, B2: 2x4 SP M 31 WEBS 1 Row at midpt 7-22, 11-17 WEBS 2x4 SP No.3 `Except W3,W8: 2x4 SP No.2, W7: 2x4 SP M 31 OTHERS 2x4 SP N0.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5),14=041.0 (min. 0-2.5) Max Horz2=141(LC 6) Max Uplfi2--6W(LC 8), 14=507(LC 9) Max Gmv2=1945(LC 1), 14=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - Ali forces 260 (Ib) or less except when shown. TOP CHORD 23=3476/1054, 34=326611036, 4-5=-0487/1404, 3-6--3933/7203, 6-7=4407/1251, 73=566511559, 8-9=5687/1618; 9-10�4903/1296, 10.11=-486311254, 11-12-34101898, 12-13=3381/839, 13-14=3523/843 BOT CHORD 2-25=946/3044, 24-25=714/2604, 23-24=7142604, 22-23=1206/4338, 19-20=794/3521, 16-17=-587/2811,14-16--65313093 WEBS 3-25=Z"/254, 4-25=167/480, 4-23=868/3032, 5-23=2133f719, 6-23=588227, 7-22=3655/959, 20-22=1461/5755, 7-20=193/1091, 9-20=99313261, 9-19�491/1786, 17-19=972/4490, 11-d9=388I7707,11-17=37751929,12-17=307/1135, 12-16=1051331 NOTES- 1) Unbalanced nxlf live bads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=l8omph (3-second gust) Vasrk124mph; TCDL-5.Opsf, BCDL=5.0psf, h=16$ Cat II; Exp C; Encl., GCpi=0.18; MWFIRS (envelope); Lumber DOL=1.60.plate grip DOL=1.60 3) Provide adequate drainage to prevent %rater ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at -lb) 2=606, 14-507. LOAD CASE(S) Standard f PE 76051 -D L STAT6DF'q ! _ �o �1 ►-9-1 2114(, go �i, Pam\-ORIDP x, Jet,cocaI runs Type Crere4in MwGe-GrenetlinaSpeo A21 Root Special 1 1 Job Reference o on ID:gk72aetip vrygRu35gO0rgTyMFnX-asKo4kg7UkLITAOwtKgRXghOYDIF♦aPmmbYBX 2-0-0 S74 104i-0 1540 19dO 22-11-0 25-4-0 27-9-0 31-4-0 W 40-0-0 A2-0O 12-0-0I S74 1 54Y72 I 4$0 � 4-60 I 37-0 ~25-0 i 25-0 I 37-0 12-30 1 6O�-'2-0-0 Dead Load Den - 11/16 in 6x8 MT20HS= 6x6� 4 2x411 6 2x411 J)0 612 2x4 p g 6x6 = 6x8 = 4 616 = 5x5 = 5 10 3 1 NOP2%SfP= NOP2X STP= "aa 1 2x411 2x4 II 2 6 17 12 raN 7 7x16 MT20HS— 13 t� 23 22 21 20 19 6,10= 16 15 14 Us3x4 = 4x6 = 5x12 = 4x12 = 2x4 II 2x4 II 5-'a = 3,4 = 3x5 = 7-6-0 1540 19-SU 22-11-0 27-M 31-0-0 34-0-0 40-0U r 7d4 7-8-72 1 4-0-0 ~37-0 I 410-0 I 37-0 1244a Plate Offsets (X,Y)- 1204-12,Edge), [4:Edge,Oa-8L [5:0-3 0,EdgeI, [6:05.4,Edge], [10:0.5�,03-4j, LI VG-2-8;0.24]; [720A-12,EdgeL I74:0.1-12,0-1•e], [15:0-24,0-2-12], 117-0-3-4Edde] r78:044Edgel r2O'0.3-60-1-121121:0.5.00.1-121124:0-2-30-1407 (26,O-2-30-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in poc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.79 Vert(LL) 0.60 20 >803 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.93 Vert(CT) -1.20 20 >401 180 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.94 H02(CT) 0.29 12 n1a Na BCDL 10.0 Code FBC2017f P12014 MatriX-MS Weight2401b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2'ExoW TOP CHORD Structural wood sheathing direly applied or 2-1-0 oc pur8ns. TZ 2x4 SP M 31 + BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No2 'Except' B3: 2x4 SP No.3, B2: 2x4 SP M 31 WEBS 2x4 SP No.3'ExcepY W3,W7: 2x4 SP M 31, WB,W10: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-30 (min. 0-25), 12=05-0 (min. 0-25) Max Hoa2=141(LC 6) Max UpW2-606(LC 8), 12=507(LC 9) Max Grav2-1945(LC 1), 12-1945(LC 1) FORCES. (Ib) - Max CompJMax Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=3484/1049, 34= 327611033, 45=-6406/1928, 55--5548/1615, 6-7=-5728/1551, 7-8=-WI711633, 8.9=493311307, 9-10=492111254, 10-11 �30481775, 11-12=313IKU99 BOT CHORD 2-23=943/3050, 22-23=72112598, 21-22--7212598, 20-21=159715942, 17-18=79313578, 14-15=87113943,12-14=-617Y1991. WEBS 3.23=-3351251, 4-23=150/529, 4-21=1319/4639, 521�310511021, 6-21�3781159, 6-2(Y-2131/822, 18.20-169116195, 6-18-9851388, 8-18-101313301, 8-17=50911827, 15-17=91614158, 10-17=96/445,10-15=14471357, 10-14=14061379, 11-14=259/1206 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (35econd gust) Vasd=124mph; TCDL=S.Opsh BCDL=5.0pst h=16ik Cat 11; Exp C; End, GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) A9 plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 18 =16% 6) This truss has been designed for a 10.0 psf bottom chord live load nonrnnwmant with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) 2=606, 12=507. M B//��'// GENa- PE 76051 i 1 ' A -p t STA 1 -y �A'� LOAD CASE(S) Standard o toss Innis lype IVY Crena� MWa&GienadinaSpec A22 ROOF SPECIAL 7 2 Job Referenoe o bn SOUNPm Tr=. FL Plebe, FL. 34 i Kun:0./..ws wa eu•a nowo.ewawow�, au.e n..•e.. „•w. ID:gk72a He wygRu35g00rgTyMFnX-22uAI�ImosL5Ka6 gag EBLCCLICYv—FHk34yLuW 5-7171 I I3640 8A A -0 -0I l 2S0IS-0I -0 2-0'5I 40-0-0 (f2-0-0, 6.00 12 ,] NOP2XSTP— ,�JII N 2:4711� 3x5 = 5x5 = 41:-M OIP 2x4 \\ ��������... Sx8 = 6x12= 22 21 20 19 18 W2= 15 3x4 = 34 = 4s6 — 44 = 2x6 II 2x4 II 5X5=5Y7= Dead Load Deb. =12 in NOP2X STP= 2x4 11 0 $� N 12 14 13 5x8 = 2x4 II 3X5 — 7� r'Ld44 171 n-11-n 274h-0 331-0 . 3641-0 . 40U-0 784 637 3-6-5 5-7-0 4.160 5-7-0 243-0 Plate Offsets(XY7— [5'0-2-120-2-81 N0:0-540-2-8] H4'0-2-120-1-8]'[76'42-12Edge) 117'038 Etlgel fl9:6-240.1421 (23:0.2.30.1-01 I250-2.3 i- LOADING(psf) SPACING- 2.0.0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.42 18-19 >999 240 W20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.49 Vert(CT) -0.8518.19 >567 180 BCLL 0.0 Rep Stress Ina YES WB 0.95 Horz(CT) 0.18 11 n/a nPa BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wetght477lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2'Exceprr B3:2x4 SP No.3, B2: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 OTHERS 2x4 SP N0.3 REACTIONS (size) 2=G-8-0 (min. 9-1-8). 11=04l-0 (min. 04-8) Max Horz2>141(LC 6) Max Upfdt2-606(LC 8). 11=507(LC 9) Max Gmv2--I W(LC 1), 11=1945(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied BOT GHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. FORCES. (1b)-Max CompJMax.Ten. -All forces 250(b) or less except when shown. TOP CHORD 2-0=-347211047, 3-4=3265/1032, 4-5=4780/1397, 58=5769/1546, 6-7=5766/1657, 7-8=4986/1325, &9=4964/1252, 9-10=462811093, 10-11=3508/824 BOT CHORD 2-22=840/3039, 21.22=727/2614, 20-21=727/2614,19-20=24198559,18-19=73/284, 6.17=312/233, 16-17=789/3508, 8-16=—MW252,13-14�38JW77, 41-13=-039/3074 WEBS 3-22--326241, 4-22--144/481, 4.20=824/3113, 5-20=5051/1475, 5.19=2089/665, 17-19=2371/a380,5-17=-3351/1087,7-17=104513360,7-16=,547/1894, 14-16=1079/4870, 9.16=601/307, 9-14=2404/630, 1G-14=484/2040 NOTES- 1) 2-ply him to be connected together with 10d (0.131"x3) nails as follows: Top chords connected as follows: 2x4 -1 row, at 0-9-0 oG Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oa Webs connected as follows: 2x4 -1 row at 0-" oe. 2) All loads are considered equally applied to all plies, except if noted as front (F) or bark (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only bads 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=5.Opsf; BCDL=S.Opsf, h=16% Cat It; Exp C; End., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) AN plates are MT20 plates unless otherwise indicated. 8 Pro AcThats e mec mechanical conhas been nec0oned n(by others) of bottom to baring load plate Capable of withstanding 00 lb uplift atjoint(s) except W--Ih) 2�Q6other five loads. 1\\\\�1� M_B�,iC. 11=507. \\\\1� l.V�`GENSFW�'\1�<�L LOAD CASE(S) Standard PE 76051 n � � -O 1 STATLMr' 1 � ORID ///ASS ONA �'S�G \\�� ion truss iniss lype MY e MW-68iGianaSlnC$ pee e 1 _ Job Reference (ootional) SOUNem TN63, FL PiBTB, FL. 34951 LEM 6.00 12 2x4 \\ 3 U4G 5x5 = 6 Sx5 = 3x4 Dead load Deb. -1/16 in 515 = 517 = 9 W71 NOP2XSTP= 2x4 II 1 12 3— 23 22 21 20 18 15 14 13 3x4 = 316 = 3x4 = 19 3X8 = 17 16 4,4 = 3x4 = 2x4 113' _ 3x5 = 3x4 = 3x6 = 764 i 1nI2 19-i-10 22-73_51a-6 25417 28d0 30�-0 354-0 38-0-0 40-0.0, 7-6-4 I ri3A I 6�415 I 1 2aa i n1Lrh 121Lrhl srLn i 2xn F2tw' 1a� Plate Offsets MY)- 15:0-2-8.0.2-121 18:0-1-12,0-"1 [10:13S40-2-e] r24:0-2-3.0.1-01, 126:0-2-3 0-1-01 LOADING(psf) SPACWG- 24)-0 CSI. DEFL in poc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.99 Vert(LL) -0.07 2330 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) .0.17 2330 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.99 Horz(CT) 0.03 19 n/a n/a BCDL 10.0 Code FBC2017) P12014 Matra -MS Weight 2201b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied GOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 6-0-Doc bracing, Except WEBS 2x4 SP N0.3 , S-" oc bracing: 2.23 OTHERS 2x4 SP No.3 10-M oc bracing: 21-23 8-11-11 oc bracing: 20-21. REACTIONS. All hearings 0-8-0 except (length) 18=6.0.0, 19=03-8, 16=038. Qb)- Max Horz2=141(LC 6) Max Uplift All uplift 1001b or less atjoitd(s) 16 except 2-967(LC 32), 18=713(LC 8). 11=194(LC 9) Max Grav Ag reactions 250 Ib a less at joints) 19,16 except 2-1054(LC 24), 18=2365(LC 1), 11=403(LC 18) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 0b) or less except when shown. TOP CHORD 23=15171524, 3-0=13071509, 45=11711427, 58=354/228, 6-7=32011285, 7-8=298n281, 8-9=271/841, 9-10=-440/781, 1G-n=420/544 BOT CHORD 2-23=473/1296, 22.23=253/847, 21.22=2531847, 20-21=-030/1061, 19-20�350/263, 18-19=3501263, 17-18=7201322, 16-17=7201322,15-16=720/322, 14-15=-811/492, 13.14=486/427, 11-13=476/415 WEBS 3-23=344/246, 4.23=1641499, 521=122M5, 5-20=1190/491, 6-20=325/999, 6-18=1059/465, 7-18=1399/407, 8.18=6231321, 8-15=12/252, 9-15=-639/306, 10-14=-3671322 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=5.0psf; BCDL=5.0psf, h=161t Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live fascia. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift atjoint(s)16 except Ql=1b) 2=367, 18=713, 11=194. 7) Hanger(s) a other connectiondevice(s) shall be provided sufficient to support concentrated load(s)128 lb down and 140 lb up at 38-0-0 on top chord, and a5 lb down and 104 lb up at 38" on bottom chord. The designiselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied t0 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 Incrmase 1.25 Uniform Loads (plf) Vert 1-1=70, 4-5=70, 5-7=70, 7-9=70, 9-10=70,10-12=70, 2831=20 Concentrated Loads (Ib) Vert 10=58(8) 13=53(B) job I msss I rues I We Gn, a . MVV &G MneSpec al Common 5 1 Job Reference a 'on Nf rnnca.�wsues mauue rvo ID:gk72aeHo vrygRu35gO0rgTyu=8Mr1nAiU6s19JJdiOra6moeG:aYoC:a�SzZmmnr7yryaLgzea+ U -2-0-0 5-74 to." 158-12 214-0 2.60 I 5-7-4 I 5 12 I =2 I 5-7-4 414 = 7-65 134111 21-" Dead Load Deft =118 in i Plate Offsets (X.Y)- MD-0-4.Edgel. 16:0-1-4.0-0-21 110:0-23 04-M LOADING(psf) SPACING- 2-0.0 CSI. DEFL in (IM) Itdeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.41 Vert(LL) -0.08 7-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.60 Vert(CT) -0.20 7-14 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(CT) 0.04 6 n/a nia BCDL 10.0 Code F8C2017frP12014 Matnx-MS Weight101lb FT=20% LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (sbm) 6=0-8-0 (min. 0-1-8), 2=0-8-0 (min.0-1-8) Max Horz2-139(LC 8) Max Upri d--257(LC 9), 2-324(LC 8) Max Gmv6--953(LC 1), 2-1112(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 23=16461435, 34=1433/416, 45=1458/435, 5-6=1659/466 BOT CHORD 2.9�405/1413, 8-9=166/951, 7-8=166/951, 6-7=329H446 WEBS 4-7=192/547, 5-7=3901274, 4-9=170/508, 3-9=369262 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing. 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=5Apsf, BCDL=5.0psf; h=16f; Cat II; Exp C; End., GCpi=0.18;, MVQFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) A8 plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load noncencurrent 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 Qt--Ib) 6=257. 2-324. LOAD CASE(S) Standard i( PE 76051 ST f \ ' 'c • 40RIDp"'�� ,( J00 IMSS 1russlype My Gre ft MW68-Cr adme-speo B2 Comman IQW 4 1 Joh Reference (optional) T., FL Rene, FL. a495f 4x4 = Dead Load Deft=1/B in W II a Plate Offsets (X,Y1— 12:0-0-4 Edgel I6:0-04.Edge1 111:0-2J 0-Ml fl3:0-2-30-0-81 LOADING(pso SPACING- 24)-0 CSI. DEFL to One) gde8 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.0810.17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.18 10-17 >999 180 I BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(CT) 0.04 ' 6 nla nia BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight 107 lb FT=20% LUMBER. TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP NO2 WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 6=D-8-0 (min. 0-1-6) Max Hom2=127(LC 7) Max UpIMZ---323(LC 8), 6=323(LC 9) Max Grav2--I105(LC 1), 6=1105(LC 1) FORCES. (lb) - Max. Camp./Max Ten. -All forces 250 Qb) or less except when shown. TOP CHORD &3=-16321432, 3-4=1419/413, 4.5=14191413, 54--1637J432 BOT CHORD 2-10=38011400, 9-10=1401937, &9=1401937, 6-8=26311400 WEBS 4-8=1721510, 5-8=3691262, 4-10=171/510, 3-10=369262 BRACING - TOP CHORD Structural wood sheathing direly applied or 4312 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-6-6 oG bracing. 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=5.Opsf; BCDL=5.0psf; h=16ft Cat II; Exp C; End., GCpF0.18; MWFRS (envelope): Lumber DOL=1.60 plate grip DOL=1.60 3) A8 plates are MT20 platesunless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconamentwith any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2=323, 6=323. LOAD CASE(S) Standard PE 76051 -01 STA i 0`. ORIflj'����� OTruss, row iype wy Fly Gn'aedo MWG&Gre TM Spec a3 Common 1 1 Jab Reference (optional) seumam irvss, rc rreim, ram, weep I TAAvAiy6;&TjDgk27aeFbRu3OrgyMnX- 5-7-4 214 0 5I 22-0-0M1 7542fiI I Dead Load Dail. =1/8 in ki:18 3x4 = 63x5 = 7-05 13-9.11 21-" 7�i5 i 83S I _ 7-fi-5 Plate Offsets (X Y)- 120-0.8 Edge) 14:03-0 0-2$ 16:0-" 0.2.81 I8'0-0-8 Edge] rl3:0-2-30-0-81 (15:0-53 0.0.8) LOADING(psf) SPACING- 2.00 CSL DEFL in poc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.99 Vert(LL) -0.10 12-19 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.2512-19 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(CT) 0.04 6 Na No BCDL 10.0 Code FBC2017/1P12014 Matrix -MS Weight 105 lb FT=2D% LUMBER - TOP CHORD 2x4 SP No2 GOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS ZA SP N0.3 REACTIONS. (size) 2--04e-0 (min. 0-13), 8=D-8-0 (min. 0-1-8) Max H=2=111(LC 6) Max Uplift2-309(LC 8), 8=309(LC 9) Max Grav2=1105(LC 1). 8=1105(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling cgrectly applied or 10-0-0 oc bracing. FORCES. Qb) - Max. CompJMax Ten. -All forces 250 Ob) or less exceptwhen shown. TOP CHORD 23=1593/387, 34=13991370, 6.7=1399/370, 73=1593/388, 4-5=1213/363, 53=1213M64 BOT CHORD 2-12--321/1355, 11-12=124/978, 10-11=124/978, 8-10=219/1355 WEBS 5.1D=131/433,7-10=255/209,5-12-131/433.3-12--255)209 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=5.0psf; BCDL=5.0psf; h=16fry Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) At plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 1o.0 par bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 m uplift atjoird(s) except Qt=lb) 2=309, 8=309. LOAD CASE(S) Standard 7 PE 76051 ti i 1 O 1 5TA _Pp`"c(i-i3-1 Ng /I'/O1 EN'G��\�� 21P job cuss ross ype y Grenaame MW-6aGrenadneSprs B4 Hip G'uder 1 t 'onai Job Reference o souerem Tn=, rc nen:e. r">awr - - •<_ ID:gk72ae 4W,; 5gO0rgTyMFnX-xg7h87gogOMn2xuuRtFdEkOy'ER7EANVNFyCryI�aS -2-0-0 74)-0 108-0 144-0 21.4-0 23-4-0 241-0 74)0 38.0 33-0 7-0-0 Dead Load Deft. =118 in 5)s = tx4 11 5x8 = k4 II 13 3x8 = 7-60 I 10.8-0 14-4-0 7-0-0 33-0 i 34L-0 1 _7-(LO 2t�-0 Plate Offsets MY)- (2:0-5-4 Ed9e1 (3:0-6.0 0.2.8] f5.0-" 0-2-81 W0-&4 Edoe) [12-0-2-3 0-0-81 114:0-2-3D-0-8] LOADING (psf) SPACING. 2-0-0 CSI. DEFL in Doc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.70 Vert(LL) 0.21 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.96 Vert(CT) -0.23 9 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.25 Hoiz(CT) 0.10 6 We rda BCDL 10.0 Code FBC2017RP12014 Matnx-MS Weight 107 W F7 = 20°k LUMBER - TOP CHORD 2z4 SP M 31 -Except* T2: 2x4 SP No2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-6), 6=0.M (min. 0-2-6) Max Hors2=91(LC 6) Max Upli82-1213(LC 8), 6=1213(LC 9) Max Gmv2-1991(LC 29), 6=1991(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc pudins. BOT CHORD Rigid wOng directly applied or 4-0-13 oc bracing. FORCES. (Ib) -Max. CompJMax Ten. -All forces 250 0b) or lessexcept when shown. TOP CHORD 23=-82012328, 322-356412415, 4-22--3564/2415, 4-23= 3564/2415, 523=356412415, 5.6=3621/2328 BOT CHORD 2-11=201013251, 11-24=202213279, 10.24=2022J3279, 9-10=202213279, 9-25=197213233, 8.25=197213233, e-8=1961/3206 WEBS 3-11=294/680, 3-9=506/611, 4-9=5941595, 6-9=507/612, 5-8=2841680 NOTES- - 1) Unbalanced roof live lmds have been considered for this design. 2) Wind: ASCE 7-10; Vuft>160mph (3-second gust) Vasd=124mph; TCDL=S.OpA BCDL=5.Opsf; h=16ff; Cat II; Exp C; End., GCp]=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DCL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicates. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) except (pub) 2=1213, 6=1213. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 319 lb doom and 369 lb up at 740-0, 2091b dawn and 240lb up at 940-12, 2091b down and 2401b up at 10-8-D, and 2091b down and 2401b up at 123-4, and319lb down and - 3691b up at 144-0 on top chord, and 505 lb down and 3451b up at 7.0-0, 91 Ib down and 29 lb up at 9-0-12, 91 lb down and 29 lb up at 10.8-0. and 91 th down and 29 Ib up at 123.4, and 505 lb down and 345 lb up at 143-4 on bottom chord. The designlseledion of such connection device(s) is the responsibility of others. 8) 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 \\i 1) Dead + Roof Live (balanced): Lumber Inaease=1.25, Plate Increase=125 Uniform Loads(pft) ��� �icEAl� Vert 13=70, 3-5=-70, 5-7=70,16-19=20-51 Concentrated Loads (ID) / Vert 3=158(B) 5=158(B)11=390(B) 9---67(B) 4=134(B) 8--390(B) 22=134(B) 23=134(B) 24=67(B) 25- — 7 PE 76051 1 — O1 STA 7 /����SS11NA11\1\G�\\\\\ 2� job truss, imss type Lily Vvy nedine MWEBCaenacr,. Spec C1 Dormnpn 2 1 'o Job Reference o awmem Inns. rr. rnnx, r�., aawi - ID:gif72aeHo wygRu35gO0rgTyMFnX-POh3LLhRbKUd85T4?bmsma6sdtOzWneeX7VkHyLraR -2-0-0 63-4 12A-0 184-0 20-0-0 2-0-0 F 8a-4 I 5.8-12 I 4d0 l 3S-0 4X4 = 3X4 = Dead Load Der.-11161n LOADWG(psf) SPACING- 24-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC OA8 Ved(LL) 0.18 6.10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.63 Vert(CT) -0.17 B-10 >999 180 BCLL 0.0 Rep Stress Inv YES WS 0.69 Ho2(CT) 0.02 a n/a n/a BCDL 10.0 Code FBC2017/rP12014 Mabbr-MS Weight 104 lb FT=20°k LUMBER- BRACING - TOP CHORD 2X4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-2-13 oc pudins, except BOT CHORD 2X4 SP No2 end verticals. VJEBS 2x4 SP No.3 - BOT CHORD Rigid cei0ng directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP N0.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 8=04-0 (min. 0-1-8) Max Hom2=217(LC 8) Max Uplih2=337(LC 4), 8=363(LC 4) Max Grav2=855(LC 1), 8=1077(LC 1) FORCES. (@) - Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-3=10591402, 3-0=8781427 BOT CHORD 2.10=3571881, 9-10=89/317, 8-9=-BM17 WEBS 3-10=417/302, 4-10=3241667, 4A=-6521192, 5-8=3731273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf, h=16ft Cat It Exp C; End., GCpl=o.18; MWFRS (envelope); porch left exposed: Lumber DOL=1.60 plate gdp DOL=1.60 3) AD plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconartentwith any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt--lb) 2=337, 8=363. LOAD CASE(S) Standard \ollll I 11111111,f ?E 76051 _ f I STAT = ijX% •.�ORIDP��4*,-,�� job Truss Iniss lype Grenatline Mw-68.0nnv din"ix= ra GABLE 1 1 Job Reference o 'on BOurM1elll T1u55. FL Pier®, FL, 34951 44 — 25-0 475 475 0!35 a-0 3-" 4x4 = Dead Load Deft. =1116 in 12 1x4 I 43 44 1x411 10 14 tx4 11 42 45 1x4 II 7 76 1X4 II 41 1X4 II 18 2a6 = 5 2x4 11 5x8 G 40 1 I 21 T 314 = = II 6.00 F,2 3 1 1 6 II 11 1 17 II 33 1 NOP2X STP= � 2 = n �j 1x4II 1 1. 2734 35 26 36 25 37 24 38 39 22 4 = 3x4 = 3x4 = 3x4 — 1x4 II 23 N0P2X STP= 3x4 11 3x4 = 1 25-0 7-15 I 11-8-11 I 1640 I W 20-0-0 475 475 475 Od-0 34A Plate Offsets MY)— 13:0-3.8 Edgel 19:0-2-0 04-M [I1:D 4.0 0-2-81 I20:0-3-0 0-"1. (28:0-2-3 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (hoc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.13 24-28 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.16 24-26 >999 180 BCLL 0.0 Rep Stress Inv NO WB 0.61 Hoa(CT) 0.03 23 n/a n/a BCDL 10.0 Code FBC20177IPI2014 Matrix -MS Weight 152 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP NO2 WEBS 2x4 SP No.3 + BOT CHORD OTHERS 2x4 SP No.3 JOINTS REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 23=04-0 (min. (1-1-8) Max Hom2-217(LC 32) Max Uplift2=530(LC 4), 23=-530(LC 4) Max Gmv2=851(LC 37), 23=1091(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 260 (Ib) or less except when shown. TOP CHORD 233=1558/940, 333=1490/925, 34=1140/651, 45=1140/651, 6-8=-1748/960, 8-9=174aM60, 9-11=-17481960, 11-13=275/547, 13-15=275/547, 15-17=2751547, 17-19=275/547, 19-20=275/547, 3-40=-3D4/246, 5-01=268/269, 7.42=253/289, 1042=220/270, 1043=225/296, 1243=192278, 1244=197l267, 1444=233/275, 1645=258/252 BOT CHORD 2-27=798/1398, 2734=1088/1945, 34-35=1088H945, 26-35=10B8/l945, 26-36=477/1023, 25-36=477/1023, 25-37=47711023, 24-37=477/1023, 2438=-477/1023, 38J9=-47711023, 23.39--477/1023, 22-23--322/156 WEBS 3-27=139Pt87, 6-27=908/321,11-26=.6631974,11-23=1398/658, 17-23=494/319, 15-16=287n00 Structural wood sheathing directly applied or 4-8-9 oc pudins, except end verticals. Rigid calling direly applied or 5-7-2 oc bracing. 1 Brace at Jt(s): 6, 11,17,13 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=5.0psf, BCDL=5.Opsh h=16f% Cat 11; Exp C; End, GCpi=0.18; MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed forvrind toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/IPI 1. 4) Provide adequate drainage to prevent water ponding. - 5) Al plates are MT20 plates unless othenvise indicated. 6) Gable studs spaced at 2-0-0 oa 7) This truss has been designed for a 10.0 psf bottom chord five load nonconcumint with any other live loads. 6) Provide mechanical connection (by others) of bumto bearing plate capable of withstanding 100lb uplift atjoint(s) except (jtAb) 2=530, 23=530. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. \\ tt 10) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated lcad(s)164 lb down and 157 lb up ati 'S ----- . / 60 Ib down and 71 Ib up al 2-9-15, 60 Ib doom and 7.1 Ib up at 5-0-12, 601b doom and 71 Ib up at 7-U-12, 60 Ib down and 71 tp �`c-" ,\GE)V$��` 9-0-12, 60 @ down and 70 fbop at 11-0-12, and 601b down and 71 Ib up al 13-0-12, and 60 m dove and 71 Ib up at is-0-12hx?top chord, and 147lb down and 124 lb up at 2-6-0, 69 lb dove and 6Ib up at 3-0-12, 69 lb dove and 61b up at 5412, 69 jb down -VI 64b 1 up at 7-0-12, 69 lb down and 6lb up at 9-0-12, 69 lb down and 6Ib up at 11-0-12, and 69 lb down and 6Ib up at 1 INI PE 76051 1 down and 6Ib up at 15-0-12 on bottom chord. The design/selection of such connection device(s) is the responsiblity of _ t C1o1) In thed LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). t I — Lo�6 `Ag�`5)Standard STA � // I /0NA' SSG\`,\\\ a� In55 N55 lype Y GrenaGNe MWG 4mmdn Spm C2 GABLE 1 1 Job Reference(o ' Baunion Huss. FL Pam¢, ram, 3asai StandaLd Vert 1-3=70, 22-30=20, 3-12=70,12-21=70 Concentrated Loads Ob) Vert 27=81(Ff 33=63(F) R ID:gk72aeHo wygRu35gC10rgTyMFN(-iCFRYhh3MCcUpF2G7J151Z AetDIG_Idiff fjyliaQ z PE 7605 ( t STATE"OF /x���5•`s/DIVA job Truss iruss iype GlBlratline NNra&Grmu?rro-S C3 Common IUW 1MY i 1 Job Reference (optional Soumem Truss, FL Pie.; FL, 94951 4x4 = Dead Load Deff. =1/8 in 7 6 NOP2X STP= 741-11 I 9S0 F 15-00 7�71 1-105 5-0-0 314 = Plate Offsets (X,Y).- 11:0-1.4 0-0.2) LOADING(psf) SPACING- 2-04 CSI. DEFL. in 000) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ved(LL) -0.08 7-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) .0.18 7-10 >510 ISO SCLL 0.0 Rep Stress Ina YES WE 0.19 Horz(CT) 0.00 5 nfa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 79 lb FT=20-A LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BOT CHORD 2x4 SP No2 and verticals. WEBS 2x4 SP No.3 + BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. An bearings 9-84 except at -length) 5=0-8-0, 6=034. lib) - Max Horz1=255(LC 8) Max Uplift All uplift 100 lb or less atjomt(s)1 except 7=3110-C 8). 5=114(LC 4 6=133(LC 6) Max Grav Ali reactions 250 lb or less at joint(s) 6 except 1=323(LC 1), 7=725(LC 1), 5=284(.0 1), 1=323(LC 1) FORCES. lib) - Max. CompJMax. Ten. -All forces 250 0b) or less except when shown WEBS 2-7=442/311 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7.10: Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0pst h=16f ; Cat It; Exp C; End., GCpi-0.18; MWFRS (envelope): porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) An plates are MT20 plates unless otherwise indicated. 4) This buss has been designed for a 10.0 pat bottom Word five load nonconcurlentwith any other live loads. 5) Provide mechanical connection Dry others) of truss to bearing plate capable of withstanding 100lb uplift atjoim(s) 1, 1 except (It -lb) 7=311. 5=114,6=133. LOAD CASE(S) Standard GENS��.`7��i� / PE 76051 `\1 / - I M t - a 1 STA / t 1- g-1 /4a7 ion 1russ russ lype Grenadine MWasGreneitneSpee = Diagonal Flip Miler 1 1 Job Reference 'oral aOUVoln Tluss. FL Pierre, FL. 3851 Mm:a[we uc[n cola runt a.cwswnea�a ranee nvusares, me a 'e=, ID:aMa?BA1H4g199LLyLzaO -2-9-15 2-8-7 2-9-15 ( 2-6.7 LOADING(psl) SPACING- 2-" CSL DEFL in Qoc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.02 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.02 4.9 >999 180 I BCLL 0.0 Rep Stress Ina NO WB 0.00 Hom(CT) 0.00 2 n1a n1a SCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight 17 to FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly app8ed or 2-8.7 oc purlins. BOT CHORD 2x4 SP No-2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-10-15 (min. 0-1-6), 4=Mechanical Max Ham2-122(LC 20) Max UpLft3=-41(LC 17), 2=335(LC 4). 4=76(LC 17) Max Grav3=69(LC 20), 2=3a6(LC 1), 4=99(LC 20) FORCES. (to) - Max. CompJh4ax. Ten. - All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opsf, h=16ik Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed forwind loads in the plane of the truss only. For studs exposed to vdnd (normal to the face), we Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable studs spaced at 2-0-0 oc 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 vAthstanding 100 to uplift at joint(s) 3,4 except Qt=1b) 2=335. 7) Hanger(s) orother connection device(s) shall be provided sufficient to support concentrated load(s) 26 to down and 25 Ib up at 1-6-1, and 103 to down and 128 lb up at 1.6-1 on top fiord, and 8 lb down and 16 to up at 1.6-1, and 4616 down and 93 to up at 1.6-1 on bottom chord. The designiseledion of such connection device(s) is the responsibility, of others. 8) 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 lnaease--1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1J=70, 4-7=20 Concentrated Loads Qb) Vert 10=53(B) 11=44(F=7, B=51) \\\\\\A\ Mi_E31 GENg�.`��ii PE 76051 STATE'05 - I ¢ ` ORID p N59 Ns5 Type Y Gmadim MW686GIanadno-Spn CJr Oiagaml trip G"uda 5 1 o Job Reference 'oral 5oud" TN9a, ft pwom F.3Gn51 nun:... w.i a,o".--.w..—a . a•.••.y�.•••- ••• ID:gK72aeHc wygRu35gO01gTyMFnX-pbNC4JjJuF C2YCfg)IGaZZxruaAzV4gVD9L�yLzaO -2-9-15 F 6-0-10 I 9-95 ' 2-&15 6-0A0 3$-11 LOADING(psf) SPACING- 2-M CSI. DEFL in Ooc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.75 Ved(LL) -0A4 7-12 -828 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.14 7-12 >840 180 BCLL 0.0 Rep Stress Inc NO WB 0.30 HOR(CT) 0.01 6 Na We BCDL 10.0 Code FBC2017trP12014 Matdx-MS Weight 47lb FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 5.2-14 oc pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceirmg directly appried or B-3-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 _ REACTIONS. (sae) 4=Mechanloal, 2=0.10-15 (min. 0-1-8), S=Mechanical Max Hom2=320(LC 4) Max Uprdt4--122(LC 4), 2-461(LC 4), 6=266(LC 6) Max Gmv4=124(LC 17), 2=671(LC 31), 6=476(LC31) FORCES. Ob) -Max Comp./Max Ten. -AO forces 250 (lb) or less except when shown. TOP CHORD 2-13=-8221365,13-14=7511364, 3-14=6991365 BOT CHORD 2-16-487f/27, 16-17=A871727, 7-17=4871727, 7-18=4871727, 6-18=487f727 WEBS 3-7=-61296, 3-6=850r569 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.tlpst h=16fk CaL It; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) Refer to girder(s) for lass to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of vAthstanding 100lb uplift atjoint(s) except (I1=1b) 4=122. 2=461, 6=288. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)139 lb down and 136 lb up at 151, 139 to down and 138 lb up at 1fi1. 108 lb down and 104 to up at 44-0. 108 lb down and 104 lb up at 44-0, and 175 lb down and 188 lb up at 7-1-15, and 175 lb down and 188 lb up at 7-1-15 on top chord, and 45 lb down and 96lb up at 1-6-1. 45 lb down and 96 Ito up at 1S1, 361b dawn and 3 to up at 44-0, 36 to down and 3lb up at 44-0, and 59 ib down and 271b up at 7.1-15, and 59 lb down and 27 lb up at 7.1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as from (F) or back (B). LOADCASE(S) Standard 1) Dead + Roof Live Okdanced): Lumber Increase=1.25, Plate Incrsase=1.25 Uniform Loads (pit) Vert 14--70, 5-16=29 Concentrated 133=1160E )57, 8=57)15=75(F=38, B�38)16=107(F=53, B=53)18=54(F=27, B=V) \�\Qe VXCEN& 7 PE 76051 — -a t scar �-P� i0 c� :�<ORIDP: eTruss 1russ lype y Gremadne MWGBGmna4i�Spec CJ21 Diegahui Kip Grier 1 i Jab Reference (opfonall 3!u T., Ft Pierce, FL, 34951 LOADING(psf) SPACING- 24)-0 CSL DEFL in Qoc) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.75 Vert(LL) 0.05 7 >903 240 W20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.05 7 >999 180 BCLL 0.0 Rep Stress Ina NO 1NB 0.00 HOR(CT) 0.02 3 nha Na BCDL 10.0 Code FBC2017IMM14 Mabbc-MP Weight 21 lb FT = 201% LUMBER- BRACING - TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 3-115 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceffing dbe* applied or 10-0-0 ac bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanicei, 2=05.11 (min. 0-1-8), 4=Mechanicel Max Horz2=144(LC 4) Max Uplift3=36(LC 8), 2=378(LC 4), 4=-00(LC 17) Max Gmv3=41(LC 31), 2-464(LC 1). 4--W(LC 20) FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.0ps$ BCDL=5.0psf,, h=-tBig Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nortcencerrentwith any ocher five bads. 3) Refer to girder(s) for thus to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 3, 4 except (It --lb) 27378. 5) Hanger(s) orother connection device(s) shall be provided sufficient to support concentrated bad(s) 28 lb down and 28 lb up at 1.6-1. and 108 lb down and 138 lb up at 1-6-1 on top chord, and 8 lb down and 16 lb up at 1-6-1, and 45 lb down and 96 lb up at 15-1 on bottom chord. The designtselection of such connection devices) 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=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-3=-70, 4-7=20 Concentrated Loads (lb) Vert 11=57(B) 12=47(F=7, B=53) PE 76051 t 1 AI � ZZ -O t STATE135' f �` x 1j-re-ID14V�� �'�� � n� Joe MSS Iruss lype Grene6ne MwCdGMnadinesp CJ26 Diagonal Hip circler Jury IFiy 7 1 Jab Reference (optional SOW,em T., FL Pierce, FL., 30.951 34-15 34-15 Plate Offsets (X Yl— 12:0-4-1,Edge1 15:0.23,04-81 LOADING(Psf) SPACING- 2-0-0 CSI. DEFL in (Ioc) Wag Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) .0.05 4-9 >809 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.52 Vert(CT) 0.05 4-9 >B64 160 BCLL 0.0 Rep Stress tna NO WB 0.00 Ho2(CT) 0.00 2 Na Na BCDL 10.0 Code FBC2017trPI2014 Matdx-MP Weight 19 he FT = 201% LUMBER - TOP CHORD 2x4 SP No2 GOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=10echanical, 2=0-10-15 (min. 0-13), 4=11rlec ianical Max Ho22=160(LC 20) Max Uplifi3=82(LC 8), 2=341(LC 4). 4=96(LC 17) Max Grav3=83(LC 27), 2=349(LC 31), 4=107(LC 20) FORCES. 0b) - Max. CompJMax. Ten. - Al forces 250 (Ib) or less except when shovm. BRACING - TOP CHORD Structural wood sheathing directly applied or 34-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Volt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16% Cat Il; Exp C; Part End., GCpi=0.55; MMRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed forwind loads in the plane of the toss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVIPI 1. 3) Gable studs spaced at 243-0 00. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) Referto girder(s) for toss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 m uplift at joint(s) 3,4 except (1t--lb) 2-341. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)139 ID davm and 138 lb up at 151, and 139.It, dovm and 138 lb up at 1-6-1 on top chord, and 45 lb down and 98 lb up at 157, and 45 to dawn and 96 lb up at 1-6-1 on bottom chord. The designlseleclion of men connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, leads applied to the face of the toss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert 13=70, 4-7=20 Concentrated Loads (b) Vert 10=115(F=57, B=57) 11=107(F=53, B=53) Truss Truss Type Oty - Pty Grenedne MWBaGrenadneSpae J1 Jark-Open 13 t I Job Reference foptiona0 SouViem Tvss, K Pieme. FL, Usel 1N Plate Offsets (X.Y)- [2:044,Edge], 15:0-23,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Ildefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.33 Vert(LL) -0.00 9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.06 Vert(CT) 0.00 9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) .0.00 4 nfa We BCDL 10.0 Code FBC2017rrPI2014 Matn-MP Weight 10 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (sae) 3=Mechanicel, 2=0.8.0 (min. 0-1-6), 4=Mechaniral Max Horz2=76(LC 8) Max Upfift3=39(LC 1). 2=160(LC 8), 4=-68(LC 1) Max Gmv3=27(LC 10). 2-340(LC 1). 4=45(LC 4) FORCES. Qb) - Max. CompJMax. Ten. -AO forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing direc0 applied or I-M oc pudms. BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing. NOTES- 1) Wind:.ASCE 7-10; Vuh=160mph (3-second gust) Vasd=•124mph; TCDL=5.Opsf; BCDL=SApsf, h=16ft; Cat 11; Exp C; Part Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) A5 plates are MT20 plates unless otherwise indicated. 3) This buss has been designed for a 10.0 psf bottom chord live load noncencunent with any other five loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others), of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 4 except at --lb) 2-160. LOAD CASE(S) Standard PE 76051 �7 i t i� ` STAT ,O\ •��ORVDP���Ci�� job I runs typeJett, CKenemre MWe&Grenedin.SW JfA Jad-0pen 9 1 Job Refen'nce -- ufmusmea, nn me Nov 4 W:.laa93m8 ID:gIa21eH11vygRu35gO0igTyMFnX-EA2Kc0®pgEnvpwEMrtGOCBF¢3SMO1XUVfSpyxyva� W= t-a6 I tad Plate Offsets MYI— f1:0.14,Edce1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.01 VMt(LL) -0.00 6 >999 24G MT20 244M 90 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 6 >999 180 BCLL 0.0 Rep Stress Ina YES NB 0.00 Horz(CT) -0.00 2 are ala BCDL 10.0 Code FBC2017IM2014 Matra -MP Weight alb F"T=20% LUMBER- BRACING- TOPCHORD2x4 SP N0.2 TOP CHORD Structural Wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceTng directly applied a 10-0-0 oc bracing. REACTIONS. (sae) 1=0-8-0 (min. 0-1-8), 2=Mechanical, 3=Mechanical Max Harz 1=35(LC 8) Max UprdU=15(LC 8), 2=25(LC 8), 3=10(LC 8) Max Grav1=46(LC 13), 2=31(LC 13), 3=21(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - Ali forces 250 Qb) or less except when shown. NOTES- 1) Wad: ASCE 7.10; Vutt=160mph(3second gust) Vasd=124mph; TCDL=5.W, BCDL=S.Opsh h=16f ; CaL II; Ecp C; ParL End., GCpii=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) An plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandng 100 Ib uplift at joint(s) 1, 2, 3. LOAD CASE(S) Standard r .. ion I russ MWE&GreneCmeSpec J3 manjurngxT uwus M O rue rvevay&HgrZorn Jy r ID:gk72aeHo vy9Ru35gO0rgTyMFnX-iMcjpkmgnTMeXAVWZOV7AkLYV5Py5digi78NUNyUaK -20-0 3-0-0 3" ann A Plate Offsets (X.Y)— f2:0-64 0-0-101 15:0-23.0-0-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Uden Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.33 Vert(LL) -0.01 4-9 "99 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.06 Vevt(CT) -0.01 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(CT) -0.00 3 n1a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight 16 lb FT=20% LUMBER - TOP CHORD 2x4 SP NO2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP N0.3 REACTIONS. (size) 3=Mechar ical, 2=0-&O (min. 0-1-8),4--Mechanical Max Hors2--146(LC 8) Max Upii83=78(LC 8), 2=137(LC 8) Max Gmv3=86(LC 13), 2=328(LC 1). 4=45(LC 3) FORCES. cab) - Max. Comp./Max Ten. - All forces 250 (lb) or lass except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 on pudins. BOT CHORD Rigid calling directly applied or 10-04) oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf, h=161k CaL 11; Exp C; Part. End., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) AO plates are MT20 plates untess otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumerd with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connec0on (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 3 except at4b) 2=137. LOAD CASE(S) Standard ow I I l i 111111M. E34 J PE 76051 �I p` S ST ��OR(DP.G��t'���J y Y 1 Job cuss Imes lype Grcudine LKW- ad �spw- MA Jack-OPM jury 1MY 1 1 Job Reference (opflongD 6outn9m Tr . FL Piece. FL. 34951 K. 81 s Oct 212019 Pnirt 9230 s Oct 212a18 M,Tek i..Mm Inc T. N. 6 o :=1I 2018 Paye 1 ID:gk72aeHo wygRu35gOOMTyMFnX4Mc)pkm�TMeXAVOvZOVZOIOmSOASftr1BNU4=K 3-0-0 i 3bO 214 = it Plate Offsets MY)— r1:0-1-4 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TG 0.12 Vert(LL) 0.01 3-0 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 3-0 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.00 Hom(CT) -0.00 2 n1a n1a BCDL 10.0 Code FBC2017fTP12014 Mahbc-MP Weight 10 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structure] wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (sae) 1=0-e-0 (min.0-1-8),2=Mechanim43=Mechamral Max Ho¢ 1=105(LC 8) Max Upliftt=48(1-C 8), 2=91(LC 8). 3=12(LC 8) Mm Grav1=139(LC 13), 2=105(LC 13). 3=57(LC 3) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exmpt when shovm. NOTES- 1) Wnd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf, BCDL=S.Opsf, h=16$ CaL It, Exp C; ParL End., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) AD plates are MT20 plates unless otheiwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live Icad nonconcumem with any other five Inds. 4) Refer to girder(s) for truss to truss connections. -5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoird(s)1, 2.3. LOAD CASE(S) Standard nss fuss lype Gaenalm MWG&GrenatineSpec JS J -Open JW IPIY 8 1 Job Reference o 'onal Soupwn Tn=, FL R , FL. 31951 Plate Offsets MY)- 12:034,Edge1, 15:0-2-3,0-0-61 LOADING(pst) SPACING- 2-0-0 CSI. OEFL- in 00c) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.05 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 024 Vert(CT) .0.06 4.9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 HoM(CT) -0.00 3 n1a n1a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight 22 lb FT=20% LUMBER. TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No-2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=8-8-0 (min. 0-1-8),4--Mechanical Max Hom2-217(LC 8) Max Upri83=151(LC 8), 2=159(LC 8), 4=4(LC 8) Max Gmv3=169(LC 13), 2=397(LC 1), 4=89(LC 3) FORCES. (Ib) - Max. Comp.lMax. Ten. -All forces 250 pb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 104) 0 oc bracing. NOTFS- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=5.Opsf; h=16ft Cat II; Exp C; ParL End., GCpi=0.55; MWFRS (emelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to trM connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 51 uplift atjoint(s) 4 except Wb) 3=151, 2-159. LOAD CASE(S) Standard EMS�` j PE 76051 "O It STA e rn5& NS& ype GMadiim MweBGrenaolv�Spee JSA JatleOpen 1 7 Job Reference (optional) aawnrm I vas, r1. rrelre, rc, :Meal Run Nw s O 21 2016 MM B.23a s W 212018 AIiTeM lvlwines,'n Tue Nov 60&30:192018 pag¢ 1 ID.gk72aeHa wygRu35gDOrgTyMFnX-AYA514nS.= K%TGwk6dGVK:ltGr1X'Z TW .1l 6-00 5 a0 I 2x4 = Plate Offsets (X.Y)- 11:0-1-4 Ednel LOADING(pst) SPACING- 240-0 CSI. DEFL in (be) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.39 Vert(LL) 0.07 3-6 >905 240 MT20 244I190 TCDL 15.0 Lumber DOL 125 BC 0.31 Vart(CT) -0.07 M >816 180 BCLL 0.0 Rep Stress Inrr YES NB 0.00 Horz(CT) -0.00 2 We We BCDL 10.0 Code FBC2017fM2014 Matex-MP Weight 161b FT=20% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 REACTIONS. (size) 1=0-8-0 (min.0.1-8). 2=MedlanicaL 3=Mechariral Max Horz1=176(LC 8) Max Upldt1=81(LC 8), 2=159(LC 8), 3=13(LC 8) Mm Gmv1=233(LC 13), 2--180(LC 13), 3=96(LC 3) FORCES. Qb) - Max. CompJMax Ten. -Ali forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purtins. BOT CHORDRigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.Opst BCDL=S.OW,, h=16Q Cat 11; Exp C; Part End., GCpi-0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) AD plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psi bottom dlord live load noncancunentwith any other litre loads. 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(&) 1, 3 except Cg=Ib) 2--159. LOAD CASE(S) Standard Jot, 11russ luss I We Wry PryGrenadine mvv-6 renadineSpec n 11 aCr-0pm 17 1 .. Job Reference(ogbonall TeasRP, ,ertx, FL, %951 R. 6230a0 212018 PI{11C 8230s04212916 MRek Indusales, N Tue Nov 608319 NIB page 2� ID:gk72ae0H-0o WygRu35gO0rgTyMFn7CdkTE0o4TSdMmTfp1 Pz rpbMGzO=CRgUZGyLxal i 2-0-0 l 741-0 —' �S= I Dead Load De1L - 118 in Plate Offsets (Y YI- f2:0-6-4.0-0-101 I5:0-2-3 0-0-M LOADING(Psf) SPACING- 2-04 CSL DEFL in Qoc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.76 Vert(LL) 0.20 4-9 >409 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.55 Vert(CT) -024 4-9 >348 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 H=JCT) -0.01 3 We Na BCDL 10.0 Code FBC2017ITP12014 MatPoc-MP Weight 281b FT = 201/. LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (sae) 3=Mechanlcal, 2=0-S-0 (min. 0-1-8), 4--Mechanical Max H=2=288(LC 8) Max Uprfi3=221(LC 8), 2=188(LC 8), 4=9(LC 8) Max GMV3=248(LC 13), 2=478(LC 1). 4--131(LC 3) FORCES. pb) - Max. Comp.IMax. Ten. - All forces 250 Pb) or less except when shovm. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins. 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=5.Opsh BCDL=5.Opsf, h=16$ Cat II; Exp C; Part End., GCpi=0.55; MWFRS(envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This taus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other We loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wiMstanding 100 Ib upfrft at joint(s) 4 except (It--Ib) 3=221, 2=188. LOAD CASE(S) Standard N, i PE 76051 �\ x STATON �i/ -,4ORI�P�\��G��� L //�NAi �,0?G ���\ Job Truss Iruss lype Ply Grenatlim MVA eG adneSpec J21 Jad�OM Grder 1 job Reference (optional) SoutKm hnm,tr. rierca, tom, 398]1 R=RM0 a OG212018Prkx:8.MQGW21201807ekl Mua m Ix Tue Nov 6Oa30202018 Pe8e1 ID:gk72asHc wygRu35gOOrgTyMFN(-6xldtmdEOIDOdE7ahy--... —.--6R--.-, is I 2-1" 2 10S LOADING(pst) SPACING- 2-0-0 CSL DEFL In (too) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC OA3 VerttU) 0.02 3.5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 Be 0.86 Vert(CT) -0.03 3-5 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) 0.00 3 We n1a BCDL 10.0 Code FBC2017fM2014 Mat" -MP Weight 12lb FT=2WA LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural mod sheathing directly appled or 2-10-0 oc pufins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid celing directy applied or 84 -9 oc bracing. REACTIONS. (size) 1=04.0 (min. 0-1-8), 2=Mechanical, 3=Meohanical Max Ho¢ 1=70(LC 21) Max Upl!fH=297(LC 8), 2----69(LC 8). 3=115(LC 8) Max Grav1=1254(LC 1). 2-159(LC 1), 3=481(LC 1) FORCES. (th) - Max Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=S.Opsf; h=16ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconahnent with any other live loads. 3) Refer to girder(s) for truss to buss connections. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandng 1GO lb uplift at joint(s) 2 except Wb)1=297, 3=116. 6) Hanger(s) or other connection device(s) shall be provided suf8dentto support concentrated loed(s)1642 lb down and 407 Oh up at 0-11-4 on bottom chord. The design/selection of such connection devlce(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or bark (B). LOAD CASE(S) Standard 1) Dead + Roof Uve (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=70, 1-3=20 Concentrated Loads (1b) Vert 5=1642(F) PE 76051 \ p STA /ONR'��G�\\\\ 1 Job Ifuss 1russ lype GreOa MW684re dn"Pec as Jad-0( e ] 1 Job Reference (optional) aowiem i rvss, r� r,enE, rL,:Me]1 Nwc 8230 S W 21 =10 P = 0 2M a W212018 MRek hMastr M IM Tue Nw 6 08:3020 W18 Paga 1 ID:gk72ae4c wygRu35g001gTyMFnX.eslrPm''EOIDOdElahyCB2MSIfOmIC06R5015i =1 2-00 2S0 2-0-0 i 2-6-0 ' Plate Offsets (X,Y)- 12:0-8-4.0-0-101. (5:0-2-30-04M - LOADING(psf) SPACING- 2-0.0 CS]. DEFL in Qco) Udell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.33 Vert(LL) -0.00 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 SC 0.05 Vert(CT) -0.00 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES VJB 0.00 Hom(CT) 0.00 2 Na Na BCDL 10.0 Code FBC20171rP@014 Matrix -MP Weight 14 th FT = 20 % LUMBER - TOP CHORD 2x4 SP Not SOT CHORD 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2-0-8-0 (min. 0-1-8), 44Aechani al Max Hom2=128(LC 8) Max Up[dM--59(LC 8), 2=135(LC 8) Max Grav3-64(LC 13), 2--31WC 1), 4=34(LC 10) FORCES. Qb) - Max. CompJMax Ten. -All faces,250 Qb) or less except when shown BRACING - TOP CHORD Structural mod sheathing directly applied a 2-6.0 oc purlins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vu1f=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16f ; CaL 11; E xp Q. Part Pstl., GCpi--0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconarrrerdwifh any other We loads. 4) Refer to girdef(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except &--lb) 2--135. LOAD CASE(S) Standard 3GENg''.`��/i PE 76081 tt a 1 STATE OF r o �i/ ����<ORIDP'����� Job N5a I Wes lype Cry ply G amrre Mw'G6Grenalincspee V2 Val6y 9 1 Job Reference o 'onal owurem i ruae, rr. nw®, rl, :wnar R,m: e230 s Ocl2r 2a18 Pmrta230 s Op121 2a16 MRek InEuatrirs, Ix Tue Nw a Oa:30:21 2019 Papa 1 I1):gk72 Mc wygRu35gO0rgTyMFnXa7sDf6pKW4?npB80TRJFuoj3 i11 g19ad8yLzaG 2-0-0 2-0.0 2x4 4 LOADING(psf) SPACING- 2-0-0 CSL DEFL in floc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) Na - Na 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - Na 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a Na BCDL 10.0 Code FBC2017rrP12014 Maboc-P Weigh[ 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=2-0.0 (min. 0.1-8), 2=2-0-0 (min. 0-1.8), 3=2-0-0 (min. 0-1.8) Max Horz1=35(LC 8) Mak Upflftf=12(LC 8), 2-36(LC 8) Max Gmv1=62(LC 1), 2=48(LC 1), 3=28(LC 3) FORCES. flb) - Max. CompJMax. Ten. - All forces 250 flb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-04 oc pudins. SOT CHORD Rigid willing directly applied or 10-D-0 ac bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Dpst, BCDL=5.0psf, h=16f ; CaL 11; Exp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other five loads. 4) Bearing atjoim(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 stjoint(s) 1, 2. LOAD CASE(S) Standard PE 76051 _ i l I_ �-O t STA l � 0ORI 'ONAi SOUTHERN TRUSS Project /nfonnatlon: Job Number: JIBOD455 GHO Homes Southern Truss Meadowood Lot-68 2590 N. ings Hwy Address Lot sfi Fort Pierce, FL 34951 Cm; ST; yp, (772) 464-4160 ` Fax: (772) 318-0015 Port Saint Lucie, FL v'eneral Truss Engineering Criteria & Design Loads. BuBd®g Code end Chapter: FBC20171TP12014 cemputorpmgram Used: MiTsk Version: 8.23 Oct 2 Gr4Nty: G—jol 45.0 psf ROOF TOTAL LOAD N/A wind BuUdhg authority: 160 mph from MWFRS(Envelops) ASCE 7-10 (Low Rise) St Lucie County Nm Data Truss IDS 1 11A6118 Al 2 11A6/' S A2 3 111MIS A3 4 11A6M8 A4 5 11A618 AS 6 11ID6M8 A6 7 11AB118 A7 e 11I M8 AS 8 11A618 A9 10 11ABM8 A10 11 11A6M8 A11 12 11A618 Al2 13 11MM8 A13 14 111D6118 A14 15 11A S A15 16 11A6M8 A16 17 11MMS A17 18 11/D6118 A18 18 111MM8 A18 20 1,/06Ms A20 21 11ABM8 A21 22 ,1A6M8 A22 23 11A6M8. A23 24 11A6M8 B1 25 11A6M8 B2 26 11A6M8 a3 27 1156M8 B4 This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sealing each individual sheet An Index sheet of the truss designs is attached which is numbered and with the indentification and date of each drawing. Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 Na Dale buss IDS 28 17/D6n8 Cl 29 11A6118 C2 30 11A8/18 C3 31 11A6M8 CJ2 32 11/DSMS CJ7 33 11A6M8 CJ21 341 11106M8 I CJ26 35 11A S J1 36 111me J7A 37 11MIS J3 38 1110SM8 J3A 39 11A6M8 JS 40 11A618 J5A 41 11IMS J7 42 11MMS J21 43 17AN18 J20 44 11A6M8 V2 451 11A6M8 I V4 JAN 0 2 M19 M 0 TYPICAL DETAIL CG CORNER. - HIP ---NOTE:—NDS=ttat`onal—Design Specifrctlons ALLOWABLE —REACTION —PER JOINT - for Wood Construction. 132.5# per Nail (D.O.LFactor=1.00) 0 up To zss$ = 2-1sa NAILS REgD. nds toe nails only have 0.83 of UP TO 394# = 3-16d NAILS REQ'D. -lateral Resistance Value. ILM III -II -II -II -II 12 s0 SO s® use 2-16d toe nail Typical jack 45'—C—��--- — attachment TYPICAL CORNER LAYOUT CORNER .LACK GIRDER use 3-16c toe nail L 2-16d Typical Hip —jack• attachment CHORD 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 — — — — — — — I 3-16d nails I — — — — — BC — — — — — —— I 2-16dnails I — — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — —— BC — — — — — —— I 2-16d nails ———— SOUTHERN MINIMUM GRADE OF LUMBER LOADING (PSF) sDt INca.: aox FHC2017 T.C. 2x4 SYP 2 . TOP 20 0 WEB 2t4 SYP 2 BDT1aM 00 10 WEBS 2x4 SYP Na3 SPACING 24• D.C. Fort Pierce Division TRUSS 2590 N. Kings Highway Fort Pierce, FL 34951 COMPANIES (800)232-0509 (772)464-4160 hem//�.utnmm� Fax:(772)318-0016 BriSn M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Specific ions ALLOWABLE -REACTION -PER JOINT for Wood Construction. 132.5# per Nail (D.O.LFactor=1.25) UP To 2ss = 2—t6d NAILS REQ'D nds toe nails only have 0.83 of Q UP TO 394# = 3-16d NAILS REQ'D lateral Resistance Value. 12 use 2-15d toe nail TC & Be. Typical jack 45' attachment CORNER JACK GIRDER use 3-1 F toe nail I TYPICAL CORNER IAYOUi & 2-16d Typical Hip -jack' attachment CHORD 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 - - - - - -- 2-16dnails - - - -- TC - - - - - -- 3-16dnails I - - - - - BC - - - - - -- 2-16dnail! ----- HIP JACK GIRDER (CJS) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - -- 2-16dnails --- IIMUM GRADE OF LUN T.C. 2a4 SYP $2 B.C. - 2x4 SYP 2 WEBS 2x4 SYP Na.3 LOADING (PSE L D TOP. 2D BOTMM DD 10 SPACING 24' O.C. SOUTHERN Fort Pierce Division TRUSS 2590 N. Kin,9FLH g4951, FortCOMPANIES (800)232-0509 (772)464-4160 ht1R//w .sau%ernb som Fax:(772)318-0016 Brian M. Bleakly Struck Eng #76051 2590 N. Kngs Highway, Ft Pierce, FL 34951 772-464-4150 m c S Hangers Face Mount Hanger Charts M iTe W . . :• Joists-M lisp,..MIN stackNa' Aef. Na Gauge nGnensians fin} '' Fastmrm5rJleduiex� ... OF/SP ADmnahle Loads �. _ . "_ - Catle' `. -Ref.. ibadat Joist .:. W- H D A Max 'Nall ft _ .. Hall Flom Roof UpGR' 100% 115% 125% 160%' M JL24 W24 20 1-9/I6 3 1.112 15/I6 _ 4 10d 1 2 1 10d x l-12 .470 1- 540 j 580. - 320 S. R5, F2 4 16d 1 2 tOd x 1-12 560 1 640 1 695 1 320 : JL24F-R — iB 1-9/i6 3-118 1-12 — _ 4 IDd HOG 2 1Ddx1-112HDr 465 535 5801. 280 31, M. F32 4 16AHDS 1 2 ( 1Odx1-12 NDS 550 615 615 1 280.. 2x4 JU524 WS24 18 1.9/I6 3-1/8 1-3/4 1 4 10d 2 ( 10d '675 775 M- 510' 7 SUH24 U24 16 1-9716 3-114 2 1-3116 — 4 10d 2 T 1odxl-12 500 .5601 fia5 380 S. 4 16d 1 2 1 10dxl-12 590 66517201 38D. H026 HU26 14 1-9116 3-12 2-12 1-1/8 4 16d 2 ( 4 t0dz1-12 615- 'fi95 745- "365•- R5, F2 Max 615. 695 745 I S85 :`: .926 - .IIM ,` = 20 11Y16 :4�/4 i-7/2 75n6.:, :�6 -. YOB 4r ='10dxTIJ2 710 -805 870 - 650..- 6: 16d 4'. t'.=.�Y0dz7-72'... ::840 1 960' 7045 650 . i_. .R26�R,• ,. .. �WL1!6Z :. :....:. 78'. .:. 1-9p6 - 472` _;.. 112 i. i-'_.'.. - 6 100 HD6 d -70dz Y=12HD6.:695' -800 :870 730,. 31, R7, F32 6'- 16d HMG , 4' 10dx1.12HDG 830 950` 7035 730r- - "']U826 ` : LLIS25 it 18. 11-MO 413116 1414 3'` -. [: ' 4, . ' 18d. 4 ; _ ` 10d i 878 1000 1080 1115'1 S. R5, F2 MGM— `MUS26 18,: 1-9/I6 54116 2 t ^ � 6" •70d 6 . - ,':7Qd. �. 7285 1475 16051 -865' - 31, Rl, F32 2z6µ gUH26 - Jl'L6 - .. .... -- 16_ :. 13M6 5-018.` 2 1-3116 -r . _ 6 -10d '4 ' . 10dx}72 750 840 9101 '755 " 78 I'.'78d_ 4 -`10dx1-12: '880 1000 f080.755 :HUS7b , - 98L525 :'16.. 1-SIM, 5.7/16. _3 2=.. — '14 :.. 16d • fi -' '16d 2760 3740 3345 1925 ;.: HD26 • I1U26; 14,' 1-9/16 4412 212 ilia wn d ' 16d' 2 10dx1-12 - 615 .695 745- •365•' S, R5, .Max ' 4 615 695 .7d5. j -59fi HD28 ' 'HIMS 14 �- 1-Me 5-1/i 212 ' 1-11B Min 8""t6d ' `10d 4 - '10dx1=12 - 1230 ISM 1490.1 780, F2 1230 139011490. SM X26 LU26 20 1-9/16 4-3/4 1-12 15116 — 6 4 ( 10dx1-12 710 8051970} 650; 6 16d 4 ( 10dx1-12 96011045 65C JL26ULTZ LUC26Z 18 106 4-12 1-12 — _ 6 10d HD G 4 j 10dx1-12g OG ,695 800 ,:970. -73V 31, R7, I F32 6 16d HDG 4 10dx1-12HDG •830 950 1 1D351 730 an LU28 20 1-9116 G-W 1-12 15/16 _ 10 'od 6 10d x l-12 1180 -1295 11295 j - 855 S. RS, F2 10 l6d 6 10dx1-12 14M 1000 17401 855- JL281F-R — 18 1-M6 6-1/8 1-1/2 — — 8 10d HDG 4 10dx1-12HDG 930 1065 1190 730 31, R7, F32 8 16d HDG 4 10dxl-1/2HDG �1105 12151.12151` 730 JU526 LUM 18 1-WIG 4-13M6 1-3/4 1 — 4 lad 4 1 10d 070 10001 1080 1115 JU528 LlIS28 18 1.9/i6 6-5/8 1�/4 1 1 6 106 4 10d 1110 1270 1375 1115 : ,. 5 2x8 MUS26 MLIS26 18 1.9/i6 SAM 2 1 — 6 10d 6 10d 1295 1475 1605. 80 31. R1, MIIS28 MUS28 18 1-9/i6 7.1/I6 2 1 8 lod 8 10d 1710 19701:214D i. 723D'- F32 SUM U26 16 1.9/16 5-1/8 2 1-3116 _ 6 10d 4 1(ldxl-12 .750 840.1 910- - 755 ' 6 1 16d 4 10dxl-112 880. 1000 logo),- 755...'. SUR28 — 16 1.9116 6-5/8 2 1-3/lfi _ 8 106 6 10dxl-12 1000 112011210' Boo 8 16d 6 10dz1-12 7175 1335 1440' 800 HUSZ6 HUS26 16 1.% 5-7/I6 3 2 — 14 IN 6 16d 2760 3140 3345 1925 5 1111S2B HUS28 16 1-5/8 7-3/16 3 2 — 22 16d 8 16d 4170 4345 43451 2570- H, HDZ8 HU28 14 1-M6 5-1/4 2.12 1-1/8 Iffio a 16d 4 10dxl42 1230 1390 1490 .780.- F2 Max 6 123D 1390 1490 825 HD210 HU210 ' 14 1-9/16 7-3116 2.1/2 1-1/8 Min lU 16d 4 tUdxl-12 1540 1735 1865 780- Caen 14 6 .21<a 2430 2610 1170 1) Uplift loads have been Increased 60%flu wind or seLsMo loads; no Nrtheririaesse shall be permitted 2)16d Nnkm (0.148 dia x3-1/4' long) maybe Used at 0.84 of Ore fable load where 16d communs are q=Med ]hls does rot applyto JUG, HUS, MUS slaninall hangers 3)FmJUS,NUS, aril MUS hangers: We mug be driven at a30'm 45argilethmugh fhejoal mtruss late the heade to adaeve the table bads 4) NAM IN x 1-12' uallsare 0.148' dia. x 1-12' Wig, 10d mds are 0.148' dia. x 3° long, 16d naps are 0.16Y da. x3-12° long. Newproduds m updated pn: u Infamallan am designated In blue met Corrosion Finish UStamless Steel Mold Coat EEHDG Wiipie Zinc 112 Cordlnued on next page Copydght O 20l8 MITek Industdee, Inc. All Bights Reserved R f F, 491 Is 7 .. ucisam 2m M m" 3�v��35d�3�H�6R"�I�5 a m�v11 �m RN V vg L° �-• r v N N N N C¢ OOO� yNgg 'FFO flO F&W� r.� ' r � r R sf •:. Np Np P P Pyb OVvW Yp Y P P b Qg1O Qy�O OC�O P b YV (yO Q1pfp Pv1p Wy �C 40pb IDp� W yN a yN O S yN a 10 yN V a G yQ 10' .Np Vd V yQ S 'a V ' IG n � yP IG pP O yP � yQ {G yQ f0 yW (O y 10 � fO � b � � G yN IG yW O yW 1O 10 pW 0 S (G fG V N 10I:, •r wr W N b W 10 W Q OEE r W 9J �Pi. N n •� Al t€2glt I I II I�gLS2I I";1.' 1I J.g'.I..Iai m�' � r, F •I I 7 , I- r , I,, of N N:` N }V {4_' N N A, m N '� ,'.:s •%+ •'+ J�^g' .•S J, ,h Ji . , ih ''. n j, ,b ,A S 41, ..• .d, m -' oh d, oh oS A Ch ih �h d+ oh oh rii M m oh d! oh e m m m ' m rh oh ,, W bcy FF 1• N N N N Al N N N N � N �` IfNI�, N �fN yN JN, iV N 4� N �` N A N LS .N. b N � 1N Fl d d �N +� �• x 1K x 5 X N N N N a d .g5�m a� nm €fi a ti o N S jM b�N Qj �p p CSi2L WN9 EE2 23 �` Fj` EK x .5 U3�pp� to Y1 YPE?i 55 C `p It ��38 qe HIV IOC frIZ SJOBUON Hangers Face Mount Hanger Charts MiTeke • Joist S� -'• - . MP sincic No. Ref. No. Steel Gauge. Dimensions (m) Allowable Loads(LIM) = u � . Gode Nei. Header . --Joist -. - W .- _. ', IIID . A MIN Max Nail .. ' ft - NaU Aoon . Hoof Upfdt2 100% 115% 12i% 1fi0% SUH314 U314 1fi 2- M 10-9/16 2 1-1/8 _ 18 10d 6 l0dx1-12 2250. 2525 Z725 1135 . 18 16d 6 10dx1-Vd 2645 30DD 3010 1135 - HD314 HU314 14 2-9)16 11-5/16 Z-12 1-1/8 f81n 16 16d 8 10d X7-12 2465 Z180 29M 1280' Max 24 12 3695 4170' 4435 - 2045 3xi6 HD314F HUg14 14 2-9116 11.5/16 2-12 Men 16 led 8 10dx1-12 2465' 218 � -1280 Max 24 12 3051 4170 4435 2D45 HD316 HM16 14 2-9n6 13-06 2-12 1-1/8 Min 18 t6d 8 10dX1-12 ZRO 312.1 3355 1560. Max 26 12 4005 -443514415 2045 HD3161F HUC316 14 2-9/16 13.515 2-12 - Min 16 tea a lad x1-12 Zr7D 325 3355. 15-w Max 26 12 4005 4435 44M 2045 (2)3X8. 1(D38-2 ' 9930.2 .14 5-1/8 8-1/8 '2-12 Y1/8 ' MN '' Mali 10 74 ]8d . ' .10d '. 1540 1735 180 `780 6 2155 24M 2610 1170 HD38-2 HU36.2 14 5.1/8 6-118 2-12 1-1/8 Min 10 led4 1� 1540 "1735 1865"(�,� Max 14 6 2155. 2430 2510.117D (2)3x10 H031D-2 HU310-2 14 5-113 8 2_12 1_118 Min 14 t6d 6 IN2155 2430 2610 1170. Max 20 1 1n 3WO 13475 ZM 1625 .(2)3x12 HM12-2- HU312.2 74 .., b416 10. ... '2-12 1-1/8 .Max 16 7b y� 6 - tOd -. � 106. 72_ 36355 3695.4170 4170 400 4470. -2340- (2)3x14 HD312.2 I HU312-2 14 5-1/8 10 2-12 1-1/8 min Min 16 16d 8 10d2465 2730 298D "1065 M 24 12 3595 4170 4470 '2340 JUM41 .: LUS26-3 18 4-SM yt. 4-12 - 2' 1 - 4. 1 16d - 4. 16d 1f140 1785 -022D( 1355 H26-3 U2fiti7 1fi 4518 -.::: '&Y/4 - 2 1 - 8 : = 1Dd ._2 10d ,. 10DO 112D 1165 .380 8_ .'1fid. 2 10d : 1165 1165 1165' 380 (3)2z6' 1M26-3. HL1264 -14. '43/8 4-1/2 2-112 .. �,. - 1 �/8 Min 8 Iful .:: 4 10d .. '; = 12M 1390 1490 . 780. 5 Max 12 6 1850 2085 2235 ('. 1170. ' .. ]iD26.1ff',. --... .HUG26-3' " _ -. .. 14 - 4`-+/6 41/2- .<._ 2-1,2 ..-' :... M 6 ;.-. 16d... ::, .. 4 .- 10d t : Y2� 1390 1490 7811 RS Maio 12, 6 18SO 2D85 2235 1170 JUS26-3 1DS26-3 18 45018 4-M 2 1 4 16d 4 led 1040 11115 1220 '1355 JLM28-3 UM28-3 18 4-W 6-3I8 2 7 6 16d 4 led 1325 1510 1645 -1355 SUH26-3 L126-3 16 45f8 5-1/4 2 1 _ 8 tad 2 10d 1000 1120 1165- _360 8 16d 2 10d 1165 1165 1165 380'1 H026.1 NU26-9 14 4518 412 2-12 1-118 Min 8 led1N 4 1730 139D 14D0' - 780 Max 12 6 ION 2085 2235:: 1170 (3)2z8 HD26.31F HUf26-3 14 4518 412 2-12- Min e 16d 4 lOd 1230 ISM 1490 780 Max 12 6 1850 2085 22351. 1170' HD28-3 - 14 4-5/86.318 2-12 14/876d Min 1D 4 YOd 1540 -1735 1S65 - 780 Max 1 14 6 2155. 2430 2610 1770•. HD28-31F - 14 45I8 6-3a 2412 _ Min 10 tfid 4 IN 1540 1735 180 780 . Max 14 6 2155 2430 2610 1170 '"• -JLIS28-3' -**:. - _.. LLS28-3 18 ' -4-58 6-3/8 - 2 -1.,, :"_= ., 6.- .;16d.: :4 - t6d 1325 15111 1645: i 1355 AUS210-3.' -•':LIWO-3: '18" -0-5/8 e-3I8 2 . 1 - e• ol6d- 6:: 16d _' 1845 3105 229a 1980' 451e &3/8: .r2 1 ,.- 14 .10:1- , 6:, _ lad ._ 1750 1985 2120' 1135". 14 :16d: 6 -1 10d ✓ 2060 2335 ' 2520 L.1135'. •. H028-3 - ....... ,..'. 14 .. 4518 6-318" _ 2-12 .-. ..:..r 14I6 Min Max 10 14. led � 4 10d ISO 1735 1865t .780:: 6- 21552430 2610 .1170 (d)Zz10 YM28.1ff : 14. 45/8 6-3/8�, 2-12 ..::. 'I Min 10 = 16E 4 ` lad" ISO 1735 1865 �780 -Max 14 67 2155 12430 2610 _1170. - HD210.3 - HL2103.` 14 �4-5I8 8-114 2-1/2 17/B `.Mbi 14 - .sa. 16d- . 8 10d 2155 2430. 2610 '.1170.. Max 2D YO 3060 :3475 3724 -1950 = 7M2YD-3¢ r. HUC21D-3 1a 4v*B 8-'I/4 2e72 i ;-. 67H'm Max 14 20, =` 76d'- 6 10 - . _- 't0a - 2I55 T430 26f0 1]70 3080 3475.325 1950 '. 'HDOZIMIF VHUM21041 1' 14 1 4-516 1 - 9 '-3 1'-72' -' 12-. •. WS3'.. B., .: WS3 - 5015- M 5590 "2975` 31, R1, F32 1) Upliftloads have been bx4eased 60%fwwind orselseic Wads; rm fuMerinaease Shag be pami0ed. 2)166 Nnkme (0.148 di& x3.1/4' long) maybe used at 0.84 of the table load where 16d rammons are speclfied.This does notapplyto JUS, HITS, MUS slant nail hangers 31 W53 Wood Saews ae 1/4' x 3' long and are Included with HDO hangers 4) NADS` 10d nals are 0.148. cra x V long, 16d nailsare 0.162' Na. x 3-12° bag. New products or updatal pmductIn mmatlon are designated in blue fart. CovasionFinisb EStaNessSteel EGoldCbat OHDG ETriplelinc A rt- *T( xI Continued on next page 117 Hangers IN Face Mount Hanger Charts M iTe k® JolstSba US13 . Stack No. SaUlo. Steal Gauge - '.. auman sluns (m) , . - Fastener Sctledule''�. OF/W AOowable leads(Lhs.) � m ee ¢` Code 'Aei. Header -- :. Jakt'.- W - H ..:, D .. A Wei Max. , . NaU � �. NaO. Rom Boot UPIilt1 tm% 115% 12596 16096 JUS46 UI546 I 18 3-5181 5 1 2 1 4 led 4 led 10401 1185 1220) 1355 SUH46 U46 16 3-SM6 4.1a/16 2 1-1/8 _ 10 lad 4 tad 1250. 14D5 1515 755 10 76d 4 tad 1470 1678 1BOD1 755' HUS46 H1I546 16 14 3.5% 5 2 1 4 led 4 16d 1085 1235 13M .1155 4x6 HU546ff H 14 3-SB 5 2 1 4 led 4 led 1085' 1235 13M 1155 ' HD46 HI146 14 3-9116 5.1116 2-12 1-1/8 Min a led 4 lad 1230 1390 1490.1- 7B8' Max 12 6 1850 2085 2235 117D. HD46ffi ff HUG46 14 3-9/16 b1/I6 2-12 - Mtn 8 16d 4 10d 1230 139D 14901 lad :.ij Max 12 6 1850 2086 2235 1170 156' 1 3•B:5. 2 1JUS4 .4 16d' .4 1 16d1:. 1040 1185 7355...JOS48 : _ 'i' 1Lse 18 35/8 6.718 2', 1 , - 6 led:- 4 .[ - 16d.- 1325 1510 1 1355SUH46 U46: 16 3-9/16 4.13/16 2. 1-1/8 .- . '; -10IGd.1 "4 : �10d'`: 1250 1405 755 .;- 10 _ :led: 4:. lad : 1470 1670 j122 755 "::_•14 HUS46 •. 74 3-58 5- 2 1 --; 4 16d] 4-,- - 16d';' 1085 1235 1155.HUS46 ..3-518 5 ':2 7' .�- 4 16d.:* .dt; : t6d'; 1085 1235 .1155HILSda't Ci - HUS48 ... 14 3-5/8:. 7 2. 1 ;:' - 6 _-l6tl" 6 - : 16d5 1625 1850 1 1610 -tWA8ff.' .-. 1'HU3CA8-' 14 A 3.5/B 7 ' .:..2 1' 1 - - • fi led ; 6.. .- .16d;.. 1625 1W 1995 � 1810 4i8.. '^' '. HD46 •.,' - lams 14 �:. 3.9lIB -, .. 5-tfl6 2-12 ..... '. 7-1{8 Min 8 '. 4 ".:, -. lOd ': 1230 13M M :.Maxi 12:tfid:; 6 1850 .2085 . -A170 . - HD46ff, _ ilUG4fi .. 74 ... - .. e-9A6 . 5-1/16' 2.12' - `:Min. a ' I 160 -.. - 4'- ' lOd = ... I= 1390 .1 780 - 5, B5, -M" 12 fic 1850 2085 1170- HUB .14 3-9tl6 r lsna 12-12 141.8 `'14 :Min 10 i6d. .: 4- lad :- •. _.101540 1540 1735 5.1,780 F2 6. 2155 2430 1. 1170: - - F;L_S� 14 3=9/16 6.15tl6 2-12 - -: ; .: )..fda¢ .MR' Y6d - 4.. � tOd.--. '1735 5. ; 780.'OUIF 14 -6 2155' 2430 0 .1170.- JUS48 18 3-5/8 6-78 2 1 - 6 led 4 led 1325 '1510 5 j2b7 '1355 'JUS410 UIS410 18 3-58 B-7B 2 1 8 led 6 led 1845 2105 0. 19BOSUH410 U410 16 3-9/16 B-3B 2 1-18 _ 16 tOd 6 tOd �00' 2245 0 1735i6 t6d 6 10d 2350 2670 0 .1735MG48 HUS48 14 3-58 7 2 1 6 led 6 16d. 1625 18505 1810HUMIF HUSCM Y4 3-5/8 7 2 1 6 led 6 16d 1625 '1a505- 1870Min104 HU48 14 3-LI6 6.15/16 2-12 1-18 16d 18dMax 1540 17355 - 780HD49 14 6 2155 :243D0 11704x10 HD48ff HgC48 14 3-9/i6 6-15116 2-12 _ Min 10 led 4 lad 154a 1735 5 780Max 14 6 2155 24300 ' 117a 1015410 HUS410 14 3-W8 B-7/8 2 1 8 led 8 led 2170 24651 26M 1. 2213 HUS410IF HOSC410 14 3-SB 6-7B 2 1 8 led 8 lad 2170 2465 2560 2210 HD410 HU410 14 9-9116 8-13f16 2-1/2 1-1/8 Min 14 t6d 6 18d 2I55 2430 2610' .1170.. ' Max 20 10 3080 H04701F HU0410 14 3-9/i6 8-131i6 2-12 _ an 14 led 6 lad 2155 Max 20 10 3080 M HD0410IF HUCO418 14 3-9116 9 3 1-12 12 WS3 6 W59 SO1S 31,81, F32 1) UpZt loads have been bcreesed 60%for wind orselseic loads; no further hersase shall be permided. 2)16d sWm ((.148 drb. x 3-1/4" long) maybe used at 0.84 afthetable bad where 16d commons are sped ied. ills does not applyto JIIS, RM, MUS slard hall hangers 3) WSi3 Wood Screws are 1/4" x 3" long and are included wah HDO hangers 4) N4USk 10d Dells are 0.148" cfl& x 3° beg, l6d nabs are 0.162' dia. x 3-12' fig. 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L S OUDWO HMHWW OLOOaGOM d0l TM DO ,t LV SWWM HDVaAODId 3DVdS s3LV1d 03NSV0 Rod NSMU 03Ms oL 1Ld3R Sl r nqin N dAs ixZ agsMoq to *L/ SAS iHL PIo4D lineaq in LI d= JKZ NDgo dnl8Wnl do 30VH0 WnWINIW 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 NOTAPLICABLE WHEN BRACING IS REQ1.1IREDAT'113•POINTS OR PBRACE IS -SPECIFIED. - APPLY 23SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131-) NAILS SPACED B"O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. �\ MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=12'-0" SCAB BRACE 2x4 MINIMUM WEB•StZE- MINIMUM WEB GRADE OF#3 Natls� /Section Detav ®CE /Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nailing Pattern, L-Brace size Na11 Site . Nail Spacing 1x4or6 10d 8 O.C. 2z4, 6, or B 16d Note: Nail along entire length of L-Brace..' (On Two-PVs Nail to Both Mks): WE CY Web Note: L-Bracing to be used when continuous lateral bracing Is Impracfical. L-brace must cover Sa%ofweb length.' ' L-Brace must be same species grade (or better) as web member.. L-Brace Size for One -Ply Truss Spedfied Continuous Rows of Lateral Bracing x4 [Nb¢e2 1x41x6 2x8 •» -- o�Nt=ci suesTrrU71pN NOT APUCABtE L-Brace Size forTwo-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size y 2 2x3 or 2x4 2x4 ••• 2x6 2x6 «. 2x8 2x8 .« —DIRECTSUBS MMON NOTAPLICABLE. - T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 9D% of web length. Note: This detail NOT to be used to cofiGert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nall Spacing 1x4 or 1x6 10d 8° o c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along eri6re length-of,T-Brace l I -Brace (On Two-Ply's Nail to Both Pries) . . alternate position Nails alternate position Nails Web Nails Section Detail T-Brace Web I -Brace / SPACING L Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2xS nor 2x4 1x4 (I T-Brace 1x4 (') I -Brace W 1x6 M T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 I -Brace Brace Size for Tiro -Ply Truss Specified Continuous Rows of lateral Bract' Web Size 1 2 W or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x61-Brace 2x8 2x8 T-Brace e..e i o......, L--Brace / I -Brace must be same species and grade (or better) as web member. (7 NOTE If SP webs are used in the truss, I x4 or 1x6 SP braces must be stress razed boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with IX bracing material, use IND 45 for T-Braceli-Brat For SP truss lumber grades up to #1 with iX_ bracing material, use IND 55 for T-Bracell Brac o Russ I ruse We Grenadine M%WA-G nedine-Spsc Al Roolspedal JW IMY 1 1 'onai Job Reference o s VMn Truss, FL Merre, FL, 3 951 Dead Load Deft. = 5/16 STP= 2x4 II 11 -, 12 US = 5x6 = 214 II 7-05 131-0 20-0-0 2313 UT MY I 7.R5 I 6-n-11 I 6-tt-o I 5-13 ( 7-ta7 I 9-0.2 n Plate Offsets (X Y)— 12:0-4-12 Edoel [5'0-2-10.2-0] [6'0.2-8 0.1-01 17:0-5-4 0.2-e) [11:0-4-IZEdge1 [1T0.5-12,0.3-47 120:0.2-3 0.1-0] [22:0.23 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Wail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.99 Vert(LL) 0.22 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.87 Vert(CT) -0.52 16-17 >929 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.89 Horz(CT) 0.19 11 n1a n1a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight 246 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 `Except- B2: 2x4 SP No.3, 134: 2x4 SP M 31 WEBS 20 SP No.3 *Except' M: 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (s¢e) 2--0.8-0 (min. 0-2-5), 11=0-8-0 (min. 0-1-10) Max Horz2=243(LC 8) Max Upl==-"9(LC 8), 11=518(LC 9) Max Gmv2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD R]g]tl ceiling directly applied or 6-1-6 oc bracing. WEBS 1 Row at midpt 516, 7-16 FORCES. (1b) - Max. CcmpJMax. Ten. - All forces 250 pb) or less except when shown. TOP CHORD 23=34231883, 3-4=.35141931, 4-5=34981957, 58=24691683, 6-7=21071675, 7-8=2394/663, 8-9=-30091800, 9-10=3153R79, 10.11=34191839 BOT CHORD 2-19=-88712975, 5.17=17D054, 16-17=81113091,1 &16=332J2064, 14-15=45412554, 13-14=-05412554,11-13-612/2982 WEBS 3-19=516/250, 17-19=-870/2952, 5-1fi=1218/531, 6-16=1741738, 7-16=1421279, 7-15=209/606, 8-15=717/366, 8-13=125/553, 10.13=3631260 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-se and gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf, h=1Sit Cal. II: Exp C; End-, GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DCL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Aft plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load noncencument with any other five loads. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100lb uplift atjoint(s) except et --lb) 2=549, 11=518, LOAD CASE(S) Standard �7 PE 76051 1 ro N. STATE gyp 1k; "DIVA i 1E `G \ �00 IMSS I russ lype, y GrenaGna MVJ-651 redfespec A2 Red Spedal 1 1 Job Referenm o 'onal NOP2X 2x4 II 2 1 /� E, M 6.00 12 ID:gk72aeHc—wygRu3. _IM1 VP 1 2S8 2-8-0 Sx5 = 6 5X5 = 5,5 = 7 II 2x4 II 7-05 1 13-1-0 1 AH 1 25-13 1 32341 1 40-0-0 3x5 = Dead Load Deft - 5116 in i R Plate Offsets_(X,Y)— [2:0-0-12 Edoel 15:0-2-1,0-2-01 [8:0-2-80-2.47 [11:0-4-12 Edne7 117:0-5.12,0-3-41 [20:0-23 0-1-0], [22:0.2.3 0.1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoa) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.96 Vert(LL) 024 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.91 Vert(CT) -0.56 16-17 >862 180 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(CT) 0.21 11 n/a Na BCDL 10.0 Code FBC2017/fP12014 Matrbc-MS Weight 245 In FT=20% LUMBER - TOP CHORD 2x4 SP No2 *Except* T5: 2X4 SP M 31 BOT CHORD 2x4 SP No.2 `Except' B2: 2x4 SP No.3 WEBS 2x4 SP No.3 •Except* W3: 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-25), 11=0-8-0 (min. 0-2-5) Max Horz2=245(LC 8) Max Uplift2=548(LC 8), 11=548(LC 9) Max Grav2=1945(LC 1). 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceTng directly applied or 6-1-5 oc bracing. WEBS 1 Raw at midpt 5-16, 7-16, 9-15 FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=3423/882, 3-0=3514/930, 4-5=-349a/956, 5-0=2442/675, 6.7=23151711, 73>2254 704, 8-9=2834f7l4, 9-1 O=32071884, 10-11=-M09/866 BOT CHORD 2-19=88812975, 5.17=1701756, 16-17=81213090,15-16=-426M341, 14-15=640M(il, 13-14=-W/2961, 11-13=34012961 WEBS 3.19=517/250, 17-19= 87IM56, 5-16=12561543, 6-16=447/1675, 7-16=3551380, 7-15=348/153, 8-15=171)`/54, 9-15=823/399, 9-13=0/327 NOTES- 1) Unbalanced roof live loads have been considered for thus design. 2) Wind: ASCE 7-10; Vu)1=160mph (3-second gust) Vasd=124mph; TCDL=5.0ps1; BCDL=S.Opsf, h=16f ; Cat 11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvlde adequate drainage to preventwater ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconctment with any other We loads. 6) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 100 to uplift at jomt(s) except Qt=lb) 2=548, 11=548. LOAD CASE(S) Standard JOB rusc iruss jype Fly MwfiBGre wud sw A3 RW Spedal 1 1 IGn=fte Job Reference o 'anal m TMO. Ft Pi l FL, 34951 2z4 5x5 = enn RT Us = 5a6 = 2A II 34 = 7-05 13-7-0 20-0-0 27-t6 334L10 40-0-0 7-05 I 130.' I fi-it-0 I 7 -'f.1M Dead Load Dell. - 51161n 2Y4 II 11 n Plate Offsets (X Y)- 12:04-12,Eduel. [5:0.24 0-2-01 f8:0-2-8 0-247 (9:0-2-8.03d7, 110;0-0-12 Edoel [16:0512,0-341 [19:0-2-0 0.1-01 f21:0-2.3,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) I/de8 Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.99 Vert(LL) 025 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.90 Vert(CT) -0.5615-16 >852 180 BCLL 0.0 Rep Stress Ina YES WE 0.67 Horz(CT) 022 10 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrbc-MS Weight 240 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SPNo.2'ExcepP B2 2x4 SP N0.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (sae) 2b41-0 (min. O.2.5), 10=0-8-0 (min. 0-25) Max Horz2=245(LC 8) Max Upfift2--548(LC 8), 10=,548(LC 9) Max Gmv2-1945(LC 1), 10=1945(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied or 6-1.5 oc bracing. WEBS 1 Row at mitlpt 5-15, 7-15 FORCES. Qb) - Max. Comp./MzoL Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3423/882, 3-4 5513/931, 4-5=3497/957, 54 —2444/673, 6-7=2364f7O8, 7-6=24321735, 8-9=28061758, 9-10--3440/893 BOT CHORD 2-18=8882975, 5.16=172l752,15-16=813/3089, 14.15=-488/2609, 13-14=488/2609, 12-13�--6592992, 10-12=657/2995 WEBS 3-18=.516251, 16-18=8722952, 5-15=12521547, 6-15�41511662, 7-15=936/415, 7-13=488205, 8-13=202/910, 9-13=673/335, 9-12==65 NOTES- 1) Unbalanced roof live loads have been considered forthis design. c 2) Wind: ASCE 7-10; VuIt=160mph (3second gust) Vasd=124mph; TCDL=5.OpsF, BCDL=5.Opsf; h=16fk Cal. It; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherw]se indicated. 5) This truss has been designed for a 10.0 psf bottom chard We load nonconcumentwith any other We loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upfdt at joint(s) except Oh- b) 2=-548, 10=548. LOAD CASE(S) Standard 7 PE 76051 1 �'c •��pRIDP• ��� 72 Mw69Crene i�pec Dead Load Dell. = 5116 in 6- 00 F12 6 5x5= 5,5= 4x5 4 7 5 3xo" 4 3x4 1 3x4 4 W4 WS 9 34 0 NOP2X STP= 2x4 II NOM STP= 2x4 II 2 10 11 1d 6 1 M = 15 14 13 12 t8 17 3x8 = 4x5 = 3x8 = 2x4 II 3X _ 3X5 = 5,5 = 2x4 II 7-0.5 13-1-0 20-0-0 29-13 ALL- 4047-0 6�17 6-11.0 9-1-8 5-2-0 SR-B Plate Offsets (X Y)- 12 04-12 Edgel f5:0-24 0-2-01 08�0-2-110-2-41 1113:0 1-12 Edge) f16:0-5-12A-3-41 118:0-2-00-2411 119:0-2-3.0-1-01(21:D-23 0-1-01 LOADING(pst) SPACING- 2-0-0 CSL DEFL in (loc) tidal UdFWelglyt:236lb PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.94 Vad(LL) 024 15-16 >999 240MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.54 13-15 >893 180 BCLL 0.0 Rep Stress Ina YES WB 0.66 Horz(CT) 0.20 10 We n/a BCDL 10.0 Code FBC20171fP12014 Maft.M$ FT=20h LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied. T3: 2x4 SP M 31 BOT CHORD Rigid ceiling direc8y applied or 6-1-5 oc bracing. BOT CHORD 2x4 SP No.2'ExcepY + WEBS 1 Row at midpl 5-15, 7-15 B2:2x4 SP No.3, B3: 2x4 SP M 31 WEBS 2x4 SP No.3 -Except' W3: 2x4 SP No.2 OTHERS ZA SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=044 (min. 0-24) Max Horz2=245(LC 8) MaxUplift2=-548(LC 8), 10=-548(LC 9) Max Gmv2-1945(LC 1), 10=1945(LC 1) FORCES. 01b) - Max. CompJMax. Ten. - Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3423/882, 34=3510/931, 4-5=-3493/957, 5-0=2451I871, 6-7=2426f698, 7-8=26161764, 8-9=29861795, 9-10=-3484/912 BOT CHORD 2-18=888/2975, 5-16=1761743, 15-16=81313083, 14-15-558/2914, 13-14=558/2914, 12-13=390/3048, 10-12---090/3048 WEBS 3-18-514/251, 16.18=875/2942, 5-15--12351547, 6-15=-392/1610, 7-15=1085/475, 7-13=714r263, 8-13=227/1053, 9.13=-53li280 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsi; BCDL=5.Opsf; h=16% Cat II; Exp C; End., GGpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pone ing. 4) A8 plates are MT20 plates unless otherwise indicated. 5) This buss has been designed for a 10.0 psi bottom chord live bad nonconwrrerd with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=-lb) 2=648, 10=548. LOAD CASE(S) Standard ENSF.1`'T���i / PE 76051 Sx5 = 6.00 F12 6 3x4 ` 4x5 i 7 Sx5 = 54 5 8 3x5 G 3x4 i W4 N5 34 NOM STP= ,y 2x4 11 2 dt 1 7 = 16 15 14 dd 19 18 3x6 - 4x8 = 4x6 = 3,5 = 5x5 = 2K4 11 Dead Load Dell. = 318 in 2x4 // 10 NOP2x SfP= 2X4 11 j b 11 1$ 12 14 13 3x4= 3_ 741-5 13-1-0 20" 285-8 33-9-13 40-0-0 , —I --i Plate Offsets (X Y) [2.04-12 Edae) J&D-2-4 [20'0.2-30.1-0) 122:0.23 0.1-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Goc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 1.00 Vert(LL) 0.2616.17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.61 14-16 >785 180 BCLL 0.0 Rep Stress Ina YES WB 0.69 Horz(CT) 022 11 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight 240 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 82: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except` VVT 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=046-0 (min. 0-2-5); 11=0-e-0 (min. 0.2-5) Max Horz2=245(LC 8) Max Upfft2-548(LC 8). 11=548(LC 9) Max Gtav2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt 5-1 S. 746 FORCES. (Ib) -Max. CompJMax. Ten. - All forces 250 (@) or less except when shown. TOP CHORD 2-3=-3423/882, 3-4--35121931, 4-5=-34951958, 56=2449/671, 6.7=24251704, 7-8=3666/1006, &9=3237/878, 9-10=3349/M. 10-11= 35091934 BOT CHORD 2-19=8882975, 5.17=175/746,16-17=814/3087, 15-16=549/2861, 14-15=54912861, 13-14=43612743, 11-13=72013080 WEBS 3-19=5151251, 17-19=-97512948, 5-16=12441549, 6-16=-409H653, 7-16=10781480, 7-14=284/1026, 8-14=1668/470, 9-14=225/1009, 9-13=1391371, 10-13=274/205 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph.(3-seoond gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf; h=161t; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60.plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) A8 plates are MT20 plates unless otherwise indicated. 5) This truss has been designed far a 10.0 psf bottom chard live load nonconcurrentwith any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except GMb) 2=548. 11=548. LOAD CASE(S) Standard 7' PE76051 \i �-0 ; STA /////ASS ONAi'XXG\\��\ 5 5x5 = 6.00 MY 6 3x4 4x5 1,7 5 5x5 _ 515 — 3x6 4 8 3x4 O W4 via34 0 NOP2X STP= 2A II 2 1 6 5ffi = 15 14 13 12 18 17 3S— 4,S= 3x4= 3x5 = 515 = 2x4 11 3x4 = Dead Load Defl. =S116 in 2A II 10 11 (� LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 125 Rep Stress Ina YES Code FBC20177rP12014 CSI. TC 0.80 BC 0.92 WB 0.67 Mabix-MS DEFL in Doc) Udell Ltd Ven(LL) 0.24 15-16 >999 240 Vert(CT) -0.56 15-16 >851 180 Horz(CT) 022 10 Na nla PLATES GRIP MT20 2441190 Weight 233 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 *Except' BRACING. TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins. T2,T5: 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 5-15, 745 B2: 2x4 SP No.3 WEBS 2x4 SP No.3'Except- V43: 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=04I-0 (min. 0-2-5) Max Hom2=245(LC 8) Max Upfdl2-548(LC 8), 10=548(LC 9) Max Grav2=1945(LC 1). 10=1945(LC 1) FORCES. 0b) -Max. CompdMax. Ten. -All forces 250 Qb) or less exceptwhen shown. TOP CHORD 2-3=34231882, 3-4=35151932, 4-5=3499/958, 5-6=24441673, 6-7=24091711, 7-8=33551880, 8-9--29891844, 9-10=33951865 BOT CHORD 2-18=88712975, 6-16=171A52,15-16=81313088,14-15=52112755, 13-14�521/2755, 12-13�80313703, 1D-12--62212942 WEBS 3-18=5171251,16-18=67512957, 5-15=12521547, 6-15=42411680, 7-15=10401455, 7-13=2071830, 843=10301401, 8-12=12191323, 9-12=20511144 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.0psh BCDL=S.Dpsf, h=16ft; Cat it; Exp C; End., GCpi=0.18; MWFRS(envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvide adequate drainage to prevent water Fondling. 4) All plates are MT20 plates unless otherwise indicated. 5) This muss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other Irve loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Q --N) 2-548, 10=548. LOAD CASE(S) Standard PE 6051 i 1 13 k STAT \ �' ij o `�-ORIDP����� Job fuss r1158 I ypE Grenadine MVF66Caenadin pec A7 Roof Bpeasl 1 7 'anal _. __ _._ __ -.-.- a.-.en�n�N,�, Job Reference 7mu Orirw P-�'vncMM7P•Gl�Ra4lnArra,nea ,r.r Trrn Nnrr A(W70S�N1P Pann1 �'•"u�' `' ar ID:gk72eeHcwygRu36gODfgTyMFnX-TM2uMrSWJUSKPAWQ05xOWzfpWzlNOs6rm4uT71yCzak -2401 6114 4 I 752--111 35-1-8 40-" 142-0-0 l i '2-04 6114 6-2-0 5-9-0 Ss-0 z-0 470-8-2 Dyad Load Deft. = 5116 in 5,5 = 5r5 = 8.00 12 5 6 ' 3x4 4 2x4 II 7 Sx5 G 5x5 = 5,r = 8 3 m W10 12 NOP2X STP= 1 2x4 II NOP2X STP= 10 1 2x2 _ 1 � 14 11 a 13 72 19 7s 17 16 4x3 = 4x8 Mf20HS= 3x5 _ 3X5 = 2x4 II 4x6 - M = 2x4 11 3x5 = 12-1 19-0-D F A 40-0-0 36245-7608 I 661+ I W4 14 7-54 Plate Offsets MY)- [2:0-4-12,Edgel, [3:0.2-8,0-3-0], [5:0-2-8,0-24]. I6:0.28,0.2-4], [9:0J-0,0-2-8].I10:04-12,Edge), I12:0-1-12,0.1-8), I15:0.2-B,Edgel, [17:0.7-8,42-8], [20:0.2-3 0.1-01 [22'0.2-3 41-01 LOADING(psf) SPACING- 2-OA CSI. DEFL in Q0c) gdefl Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.76 Vert(LL) 0.24 14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.85 Vert(CT) -0.5414-15 >885 18D MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES MIS 0.94 Hom(CT). 0.17 10 n/a n1a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight 248 lb FT = 20 LUMBER- BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.2 *Except- BOT CHORD Rigid calling directly applied or 62-2 oc bracing. B3,B4: 2x4 SP M 31 WEBS 1 Raw at midpt 615, 8-14 WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=048-0 (min. 0.25),10=0-0-0 (min. 0-1.10) Max Horz2=237(LC 8) Max Upli82=542(!_G 8), 10=642(I.0 9) Maz Grav2-1943(LC 1). 10=1943(LC 1) FORCES. Qb)-Max CompJMax Ten. -All forces 250 Qb)ortessexceptwhen shown. TOP CHORD 2-3=.34271875, 3d=2839/760, 4-5=2499/6a5, 54=21691676, 67=3296/964, 75=3319/837, 69=-431211120, 9-10=34491896 BOT CHORD 2-19>8752981, 1619=87612978, 17-18=876f1978, 14-15=374/2159,13-14=977/4379, 12-13=977/4379, 10.12-- 67613016 WEBS 5-15=218f799, 3-19=01250, 3-17=-6121301, 4-15=-4801294, 1&17=-628Y2477, 615=158259, 614>50211348, 7-14=A55/333, 614=1559/496, 8-12=1157/346, 9-12-394M823 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-se zall gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf, h=16$ Cat II; Exp C; End., GCpi=O.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcumenlwith arry other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ") 27-542, 10=542. LOAD CASE(S) Standard M. E34 GENS- if PE 76051 �- M ro 1 sTAT16 t`ai` 1 �'O cif-5-15;���� �'�/ !T'ONAi aTruss Iruss lype LayGreraSra MWS&GreradinnSpec M Roof Spedal Ghtla 7 7 bb Reference o "oral souman rrvss, r�ner�, ram, aawr wyg - ID:gk72aerbyygRu35gO0rgTyMFnX-xY i 37-1-8 llCicypSd28BxsNggIK477keY6KyL7aj -2-Oal 6-48 —1 113-15 I 17-0A i 22-11A I 3080 345b 37-13 60-0-0 42-0-0 3113 23-0 2-iDe 2-0-0 NDP2X STP= 2x4 II 2 7 3x5 = Us G 2x4 \\ Sx7 = 2x4 II 5x5 = 6.00 12 6 A 7 8 3x4 G 5 1 -�rr� u 618 _ 22 21 20 19 4x6 — 4x10 = 2x4 II 3x4 = 40 1 9 6x10 Mnoms= an — 70 %AN44 17 16 3x5 = 4x8 MT20HS= Dead Load Deft.= 7116In 11 ni Y \4: 8-4a 26-10.77 I L2' , 8-93 8-" 41-0-311 i 1 7113 2-1" ' Plate Offsets (X,Y)- 12:0-4-12,Edge1, I12:OTiU,Edgej, [15:OL8,0-1-81, I17:0.24,0.1-e], 118:0.2-12 0341 120:0.2-00-241 123'0-2-3 0-1-0I 125'0-23 0-7-01 LOADING(psf) SPACING- 2-M CSI. DER. in poc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.90 Vert(LL) 0.32 15-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.73 15-17 >661 180 MT20HS 187A43 BCLL 0.0 Rep Suess lncr NO WB 0.83 Horz(CT) 0.18 12 nla n/a BCDL 10.0 Code FBC2017/iP12014 Matrix -MS Weight 250 lb FT=20% LUMBER - TOP CHORD ZA SP No.2 *Except` T4: 2x4 SP M 31 BOT CHORD 2X4 SP M 31 `Except' B3: 2x4 SP N0.3, B2: 2x4 SP N0.2 WEBS 2x4 SP No.3 •Excepr W10,V4M 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=041-0 (min. 0-1-10),12=0-8-0 (min. 0-2-0) Max Horz2=218(LC 8) Max UpliR2=540(LC 8),12=696(LC 9) Max Gmv2=1983(LC 1), 12=2417(LC 1) BRACING - TOP CHORD Structuml wood sheathing direly applied or 1-6-9 oc purfins. BOT CHORD Rigid ceiling directly applied or7-26 oc bracing. WEBS 1Row at midpt 5-20,6-20 FORCES. (Ib) - Mm Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 23=-35261897, 3-4=-3253/824, 4-5=3101/845, 5-6=24741663, 6-7=2568/686, 73=2570/686, 8-9=-3660/930, 9-10=7367/1919, 10.11=-627611605, 11-12=A52511234 BOT CHORD 2-22-887/3082, 21-22-66512641, 20.21=665/2641, 17-18=-427/2547,16-17=-04514170, 15.16=94514170, 14-15=101814033, 12-04=1006/3993 WEBS 3.22=358/259, 5-22--1111542, 5.20=725/376, 6.18=201/924, 18-20=40212187, 8-18=183/330, 8-17=386/1271, 9-17=13781600, 9-15-833/3192, 10.15=33421906, 11-15=-66312652,11-14=1301413 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasrr124mph; TCDL=5.0psf; BCDL=5.0psF, h=16$ Cat. 11; Fxp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) A9 plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcrment with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at--Ib) 2=540, 12=696. 7) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s) 220 lb down and 164 lb up at 37-1-8 top chord, and 421 lb dam and 162 lb up at 37-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead i Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 7 P E 76051 Ell, Uniform Loads It) 1(._ _ Veit R 1.6=70, 6-8=70, 8-10=70,10.11=70, 11-13=70, 19-27=20, 1&30=20 X — AlI -1- =.4 Continued on page 2 -a ` STATE -OF ` I ` 4NA' JOD TMu]We Y G m MIVW& &MSpee PB Root Specel GWU 1 1 Job Reference o 'pn SnID1aT MN . FL Plum, FL, 36 l LOAD Vert 11=89(B) 14=-421(B) XUI --gk7 5 HaQ ygR 3Sq OOrg BMF iX xYc ZI T8goDBlKNG 1YB 8B O gOIK4G k. I2e0 L IU9k72aeHo xygRu35gO0rgTYIdFnX-xYcGZBT8goDB1K5rypStl28BxsNg01K477keY6KYLzaj \\\\o�11 I BI //,/ PE 76051 i f - -O 0RIID Dead Load Deft =114 in 5xe = 6.00 12 24 II 5x5= 3x6 = 2x4 II 416 = SX8 = 2x6 II LOADING(pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACWG- 2-00 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017frP12014 CSL TC 0.89 BC 0.93 WB 0.74 Matrix -MS DEFL in QW) Udell Ud Vert(LL) -0.16 10-11 >999 240 Vert(CT)-OA212-13 >999 180 Hoa(CT) 0.15 9 We Na PLATES GRIP MT20 244/190 Weight2111b FT=200/. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T3: 2x4 SP M 31 BOT CHORD Rigid calling direc0y applied or 2-2-0 oc bracing. SOT CHORD 2x4 SP NO2'Ezcepr , WEBS 1 Row at midpt 4-13 B3: 2x4 SP No.3 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right 2x4 SP No.3 REACTIONS. (size) 9=Merhaninl, 2=0-8-0 (min. 0-2-2) Max Hou2=227(LC 8) Max Uprdt9--387(LC 9), 2=484(LC 8) Max Grav9=1661(LC 1), 2-1814(LC 1) FORCES. (Ib) - Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=3102I722, 3-0=28951740, 45=23471569, 5-6=2373/573, 6-7=2372I570, 73=28111681, &9---30551704 BOT CHORD 2-15=735/2683, 14-15=735I2683,13-14=735/2683, 6-11=481f285, 10-11=36012164, 9.10=54212644 WEBS 4.15=01309, 4-13=7991402, 5-13=.441359, 5-11=214/608, 11-13=42211941, 7-11=2791740, 7-10=195/519, 8-10—3861304 NOTES- 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=S.Opsf; h--16$ Cal 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nOnconwrientwi0t any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (p=1b) 9=387, 2-484. NGENS�` PE 6051 1-0 t STAT 1 S�oNAi,Ek4 l LOAD CASES) Standard g nxss Inass lype O Mne MWE&GrenetlineSpec A10 Hip ILIty JVIY 1 1 'on .lob Reference o swmem 3, FL ReTE, FL, 34801 ID:gk72aeHo IMRu35gO0igTyMFnX44 tUOMPNGeF73E11572HIQ&IImFDHS27tACy�zah M ~6-715 I 73-19-0-0 I23A0 813 I I 42' -0I 335 42-0-0, 1-11 2�0d 50 = 5X5 = 6.00 12 5 6 4x5 i 54 G 6 VA 3 NOP2X STP= 3, 2X4 II 2 6 �j 1115 54 = 15 14 13 18 17 314 - 319- 4x6 = 3X5 = 5X6 = 2X4 11 Dead Load Deg. = 5116 in 3X4 7 2z4 3X5 C a 9 c NOP2X STP= BA 102x4 II 11 12 3x4 = 3X5 Nil 73-1-0 19-0-0 23&0 31-0-12 !L rz_��_c I z�-11 F S1111 ( . o ., 1 7_to-72 I SS4 Plate Offsets MY)- MO-4-12 Edael [3'0.2-0 0-e-0i [5'0-5404A [6'0.2-8110'04-12 Edgej 1116'0-5-12 0.3A1 '[19'0.2.3 0.1-01 121'0-2-30-1-(3j LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.69 Vart(LL) 0.23 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) .0.52 15-16 >917 180 BCLL 0.0 Rep Stress Inc YES WB 0.79 H=(CT) 0.21 10 Na me BCDL 10A Code FBC2017/TPI2014 Matra -MS Weight 244 lb FT=20-A LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2X4 SP No.2 `Except' B2' 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0.8-0 (min. 0-2.5), 10=0-8-0 (min. 0-2-5) Max Hor42=236(LC 8) Max UpIiR2-S41(LC 8). 10= 513(LC 9) Max Grav2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 23-5 oc puffins BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at rridpt 4-15, 544 FORCES. (lb) - Max. CompJMax Ten. -An forces 250 pb) or less except when shown. TOP CHORD 2-3=-3436/870, 3-0=J5121931, 45=2534/688, 53--2120/606, 6-7=2449/643, 75=3112(793, 8-9=3194m2, 9-10=34571844 BOT CHORD 2-18=871Y2990, 4-16=1701746,15-16=77513075, 14-15=-3942185, 13-14- 44112582, 12-13=441/2582, 10.1262613025 WEBS 3.18�00/245,16-18�6812972, 4-1 5=1 1781501, 5-15=268/853, 5-14=2921146, 6-14=1911733, 7-14=6821359, 7-12=1111526. 9-12=354/264 NOTFS- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF BCDL=5.Opsf, h=16f : Cat II; Exp C; End., GCpr-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) A0 plates are M[20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other We loads. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift atjoint(s) except (jt-Ib) 2=541, 10=513. LOAD CASE(S) Standard GENgF�`��/i f PE76051 O t ST 1 _o_RIo_P 70 �=`��� �D ECG\\�\\\ toss fruss lype Grenamne MWL&GrerudineSpec r1 A11 IW 1MY Hip 1 I Job Reference(optional) - ID:gk72aeHo xygRu35gOorgTyMFnX-L7HOCDVOTjthnunpBdlClKgnpOOahpygGRh- -&0-0 6-9-12 13-1-0 17 1 21d-0 2541-0 32812 40d0 42-0-0 ' 2-0-0 F 8812 1 63-0 1 3-11-0 F— 4-0-0 1 4-0-0 1 6-10-12 1 754 1 2 Dead Load Deft. = 5116 in 6.00 Fl2 NOP2XSTP= 2c4 II 1 1 5,5 = 3x4 - 56 = 5 — 6 7 102K4 II m 11 Feld 1 18 3x5 = Sx5 = 13 416 = 3ffi = 6-9-12 I 1314 1 1WH 1 25A-0 1 32I6-12 1 40-0i_ce0 1 Plate Offsets 1X.Y1— 12:0-4-12 Edgel 13:0-2-8 034) (5:0.2-8 0-2-4] 17:0-2-8 0-2-41 N0:0-0-12 Edgel (16'0-5-12 0.331 (1M2-00-2.81 it 9:0-2-3G-1-01 121:0-23,0-1-01 LOADING(psf) SPACING- M-0 CSI. DE - in Doc) Udetl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.97 Vert(LL) 022 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.89 Vert(CT) -0.5314-15 >900 180 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(CT) 021 10 n/a Na BCDL 10.0 Code FBC20179PI2014 Matrix -MS Weight 240 to FT = 20% LUMBER - TOP CHORD 20 SP NO2 BOT CHORD 2x4 SP No2 'Except' B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (sae) 2=0.8-0 (min. 0-2-5). 10=041-0 (min. 0-2.5) Max Hom2=218(LC 8) Max Up=1 —Z25(LC 8), 10=495(LC 9) Max Gmv2--1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-4-9 or bracing. WEBS 1 Row at midpt 6-15, 6-14 FORCES. 0b) - Max. CompA&a Ten. -A8 fomes250 0b) or less except when shovm. TOP CHORD 23=-31391837, 3-4=34991881, 4-5=2784f720, 5-6=2440/681, 6-7=2309/603, 7-8=2688/604, 8-9= 32001772, 9-10=34151769 BOT CHORD 2-18-8242993, 4-16=1891706,1576=700/3046, 14-15=-402/2465, 13-14--543/2969, 12-13=54312969,10-12---543/2969 WEBS 3-18= 499239, 16-18=8372953, 4-15=990/431, &15=210/958, 6-14=445224, 744=1451787, 8-14=770/387, 8.12=0290 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=5.Opsf; BCDL=5.Opsf, 11=16$ Cat II; Exp C; End., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to pi eventwater ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This buss has been designed for a 10.0 psf bottom chord We load nonconcurtent with any other live loads. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 2=525, 10=495. LOAD CASE(S) Standard \GENS � 0i V F\� I PE_ 60 n 1i 1 -o \ STATL Or' ORID �sNA s��I,ENG?�\\ JOD I nrss truss jype My GrenaSne MW-68-GrenaMne-swc Al2 KIP jQty 1 1 Job Reference (optional) 2-0-0 6-a-12 12-0-01 6-9-12 1 5X5 i 3 NOM 2x4 II 2 1 19 3r5 = 5xs = 5x7 6.00 12 2x4 11 3X _ 5x7 = 7 14 '- 3x6 = 3x4 = 22 6-9-12 1 13-7-0 1750-D 214U 1 27.8-0 1 334SS I M aa_w zzn �- ]x5 = Dead Load Dan. = 5M6 in ra F Plate Offsets (X,Y)- 12:04-12,Edgel, [3:0-2-8,G 3-41,15:0.5-0 0-24g 17:0-54,0-2-81 110:04-12.Edge1 [17:0S12,Edge], [19:0-2-0,0.231, [20:0-23 0-1-01, [22:0.2 00-1-01 LOADING(psf) SPACING- 24)-0 CSL DEFL in Qoc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 125 TO 0.72 Vert(LL) -021 15 >999 240 KMO 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -050 15-16 >955 180 BCLL 0.0 Rep Stress Ina YES WB 0.66 Horz(CT) 0.21 10 Na n1a BCDL MO Code FBC2017ffP12014 Matrix -MS Weight 242 lb FT=20% LUMBER - TOP CHORD 2x4 SP Ne.2 BOT CHORD 2x4 SP NO2 -Except' B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W3: 2x4 SP No.2 OTHERS 2x45P No.3 REACTIONS. (size) 2--0-" (min. 0-2-6), 10-0.8-0 (min. 0-2-5) Mar Horz2-200(LC 8) Max Upr92-- 506(LC 8),10=-474(LC 9) Max Gmvr-1945(LC 1),10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-7-3 oc bracing. FORCES. Qb) -Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3449f797, 34=34901821, 4.5=3055MS, 5£=29101723, 6-7=29101723, 7-0=2843/622, 8-9=28611595, 9.10=3469f742 BOT CHORD 2-19=771/2995, 4-17=1871662,16-17=-639f3027,15-16=549/2715, 14-15=385/2475, 13-14=-385f2475, 12-13=-53213029,10.12=53213029 WEBS 3-19=496/227, 17-19=781f2932, 4.16=8521377, 5-16=303/916, 5-15=2231432, 615=509/294, 7-15=276725, 7-13=871480, 9.13=638/323 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf, h=16$ Cat 11; Fxp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater pending. 4) AO plates are UT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumentwith any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) except at--Ib) 2=506, 10=474. LOAD CASE(S) Standard \\011 1111///// ANM-B� \�GENS�` f PE 6051 1 I _ 1/1 -O 1 STA r 6- jam Inuss 1russ 1we Ily Grenadine Mw�6 1141ne-spee A13 Root Sp dal 1 1 Job Reference (optional) aoumem . ruts, `.. ram, saaai 6.00 12 2x4 II 2 1/ 20 3x5 = 20 11 5x8 = 415 = 5 19 18 4x12 = 2x4 11 2x4 II a 5x7 II 5x7 = a 14 6x6 = 4xS = 2x4 N 3x6 910 13 3.4 = Dead Load Deb. =3/a in 7X STP= 2x4 II y b d 12 Lq 3x5 = 1� LOADING(pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 241-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code FBC2017/TP[2014 I CSI. TC 0.75 SC 0.84 WB 0.87 Matra -MS I DEFL in Ow) Udell Ud Vert(-L) 0.32 16-17 >999 240 Vert(CT) -0.62 16-17 >770 180 Horz(CT) 0.23 11 n/a nla PLATES GRIP MT20 2441190 Weight 2421b FT= 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structure] wood sheathing directly applied or 2.2-0 oc puffim BOT CHORD 2x4 SP No.2 `Except BOT CHORD Rigid miring directly applied or 540-4 oc bracing. B2: 2x4 SP No.3 WEBS 1 Raw at Midpt 7-15 WEBS 2x4 SP No.3'Except W5: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 11=0-8-0 (min. 0-2v5 - Max Horz2=198(LC 8) Max Up==.616(LC 8), 11=-473(LC 9) Max Gmv2=1945(LC 1). 11=1945(LC 1) FORCES. (lb) -Max. CompJMaz. Ten. -AO forces 250(Ib) or less except when shown. TOP CHORD 2-3=3443/1041, 34=2796/908, 4-5=3282N 113, 5-6=.345611129, 6-7=345611129, 7-8=3570/1127, 8-9�33191933, 9-10-3336/9g8, 10-11=3454/880 BOT CHORD 2-20=988/2999,19-20=990/2994; 517=3831251, 16.17=952/3303, 15-16=799/3140, 14-15=-5822a70,13-14=se2r2470,11-13=70013014 WEBS 3-20=01274, 3-19�6801334, 4-19=8781269,17-19=757/2682, 4-17=56011999, 6-16=-4131234, 7-16=228/549, 7-15--2054/772, 8-15=752/2294, 8-13=288/699, 10-13=411/306 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Writ: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=S.Opsf, h=16% Cat 11; Exp C; End., GCp'r-O.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This buss has been designed for a 10.0 psf bottom chord five load nonconcument with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t-lb) 2=816. 11=473. LOAD CASE(S) Standard PE 76051 a SiAT�oF' , C)'� i///tcS,s/ONA11NG\\\�\\ 13 Dead Load Deg. =12 in sxe 5x5 = 5x8 2x411 Sx5= 8 9 4 5 3x4= 6a0 12 3x4 10 3x4 4 3 NDP2X STP= T V42:!� 2z4 ll NOP2X $rP=Jj R 11 12 t 2x4 II 2 7 55 1 7x10= 16 7514 13 20 19 18 5x8= 4x6= 2x4II ys= 315 = 23c4 II Sx12 = 2.4 II 3)2 = I 5-U 11-0-0 1590 23-10-0 29-0-0 34-2-12 40-0-0 5-94 I 5-2-12 i 49-0-I B•1-05-2-12 I Plate Offsets (X,Y)— I20-4-12,Etlge]. 140.2-8], [7:0-2-0,0.2-12], I8:43-0,0.2-0], I9:0.2-0,0.24], [11:0-4-12,Edge], I16:0.1-12,0-1-12j, I17:0-3-12,0-34], I19:0-2-12,0.2-8], (21'0.23 0-1-01 f23'0.2-3 0-1-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.56 Vert (LL) 0.38 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(G'f) -0.8116.17 >595 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 023 11 n/a We BCDL 10.0 Code FBC2017/TP12014 Matnx_MS Weight 239 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 25-7 oc puffins. BOT CHORD 2x4 SP No2 `Except BOT CHORD Rigid wiling directly applied or 5.11-2 oc bracing. B2: 2x4 SP No.3, 83: 2x4 SP M 31 VVESS 2x4 SP No.3 -Except' W8: 2x4 SP No.2 OTHERS 20 SP No.3 REACTIONS. (sae) 2=D-8.0 (min. 0-2-5). 11=0-8-0 (min. 0-25) Max H=2=187(LC 8) Max Uprifl261 I(LC 8). 11=459(LC 9) Max Gmv2-1945(LC 1),11=1945(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -Ag forces 250 (Ib) or less except when shaven. TOP CHORD 2-3=-3486/1044, 34=29691938, 4-5=4027/1288, 5-0=4050/1289, 6-7=4093/1193, 74=469011405, 8.9=2598f765, 9-10=29MI816,1 D-11=34861834 BOT CHORD 2-2D=994Y3048,19-20=99413048, 5.17=295/181, 16-17=119814226, 15-16=-979/2877, 14-15=.67912877,13-14=.66513048,11-13=-06513048 WEBS 3-19='43/269,4-19=381H57,17-19=74612603,4-17=648I1987,6-17=255/137, 6-16--2721194.7-16=2281/750. 8-16=90MO68, 8-14=794/285, 9-14=281/1026, 1D-14=-557/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vastl=124mph; TCDL=S.Opsf. SCDL=5.0psf, h=16$ Cat 11; Fxp C; End., GCpM.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater pending. 4) AD plates are MT20 plates unless othemfise indicated. 5) This inks has been designed for a 10.0 psf bottom chord We load nenconcument With any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjant(s) except (p=1b) 2=611, 11=159. LOAD CASE(S) Standard \�\\Q -GEN PE76051 lC ���/SS��NA i 1ENG ���\ cuss Iruss lype nadlne MWS&Cuenwane-s c A15 Jury Roof SpedW 1 1 1"y Job Reference o 'onal I¢gx72aeHo vrygRu35g60rgTyMFnX•m¢XgIXVOezI0ftYm13Z11PR IgT92NWg5 I 1558 21-100 F1 I 2-2I -0 -0I -0I4-2.12 -0 2M21 2-0-0 Deed Load Dell. = 3116 in 5x5 6X7 = 5x7 2X4 II 5X5 = 7 8 6.0012 /1122X44 2x4 - 9 el PNOP2)(STP= 4 3 NOP2X 3TP= 2X4 II m NOP2X STP= 10 11 2%4111 2 14 12 17 16 3x6— 3z4= 3X5a 3X5 G 3X4 = 4X6 — 3x8 = 4x5 = 9-0-0 I 155A 1580 24A-0 l 31-0-0 4680 I 9-0-0 BSA &O-0 6-(+0 9-00 Plate Offsets (YLY)— 12:0-2-10 0-1.81 (4:0.5.4 0.2-81 (7:0.2-8 0-2.41 18:0-5-4 0-2.8) r10:0-2-1 o 0-1-81 115:0312 0-2-81 r18:G-2-3 0.1-01 (20:0-2-30-1-01 LOADING(psf) SPACING. 2-0-0 CSI. DEFL in Qoc) I/deil Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.38 14-15 >780 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 Sc 0.89 Vert(CT) -0.43 14-15 >687 180 BCLL 0.0 Rep Stress Ina YES WB 0.85 Horz(CT) 0.03 10 nla n/a BCDL 10.0 Code FBC2017JTP12014 Matu-MS Weight 213 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2.10.4 oc pudins. BOT CHORD 2x4 SP No2 -Except BOT CHORD Rigid ceiling directly applied or 6-7-0 oc bracing. B2:2x4 SP No.3 + WEBS 1Row at midpt 6-15 WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (size) 2=04e-0 (min. 0-1.8),15=04" (min. 0-2-4). 10=0-8-0 (min. 0.1.8) Max Horz2=169(LC 8) Max Uplift2=273(LC 8), 15=876(LC 4), 10=674(LC 4) Max Gmv2=777(LC ",16=1899(LC 1). 10=1218(LC 1) FORCES. Ob) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=9191346, 3-0=5Bl/= 5.6=-081260, 6-7=14721997, 7-8=1298/912, 8-9=1552I1004, 9-10=1876/1111 BOT CHORD 2-17=363R90, 16.17=1461470, 15.16=1011486, 5-15=535/308, 14-15=78711391, 13-14=746/1337,12-13=746/1337,10-12=929/1642 WEBS 3-17=381/244, 4-17=31/453, 4-16=7651215, 6-15=1770I1042, 7-14=2951360, 8-12=278/394, 9-12-356242 NOTES- 1) Unbalanced rooffive loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other five loads 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at icings) except Qt=lb) 2-273, 15=876.10=674. LOAD CASE(S) Standard O Na9 rua9 Type eRna"M MVV B nwadno-sym A18 :'WSpeaal Girder 1 1 'onal Job Referenm o SOUMM Tfun FL PiGI F . U951 R. UZ 0 (JQ Ll .1. YI tl.3J0! UC 21201tl MI IexlrFD2 0� V,C a RW tl W::W.W [Bl0 r0 a l ID:gk72aeHo wygRu35gO0rgTyMFnX-ISSHFwZ9yFD2 Zi90UbVNgXlzbSzd>cLAr 22-0-0 7-0O 1 41-22--1122 I 42-12 I 4-0-8 2 1�i0 I 27-90 I 330-0 I 4�2-0 23- -04 6.00 12 NOP2X fin r 2x4 11 �t 1 3x5 = 5x7 = 3x5 = 19 37 18 2x4 11 314 = 5,5 418 = Sx5 = 3y5 = 54 = 7 33 34 Tn 8 35 936 NOP2%STP= 15 40 14 1341 4243 12 3839 17 M = 4X8 MT20HS= 3x4 — 5x8 = 2x4 II 4x5 = Dud two Defl. = 3116 in STP= n 2x4 II 10 y 11 d l 3x6 = LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 125 Rep Stress Ina NO Code FBC2017/TPI2014 I CSI. TC 0.95 BC 0.70 WB 0.94 Matra -MS DEFL in Qoe) I/de0 Lid Vert(l) 0.33 13-15 >886 240 Vert(CT)-0.3413-15 >876 180 Horz(CT) 0.06 10 n/a n/a PLATES GRIP MT20 244/190 MT20HS 1871143 Weight 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Txcept* TOP CHORD Structural wood sheathing directly applied. T4,T5: 2x4 SP M 31 + BOT CHORD Rigid ceTng directly applied or 4-2-9 oc bracing. BOT CHORD 2x4 SP M 31 -Except- WEBS 1 Row at midpt 4-17, 6-16 B7: 2x4 SP No.2 WEBS 2x4 SP N0.3-Exeepr 1V3: 2x4 SP No.2 OTHERS 2x4 SP N0.3 REACTIONS. (size) 2--D.&O (min. 0-1.8),16=04W (min. 0-3-7), 10=0-6-0 (min. 0-1-14) Max Hoa2=150(LC 25) Max Upfi82=-680(LC 8),16=2904(LC 4), 10=1634(LC 4) Max Grav2=1189(LC 17), 16=4121(LC 32), 107.242(LC 31) FORCES. Qb) - Max. Comp./Max. Ten. -Ali forces 250 Qb) or less except when shown. TOP CHORD 23=1869I1161, 330=1093f776, 4-30=10931776, 431=-376/592, 31-32-376/592, 532=3761592, 53=,590/875, 6-7=.3958/3047, 733=.35682781, 3344=356a/2781, 834=4568127811 845=3809/294113536=38092941, 946=-380929413 9-1 0=-4307/3197 BOT CHORD 2-19=1035/1620, 1937=1047/1648, 18-37=104711648,18-38=-68811070, 3849--688/1070, 1739=-688/1070, 16-17=87811456, 546=570/462, 15.16=2427/3374, 15-40=-3434/4727,14-40=3434/4727, 14-41=.1434/4727, 1341=343414727, 1342-3434/4727, 4243=-7434/4727, 1243-3434/4727, 10-12=275213802 WE13S 3.19=287/884, 3.18=765/469, 418=334f/93, 417=2075/1364, 6.16=4626/3418, 6-15=4021525, 7-15=831H218, 8-15=1317/982, 6-13=109/500, 8.12=1071/845, 9.12-875/1302 NOTES- 1) Unbalanced roof live loads have beer) considered for this design. 2) W nd: ASCE 7-10; Vuh=160mph (3seccnd gust) Vasd=124mph; TCDL=5.Opst,, BCDL=5.Opsf; h=16fk Cat It; Exp C; End., GCpi=0.18; MWFRS (envelope); porch fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconanent with any other We loads. 6) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 100 It, upfdt aljoim(s) except Qt4b) 2=668`\ 16=2904, 10=1634. �\\ \ _—_ _ ` ��GENS�.`��i�� PE 76051 n`�1 Continued on page 2 —1-0; STATE-05' 5�Al iI-S-I�•k. c rugs cogs Ype Y Y GrM"M Myya; Gren '-spw A16 ROWSpeCWG1rdK 1 1 Job Reference o Sa+aMlaTrusa, FL Pbim.FL, 3G851 D:A j� oL',,yyRu35gO0rgTYMFnXti55HFwZ9yFD2_LeOU TVN�XlzbSz�d.Ar_ezOsyi2a! NOTES 7) Hanger(s) cr other connection device(s) shall be provided sufficem to support concentrated load(s) 319 lb dawn and 369 m up at 7-0-0, 209 Ib dawn and 240 Ib up al 9-0.12, 209 ,b own an 401b uP at -11=0.12,-209 Wdownand 240 @vpat13412- 2091b dow d 240 Ib up at-14-0-12,3191bdawh-and 369lb upat-22-0.0,.209 Ib down aM 240 Ib up at 24-6-12, 209 lb dawn and 240 lb up at 26-6-IZ 209 lb down and 240 lb up at 27-". 209 lb down and 240 m up at 28-11.4, and 209 lb down and 240 lb up at 30-11-4, and 319 lb down and 369 Ib up at 33-0-0 on top chord, and SOS lb dawn and 345 lb up at 7-0.0, 91 lb down and 29 to up at 9-0-12, 91 lb down and 29 lb up at 11-0-12, 91 lb down and 29 ro up at 13-0-12. 91 lb down and 29 lb up at 14-0-12. 588 @ down and 345 to up at 22-", 122lb down and 29 to up at 24-6-12, 122 lb down and 29 lb up at 26-6-12, 1221b down and 29 lb up at 27-9-0,122 lb davm and 29 lb up at 28-11.4. and 122 lb down and 29 lb up at 30-11-0, and 588 lb down and 345 lb up at 32-11-4 on bottom Mold. The designiselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as from (F) or back (B). 'LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Inrnmase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 13=70, 345=70, 6-7=70, 7-9�70, 9-11=70,17-24=20,16-27=20 Concentrated Loads (Ib) Vert 3=158(F) 7=158(F) 9=158(F)19=390(F)18=-67(F) 4=134(F) 15=a90(F) 13=67(F) 12--390(F) 8=134(F) 30=134(l 31=134(F) 32-134(F) 33=134(!F) 34=134(F) 35=134(F) 36=134(F) 37- 67(F) 38=-67(Fj 39=-67(F) 40-67(F) 41-=67(F) 42-17(F7 43=67(F) \-Z Q�V\GENS4� i PE 76051 n` S,ATe1OV" V Job TMss Iruss iwe Y Grenadine MW-W-Ce eSin -spn A18 Rwspedal 1 1 Job Reference o 'on JarIDiem r rasa, rr. V., ram, acaai Dead Load Defl. - 3I8In 5x7 = 314=316= 4x5= yr= 1 5 8 7 6 8.00 12 3x4 G W7 3x4 3 9 d_ NOP2X STP= 1 NOP2.X STP= 2x4 II 2 1 17 5x14 lip 102x4 II 22 21 20 19 18 14 13 12 3x5 = 2x4 II 4xB = 6x8 = 2x4 II 2x4 II 5x6 = 3x5 - 3x4 = 2x4 II 2x4 II 5-9-8 11-0.6 i6-11-12 22-11A 27-9-1 34-2-8 40-0-0 n_v i Boa l Plate Offsets MY)- [2:04-12,Edge], r25:0-2-3 [4:05-4,0-2-8), [8:0-2-8.0-2-4), [10:04-12,Edge], 112:0-2-12,0-2-8], [15:0-3-8,0-3-0), [17:0-9-12,Edge], [19:0.2-0.0-1-121, [23:0-23.0-1-0]. 0-1-OI LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.83 Vert(LL) 029 18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.76 Vert(CT) -0.65 16-17 >741 180 BCLL 0.0 Rep Stress Ina YES 141B 0.82 Hom(CT) 025 10 n/a n1a BCDL 10.0 Code FBC2017RPI2014 Matrix -MS Weight 242 to FT = 20-A LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3, B4: 2x4 SP M 31 WEBS 2x4 SP No.3'Exrept- WS,NS: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2.5). 10=0-" (min. 0.2-5) Max Horz2=131(LC (3) Max Uprr t2--463(LC 8),10--463(LC 9) Max Gmv2-1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins. BOT CHORD Rigid calling directly applied or 6.1"oc bracing. WEBS 1 Row at mitlpt 7-15 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 Pb) or less except when shown. TOP CHORD 23= 3484/815, 3A=29687776, 45=3165/885, M-4162/1101, 6-7=-1182H 101. 7-8--34351895, 8-9=38131940, 9-10=34841817 BOT CHORD 2-22=73213045, 21-22--73213045, 20.21=73213045, 19-20=59812583,16-17=96014197, 15-16=960/4197, 10-12- 63713046 WEBS 13.15=0/273, 8-15=24311309, 3-20=5391277, 4-20=801427, 4-19=3331898, 5-19=1155/434, 5-17=31011211,17-19=744/3124, 7-15=1047/402, 9-15=1831442, 9-12=618=4, 12-15=651/3062 NOTES- 1) Unbalanced roof Eve loads have been considered for this design. 2) Wnd: ASCE 7.10; Vuit=160mph (3-second gusq Vasd=124mph; TCDL=S.Opsf, BCDL=S.Opsf; h=161k Cal. II; Fxp C; End., GCpi=0.18; MMRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to preverdvrater ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumem vdth any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (IMb) 2=463, 10=463. LOAD CASE(S) Standard PE 76051 -�3 ` STA % O`. all-`Z-� ��✓y�� i o 4ORIOj'��� ////s',�ONA',ENG�\�\\\ 11 o inisslype Fly 6reaa4vm NWEe-Gmselmo-Spee A19 Roolsptvial 7 1 Job Reference o 'oral '-12A-0.001 51 ID:gk7�22a-H7Ru335g00F2gcIPITmEssXXvd(z1Sz-0Fc-g0IP215gETH34SIyLzaZ 283-74 10-M 123-8 7-74 ea4040 11 -3211,8 1S74 54Y12 -731 4-0b z-0-0 6ffi MT20HS= 5xe II - yA _ 96 — 8 5x5 = 5,8 _ 6.00 12 _ 4 5 7 9 6 2x4 0 3 L 3 l NOP2X STP= 2x4 II 2 1 7d�e 1 7-,- MT2aH5— UJ 22 21 2D 19 18 6r9= 15 14 3x4= 4x6= 7x6= W2= 2x411 2x4 II 4x12= 3x5 = Dead Load Deb. = 9/16 in 2x4 4 71 6 N0P2XS`rP= a' z 2x4 II 12 13 3X6 = LOADING(PSI) SPACING- 2-0,0 CSI. DEFL in poc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.81 Vert(U-) 0.50 17 >960 240 MT20 244/190 TCDL 15.0 Lumber DOL I 1.25 BC 0.99 I Vert(CT)-1.0216-17 >469 180 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.98 Horz(CT) 0.31 12 nla We BCDL 10.0 Cade FBC2017/TP12014 Matrx-MS Weight:249lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 244 oc purfms. BOT CHORD 2X4 SP No.2 *Except* BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. B3:2x4 SP No.3 WEBS 2x4 SP No.3 •Except- ViG.M,W12,Wt 1: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=048-0 (min. 0-2-5),12=0-8-0 (min. 0-2-5) Max H=2=141(LC 6) Max UpliR2=606(LC 8). 12-507(LC 9) ' Max Grave=1945(LC 1). 12=1945(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -AN tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-3473H 053, 34=3264/1036, 4-5�3783/1224, 5-6=3896/1190, 6-7=5394/1502, 7-8=5672/1606, 8.9=-487811284, 9-10=463111201, 10-11�31481776, 11-12=34881862 BOT CHORD 2-22--946/3042, 21-22=715/2608, 20-21=71512608, 19-20=92313327,16-17=79413519, 12-14=-W5/3067 WEBS 3-22=-342r253, 4-22=165/470, 4-20=743/2530, 5-20=2310//49, 5.19=2431752, 6-19=1377/437,6-17=36911768, 17-19=1D58/J940, 8-17=977/3233, 8-16--468/1750, 10-16=714IZ788, 10-14=928/266, 14-16=572/2970,11-14=370/246, 7-17=27141843, 9-16=22841606 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=5.0psf, BCDL=5.Opsf; h=16$ Cat II; Exp C; Fsd., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This buss has been designed for a 10.0 psf bottom chord live load nonconcument with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It-Ih) 2-606, 12=507. \0\1111 XX PE 6051 ` a �` l �-O ` STA ��\ %N LOAD CASE(S) Standard 11 J00 Imes I russ I ype Y Grenadine M%W, Grena6rreS;= A20 RoofSpedal 1 1 Job Reference o 'on sMIMm Trun. FL Pisan, FL, 34951 Rna a 212015 r'tmC a23a 5 O 212a1e WT" lMUGhleA lne Tue NW 6 p8:3a:W=B el ID:gk72aeMc wygRu35gOOMTyMFnX-6gmQtyb2EAodroRk5d8C7TevKpP7gL3cXxod_By Y -2-0-0 S74 161i0 134a 17-4-0 21-0-0 11 25-0-0 2781 20h.p 32-00 35A-12 400-0 2-00 12-0O 1 57-4 1 SO-1z 2S-0 41W -710 2S1 5-613 2Z 3aIz 1 4-34 112 -b-0' 6.00 FI2 NOP2X SrP= "Il 2x4 11 2 315 = Dead Load Dell. - 9/I6In 13 // i 13 llllt¢�+ NOP2X SIP= 2x4 II 14 15 3 a 7-0-5 1-- 2140 22-11-0 27-41 28,4-0 34 IT V1-4 T-15 9. 12 I 841-0 1�7-0 4-10-1 S-1 5-0-12 I S71 3x5 = Plate Offsets MY)- [2:0412,Ed9e], [22:0-1-12,0.1-8]123'0-2-8D-1-81126'0-230-1-01 [5:0.1-12.0-2-81. p:0-2.8,0-3-01.I11:03.4,Edgel, (120-2-8,0-2-41,114:0412,Ed9e]. (17:0-5-8,0-244. [19:030,03-01 [20:0-2-8.Edge1. r28:0-23,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.52 20 >932 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.0519-20 >456 ISO MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.75 Horz(CT) 0.32 14 n1a We BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight 251 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No2 *Except' B3: 2x4 SP N0.3, B2 2z4 SP M 31 WEBS 2x4 SP No-3 *Except' W3,WB: 2x4 SP No2, W/: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5),14=0-8-0 (min. 0-2-5) Max Hom2=141(LC 6) Max Upli82-606(LC 8), 14=507(LC 9) Meer Gmv2=1945(LC 1), 14=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc puriins. BOT CHORD Rigid ceTmg directly applied or 2-2-0 oa bracing. WEBS 1Row at midpt 7-22,11-17 FORCES. (M) - Mm Comp./Max. Ten. - Allforces 250 Qb) or less except when shown. TOP CHORD 2-3=347611054, 3 4=3266/1036, 4-5=4487/1404, 5$=3933/1203, 6-7=4407/1251, 7-8=566511559, e-9=5687/1618, 9-10=4903/1296,10-11=4863/1254,11-12�34101898, 12-13-3381/839,13-U--3523/843 BOT CHORD 2.25--94613D44, 24-25=714/2604, 23.24=714/2604, 22-23=1206/4338, 19.20=794f3521, 16-17=5872811, 14.16=653/3093 WEBS 3-25-344254, 4-25=1671480, 4.23=-868/3032, 6-23=21331719, 6-23=588227, 7-22-36551959, 20-22=1461/5755, 7-20=193/1091, 9-20=993/3261, 9-19=49111786, 17-19=972I4490, 11-19=-388/1707,11-17=-37751929,12-17=307/1135, 12-16=1051331 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL-5.OpsQ BCDL=S.Opsf; h=16f ; Cat II; Exp C; End., GCpF-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Pro Ace adequate drainage to prevenlwater ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncenctment wigs any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=606, 14=507. LOAD CASE(S) Standard CEN PE 76051 n STATE'OF' %i►-f3-15i44r90 ORI Dead Load Deft. -11116 in 6)B MT2DHS= 6x8 2x4 11 8 20 11 6.00 12 4 9 6X6 = 6x6 = 4 6rB = Sx5 = 2x4 \\ 5 10 3 _ I 1 NOP2X SrP= NOP2X STP= 1 d 2x4 II 2 8 17 122x4 II e5 / 7x16 MTZUHS- 13 1 22 21 20 19 6x10 = 16 15 14 3x5 3x4 = 4x6 = 5x12 = 4x12 = 2x4 11 2x4 11 5,7 = 314 = 315 = 7-0-0 l 15h11 I 19-0-0 l 22-11-0 1 27-8-0 1 31-0-0 34-0-01 40-0-0 7-0d 7-9-12 4-0-0 37-0 410-0 37-0 2$O 6-0-0 Plate OffsetsKY)- 12:0-0-12,Edgel, I4:Edge,03.8j, I5:03-0,Edgel. I6:05.4,Edgel, I10:05-4,034), i11:0.2-8,0.2A); [72:0-0-12,Edge). I14:0-1-12,0-1- 1, (15:42-4,0-2-121. 117,0-34Edae] 118'0.44Edge1120'0-3-80-1-121 f21:0-5-00.1-121 r24:0-2-30.1-01 r26'0-230.1-01 LOADING(psf) SPACING- 24)-0 CSI. DEFL. in Qoc) I/de8 Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.79 Vert(LL) 0.60 20 >803 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.93 Vert(CT) -1.20 20 >401 180 MT20HS 187M43 BCLL 0.0 Rep Stress Ina YES MIB 0.94 Horz(CT) 0.29 12 n1a Na BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weighb240lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'ExcepY TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc pudins. T2 2x4 SP M 31 + BOT CHORD Rigid ceiling d'vectiy applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2'ExcepC 113: 2x4 SP No.3, B2 2x4 SP M 31 WEBS 2x4 SP No.3'Excepl' W3,W7: 2x4 SP M 31, We,W10: 2x4 SP N0.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=04;-0 (min. 0-25), 12=08.0 (min. 0-2A Max Horz2=141(LC 6) Max Up082- 606(LC 8). 12=507(LC 9) Max Gmv2-1945(LC 1), 12=1945(LC 1) FORCES. Qb) -Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 23=348411049, 3A=3276/1033, 45=-0406/1928, 5-6=5546/1815, 6-7=5728/1551, 7-8=-571711633, 8-9=4933/1307, 9-10�4921/1254, 10-11=30481J75, 11-12=34381799 BOT CHORD 2-23=943/3050, 22-23--721/2598, 21-22-721/2598, 20-21=1597/5842, 17-18=79313518,14-15=871/3943,12-14=-6172991 WEBS 3-23=3351251, 4-23=1501529, 4.21=1319/4639, 5-21�3105/1021, 6-21=-3781159, 6-20=21311622,16-20=1691/6195, 6-18=9851388, 8-18=101313301, 8-17=509/1827, 15-17=91614158, 10-17=961445, 10-15=1447/357, 1D-14=1406/379, 11-14=259/1206 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=1611; CaL II; Exp C; Encl.. GCpi=0.18; MWPRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are LIT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 18 =16 6) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrentwith any other five Icads. 7) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Ct=lb) 2=606, 12=507. LOAD CASE(S) Standard NN 1 PE 76051 \7 � � ` STA i/�iSs DNA �,�NG \�%N Job Truss Truss I yPe rly Grenadna MW.6afrenedr Spec A22 ROOFSPECIAL 1 2 Job Rderence o 'on Southdn Truss, R Pierce, FL, 34951 600 12 NOP2X STP- 2x4111z 3x5 = 5r6 = 5,6 = 2x4 \\ 5x8 = -----,.�- • 602 = — 22 21 20 19 18 6,12= 15 3x4 = 3x6 = 44 = 4x9 = 216 II 2x4 It Dead Load Des. =12 in Sx5 = Sx7 = 0!,,NOP2X 51P= 11 j 0 0 2x4 II �(A3 12 14 13 5x8 = 20 II 3X5 - 13941 17-4-0 22-11-0 27-90 V:2 3-0 M 2a4 1 637 1 s" 1 &7-0 1 41o' 1 5-7-0 6-021 1 40-0 Plate Offsets (X Y1- I5.0-212,0-2-81 110:0.5.4 0-2-81 114:0-2 12 0.1-e1 H6:0-2 12 Edge1 M7:0-38 Edaei 119:0-2-40-1-121 123.0-2-30-1-M (25:0-2-3 0-1-01 LOADING(psf) SPACING- 2-010 CS]. DEFL in (Ioc) Vdaft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.421 _19 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL Us BC 0.49 Vert(CT) -0.8518-19 >567 780 BCLL 0.0 Rep Stress Ina YES WB 0.95 Horz(CT) 0.18 11 Na Na BCDL 10.0 Code FBC2017frPi2014 I Matrix -MS Weight 477 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2'Except' 63: 2x4 SP No.3, B2: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* We: 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (a=) 2=0-84 (min. (min. 0-1.8) Max Ho22--141(LC 6) Max Up1[ft2-606(LC 8). 11=507(LC 9) Max Grav2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-3m.347211047, 3-4=326511 W2, 45=478011397, 5-6i=5769I1546, 6-7=5766H 657, 741=-4986/1325, 8-9=4964/1252, 9-10=462811093, 10-11=3508824 BOT CHORD 2-22=S40/3039, 21.22=72712614, 20-21=727/2614, 19-20=241918559,18-19=73284, 6-17=312233, 16.17=789I3508, 8-16=-43I252, 13-14=-038/3077, 11-13=-03913074 WEBS 3.22-326241, 422--144/481, 420=824Ys113, 5-20=5051/1475, 6-19=2089/665, 17-19=2371/8380, 6-17=335111087, 7-17=104513360, 7-16=-547/1894, 14-16=107914870. 9-16=601/307, 9-14=24041630, 10-14=-4842040 NOTES- 1) 2-py truss to be connected together with 10d (0.131'X3') nags as follows: Top chords connected as follows: 2x4 -1 row at 0-6.0 oa. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 M Webs connected as follows: 2x4 -1 row at 0-9-0 oa. 2) Ali Icads are considered equally applied to all piles, except if noted as front (F) or bark (B) face 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 five loads have been considered forthis design. 4) Wind: ASCE 7-10; Vutl=160mph (3second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf, h=1611; Cat It Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are Mr20 plates unless otherwise indicated. \\,} 1 1111 /// e ProvidThis e mechanicalhas n nnectionned o(by othersfofWss to bbearingm chord live load nonconcurrent with plate capable of withstanding 00 lb uplift atjoint(s) except r-4b)other five loads. \\`� M_8(rC////�j Q-GENS�".y\/r�� i LOAD CASES) Standard 7 kill' PE 76051/ \t ZE MX4i=. —1-O % STATEbF -P0�`�C nus Imes Iype GM"Mne MVf684renaQreSpee A23 Root SpedalGWer ILay IHIY 1 1 Jab Reference (optionall JOIINem If1135,rl Ylef4, rL,:Wxll H1Pe 0.2303( LI LuluLsVVZulu ]"IM1 ID:gk72aeHowygRu35g0OrgTyMFnX-XFSYVzmXS_Ci1GJmG enwal OB ZB1BWPe9G1 I -02574 I 106-0 17A6 .2 2pl 0.0-042X 1d i -0I202257-4 54-12 66-0 3150-4 .0 5x5 = 6.00 12 4 2X4 3 NOP2X STP= 2x4 II 2 1 3x4 G 5x5 = 6 515 = 3x4 Dead Load Dell. =1116 in 515 = SX7 = STP_ 2x4 II 11 3— 23 22 21 20 18 15 14 13 • =' 3x5 3X4 = 3x6 = 3X4 = 19 3xs = 17 16 414 = 3x4 = 2x4 II 3X5 = 3x4 = 3zfi = 7fi4 1 It 12 III-'I0 �22-73 l 25 i-0 128�-0 13111 35J-0 138-0-0 14040 7Sd 36 5_' 3b/4 233 347-0 24. 547-0 23-0 2-0-0 12 Plate Offsets (X,Y)-f5:0-2-8.0-2-121.16:0-1-12.0-1-81 r10:0-5-4 0-2-81 f24:0-2.30-1-01, 126:0.2-3 0.1-01 LOADING(psi) SPACING- 24-0 CSI. DEFL. in Qoc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.99 Vert(L-) -0.07 23-30 >999 240 NIT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.61 Vert(CT) -0.17 23.30 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.99 Horz(CT) 0.03 19 n1a nia BCDL 10.0 Code FBC2017/TP12014 MaInx-MS Weight 2201b FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 24 SP No2 WEBS 20 SP No.3 OTHERS 2X4 SP No.3 Structural wood sheathing direc0y applied Rigid ceiling directly applied or6-0-0 oc bracing, 8-63 oc bracing: 2-23 10-0-0 oc bracing: 21-23 e-11-11 cc bracing: 20-21. REACTIONS. AB bearings 041.0 except (p=length) 18=6-0-0, 19=D3-8, 16=034. Qb) - Max Horz2=141(LC 6) Max Uplift AO uplift 1001b or less at joint(s) 16 except 2- 367(LC 32), 18=713(LC 8), 11=1S4(LC 9) Max Grav AO reactions 250 Ill or less at joint(s)19, 16 except 2=1054(LC 24). 18=2365(LC 1). 11=403(LC 18) BRACING- TOPCHORD BOTCHORD FORCES. Qb) - Max CompJMaz. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2.3=15171524, 3-0=1307/509, 45=11711427, 56=354/228, 6-7=320H285, 7-8=298/1281, 8-9=2711841, 9-10-440f781, lD-11=420/544 BOT CHORD 2-23=473/1296, 22-23=2531847, 21-22--253/847, 20-21=430/1061, 19-20�350/263, 18-19=350Y263, 17-18=720/322,16-17=720rJ22,15-16=7201322,14-15=8111492, 13.14=488/427, 11-13=4761415 WEBS 3-23=344/246, 4-23=154/499, 5-21=122/255, 5-20=11901491, 6-20=325/999, 6-18=10591465, 7-18=1399/407, e-18=-623/321, 8-15=12252, 9-15=-639/306, 10-14--362/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf h=16ft; Cat 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) AO plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (ry others) of truss to bearing plate capable of Withstanding 100 lb uplift atjoint(s)16 except at -lb) 2=367, 18=713, 11=194. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)128 b down and 140 lb up at 38-M on top chord, and 85 lb down and 104 lb up at 3G-M on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the fare of the lass are noted as front (F) or bacK (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1.4=70, 4-5=70, 5-7=70, 7-9=70, 9-10=70, 10.12=70, 2831=20 Concentrated Loads (Oh) Vert 10=58(B) 13=53(3) Except GEN 7 PE 76051 Q 1 ST � 0\ �o ORIOj ,Zz����3 ONAL,EaG\\\�\� o Fuss 1russ lype Grenadine MWSe-GrenadlneSpee Bi Wmmon 5 1 _ Job Rererence(optional) eoummn Try . Ft Nrce, FL, 34951 04 = Dead Load Deb. a 9a in I LOADING(psf) SPACING- 24)-0 est. DEFL in (ice) gdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.41 Vert(LL) -0.08 7.14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.60 Vert(CT) -0.20 7-14 >999 180 BCLL 0.0 Rep Suess Incr YES WB 0.21 Horz(CT) 0.04 6 n1a We BCDL 10.0 Code FBC2017JTP12014 Matrix -MS Weight1011b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing direly applied or 4-1-9 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0 (min. 0.1.8), 2=041.0 (min. 0-1-8) Max Horz2=139(LC 8) Max Upli86=257(LC 9). 2-324(LC 8) Max Gmv6--953(LC 1), 2-1112(LC 1) FORCES. (b)-Max Comp.Mlax Ten. - All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1646/435, 3-0=1433/416, 45=1458/435, 5-6=1659/456 BOT CHORD 2-9=.405/1413, 8-9=1661951, 7-8=166/951, 6-7=329/1446 WEBS 4-7=1921547, 5-7=3901274, 4-9=1701508, 3-9=369/262 NOTES- 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpsY, h=16$ Cat II; Exp C; End., GCpi=0A8; MIWFRS (envelope); Lumber DOL=1.60 plate. grip DOL=1.60 3) AD plates are MT20 plates undess otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconranent vrith 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--Ib) 6=257. 2=324. LOAD CASE(S) Standard JOD Truss I russ lype GMwira MVJ6eGmne a,o-Spec 82 Cemmnn IUV Illy 4 1 Job Reference (opHonall SoWhem Truss, FL P . FL, 34a51 4x4 = Dead Load Dell.-1/8 In r4 II (� Plate Offsets (X Y)- 12:0-0-4 Edne7 r6:04-4 Edge? f11.0-2-3 0-0-81 r13.0-2-30-0-81 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in god) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.37 Vert(LL) -0.0810-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.18 10.17 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(CT) 0.04 6 Na We BCDL 10.0 Code FBC2017nP12014 Matdx-MS Weight 107 lb FT=20% LUMBER - TOP CHORD 2x4 SPNo2 BOT CHORD 2x4 SP No2 WEBS 2x4 SPNo.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1.8), 6=0-8-0 (min.0-1-8) Max Horz2=127(LC 7) Max UpliRY--323(LC 8), 6=323(LC 9) Max Grav2=1 1 05(LC 1), 6=1105(LC 1) FORCES. (1b) - Max Comp./Max Ten. -All forces 250 (Ib) a less except when shown. TOP CHORD 2-0=1632/432, 3-4=1419/413, 45=1419/413, 5.6=16321432 BOT CHORD 2-10=380/1400, 9-10=140/937, 0.9=140/937, 641=263/1400 WEBS 441=1721510, 5-8=369262, 4-10=171/510, 3-10=369/262 BRACING - TOP CHORD Structural wood sheathing direly applied or4312 cepudins. BOT CHORD Rigid ceiling directly applied or 936 ce bracing. NOTES- 1) Unbalanced roof five loads have been considered forthis design. 2) Wind: ASCE 7.10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=S.Opsf; h=16ft CaL I I; Exp C; End, GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) A6 plates are MT20 plates unless otherwise Indicated. 4) This thus has been designed for a 10.0 psf bottom chard live load noncencurrentvdth any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of vAthstanding 100 lb uplift at joint(s) except at -lb) 2=323, 6=323. LOAD CASE(S) Standard fie,• v\ &,,;!S i PE 76051 O ` STATEMIF i ` 1-S k7� %O'er •� c� ORIDP ��� �� o nti5 rus5 lype Gmnafte MVIL684 `ne-spec B3 Common t 1 Job Reference Lopg=@ swmam i n= FL rm., r". -22-041-00 1 947-0 t0A0 ID1;g-0k7-20aHcxg1R53u3-15gOOrgTyMFnX-TdaJwfrA3i 22 I 21-E-0 557�7.4 wynJhuAkNiWsfRgB23VJ-0J-0kTLgDWOgOyLza7 5-7-4 I 24}0 Dead Load Dell. = 1/e in 3x5 = 3x4 = 63x5 = 74iS t3-9-11 21-0-0 n.�t ea-e 785 _ Plate Oets O(Y)- r20-0-8 Bs Edael 14:03-0 0.2.8] 161030 0.2-61 18:0-0.8 Ed9e1 113:0.2� 0-0-87 115:0.2� 0.0-8 1 LOADING(psf) SPACING- 24)-0 CSI. DEFT_ in poc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.99 Vert(LL) -0.10 12-19 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.25 12-19 >999 180 BCLL 0.0 Rep Stress Ina YES M 0.17 Horz(CT) 0.04 8 We n1a BCDL 10.0 Code FBC2017/fP12014 Matrbc-MS Weight 105 Ib FT=20 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP Nc2 WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (size) 2--0-8.0 (min. 0-1-8), 8=0-9-0 (min. 0-1-8) Max Horz2=111(LC 6) Max Uplifl2=-309(LC 8), 8=-309(1-C 9) Max Grav2=1105(LC 1). 8=1105(LC 1) BRACING - TOP CHORD Structural wood sheathing direly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib)-Max. CompJMax Ten. - All fours 250(Ib) or less except when shown. TOP CHORD 23=1593/387, 3.4=1399f370, 6-7=13991370, 7-8=15931388, 4.5=1213/363, 5-6=1213/364 BOT CHORD 2-12=321/1355, 11-12=1241978, 10-11=1241978, 8-10=219/1355 WEBS 5-10=131/433, 7-10=255209, 5-12=131/433, 3-12=255209 NOTES, 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3second gust).Vasd--124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=1611; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) AO plates are MT20 plates unless oihervdse indicated. 5) This truss has been designed for a 10.0 part bottom chord live load noncencurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 m uplift at joints) except (It--Ib) 2=309, 8=309. LOAD CASE(S) Standard GENgF.\��i/ f' PE 76051 I M I*_ -O STA / s �NA i ENG�,\\ 21P NSa N59 ype GrerledVlO NwG5Gran nespee r 84 Hip GrJer 1 1 Job Reference o 'on Smnhem Truss, FL Me=. FL, 34951 5ffi = 1x4 It 5oB = 3rB = — I L=I 7a Dead Load Dell. -118In Id late Offsets OC YI- (2'0-54 Edae7 (3:0-6-0 0-2-81 f :D-M 0-2A) (6'0-5-4Edge) f 120-23 0-0-81 f14-0-2-30-0-81 LOADING(psf) SPACING- 2.0-0 CSI. DEFL in Goc) Well L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 125 TC 0.70 Vert(LL) 0.21 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.96 Vert(CT) -0.23 9 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.25 H=(CT) 0.10 6 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matra -MS Wetghb107lb FT=20% P LUMBER - TOP CHORD 2x4 SP M 31 'Except' TZ 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2-0-8-0 (mm. e-2-6), 6=D-9-o (min. D-2-6) Max Hoar-91(LC 5) Max UpIV-- 1213(LC 8), 6=1213(LC 9) Max Grav2=1991(LC 29), 6=1991(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9.12 0o pudins. BOT CHORD Rigid calling directly applied or 4-0-13 no bracing. FORCES. Ob) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23�3620/2328, 3.22=356412415, 4-22=3664r2415, 4-23=3564f2415, 5-23=3564/2415, 5-6=3621/2328 BOT CHORD 2-11=2010/3251,11.24=2022J3279, 10-24=202213279, 9-10=2022/3279, 9-25=197213233, 8-25=1972(3233, 63=1961/3206 WEBS 3-11=284/680, 3-9--506/611, 4.9=594/595, 5-9= 507/612, 5-8=-284/680 NOTES- 1) Unbalanced mod live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-sec nd gust) Vasd=124mph; TCDL=5.0psh BCDL=5.0psf; h=161t; CaL 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.80 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt-lb) 2=1213, 6=1213. 7) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s) 319 lb down and 369 lb up at 7.0-0, 209 lb down and 240 lb up at 9-0-12, 209 lb down and 240 It, up at 10-8-0, and 20916 down and 240 lb up at 123.4, and 319 In down and 389 lb up at 14 4 on top chord, and 505 to down and 345 Ib up at 7-0-0, 91 lb down and 29 lb up at 9-0.12, 91 lb down and 29 lb up at 10.8-0, and 91 lb down and 29Ib up at 123-0, and 505 lb dove and 345 lb up at 1434 on bottom chord. The designiselectlon of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). I I I I I ////i LOAD CASE(S)Standard�\ )Live \\\\XI \�Pr Dead +(balanced): Lumber Increase=125, Plate Increase=125 Uniform Loads (pit) \\ \��. ��GENgF.`��i� Vert 13=70, 3s=70, 5.7=70,16-19=20 Concentrated Loads pb) ` PE 6051 Vert 3=158(13) 5=158(B) 11�390(B) 9-67(B) 4=134(13) 8=390(B) 22=134(B) 23=134(13) 24=67(B) 2- O 1 STA i�.o`:°LpRIDP:•���� 1.301, 1 nlee I Wes type Y Grenadine MW6aGreneftn s;. C1 Comm 2 1 Job Reference o 'onal sovocem truss. rt ru�,r�, uaenr rom aruus cLa ygRu35 OOrg yw rrX- Dh3LLhRbKUdBST'4 b - I ¢_-, - ID:9k72aeHo vrygRu35gO0rgTyMFnXfOh3LLhRhKUdB5T4?bmsnxz6sdtOzWne8X7VkHyLzaR 2-0-0F 12-0-0 I L=I 2304-0t-0-0 '-0M 5.8-12 4x4 = M 3 1x " 3x4 Dead Load Deft. = IM6 in 10 LOADING(pst) SPACING- 2-" CS]. DEFL. in (be) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC OA8 Veft(LL) 0.18 SAO >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.63 Vert(CT) -0.17 I SAO >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.69 Horz(CT) 0.02 8 We Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight 104 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc pudins, except BOT CHORD 2x4 SP No2 and verticals. ` WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 8=0-8-0 (min. 0-1-8) Max Horz2=217(LC 8) Max UpIM2-137(LC 4), 8=363(LC 4) Max Grav2=855(LC 1), S=1077(LC 1) FORCES. (1b) - Max. Comp.Mlalr. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2a=1059/402, 3-0=878/427 BOT CHORD 2-10=-357881,9-10=891317, 8-9=89/317 WEBS 3-10=4171302, 4-10=324/667, 4-0=652/192, 5-8=373t273 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=5.Opsf BCDL=5.0psf, h=1all; Cat It; Exp C; End., GCpi=0.18; MWFRS (envelope); porch left exposed; Lumber DOL=1.80 plate grip DOL--1.60 3) Ali plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live two nonooncument with any other Gve loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except al --fib) 2=337, 8=363. LOAD CASE(S) Standard i� PE 76051 i STATelOV ' �� 9$ Joe toss iru,, I ype Gmnamrle MW66Grema '..Spda C2 CABLE 1 1 Job Reference o 'once $0Ua1P.11l l N99, FL PMI®. FL. 399J1 R,111: 9.3308 U3 Ll LUIU Yf111C CLJV a V.'I[l LVItl MI IBR RI0U5III6. IrIG I Ue M W U UU:.Y(.l l [Ultl YdBB 1 ID:gk72aeHoxygRu36gO01gTyMFnX4CFRYhh3MdcUpF2GZ115K9UAe1DK_IoNBk2lijyLsaO -2Z I 2-6-0 1 71-51 11$11 W L_ 20-0-0 I 241-0 2-8-0 P7_5 475 03.5 44-0 3-8-0 4x4 = 12 lx411 43 44 1x411 10 14 tx4 11 42 45 lx4 11 7 16 IM II 41 5 5x8 G 40 1 I x 11 II 6110 12 3 1 1 6 II 11 1 17 33 1 NOP2X STP= ]ll� 2 _ ry IA II d 1 2734 35 26 36 26 37 24 36 39 i { = 3x4 = 314 = 314 _ IM 11 23 NOPZX STP= 3x4 = Dead tmd Defl. = 1116 fn 1x4 II 2x6= 18 2x4 II 2S-0 7-15 11$11 18d0 1 20-0-0 2E-0 I :7S I 47S 1 47$ Od0 3�-0 22 3x4 II k Plate Offsets ()(YI— [3:D-3-8 Edge][9'0-2-00301 111:GA-0 0-2-81 [20:0-3-00-0-41 [28:0-2-0 0-0-81 LOADING(psf) SPACING- 2-0-0 CSL OEFL in Qoc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.13 24-26 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.1624-26 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.61 Horz(CT) 0.03 23 n/a We BCDL 10.0 Code FBC2017/IPI2014 Matrix -MS Weight 152 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2X4 SP NO2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 JOINTS REACTIONS (size) 2=0-" (min. 0-1-8), 23=0-8-0 (min. 04-8) Max Horz2=217(LC 32) Max Uplift2=530(LC 4), 23=530(LC 4) Max Gmv2=851(LC 37), 23=1091(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 233=1558/940, 333=1490/925, 3-4=11401651, 4-6=1140/651, 6A=1748/960, 8-9=17481960, 9-11=17481960, 11-13=275/547, 13-15=275/547, 15.17=275/547, 17-19=275/547, 19-20=275/547, 3.40=304246, 5-41=268M% 742=253289, 10-42--220270, 1043=225296,12-43=192278,12-44=197287, 14-44=233275, 16-05=258252 SOT CHORD 2-27=79811398, 2734=10BB/1945, 3435=1088/1945, 2635=108811945, 2636=47711023, 2536=-077/1023, 2637=477/1023, 2437=-47711023, 2438= 477/1023, 3839--477/1023, 23-39=-47711023, 22-23--322/156 WEBS 3-27=139287, 6-27=908/321,11-26=663/974,11-23=13981658, 17-23=494YJ19, 15-16=287200 Structural wood sheathing directly applied or 4$9 oc pudins, except end verticals. Rigid ceiling directly applied or 5-7-2 oc bracing. 1 Brace at Jt(s): S. 11, 17, 13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7A0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16$ Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed forvAnd loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIRPI 1. 4) Provide adequate drainage to prevent water pending. 5) A6 plates are MT20 plates unless otherwise indicated. 6) Gable studs spaced at 2-0-0 0= 7) This truss has been designed for a 10.0 psf bottom chord five load nonconcu ent with any other live loads. 8) Provide mactumieal connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (jt-46) 2=530, 23=630. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top andlor bottom chord. \\\; 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)164 lb dovm and 167 Ike up a`'S 60 he down and 71 16 up at 2-9-15, 60 lb down and 71 lb up at 5$12 60 lb down and 71 lb up at 7$12, 60 lb down and $71 1� 912, 60 lb and 70 lb up at 11$12, and 60 lb down and 71 Ib up at 13-0-12, and 601b down and 71 Ile$ up at 1512e¢ p chord, and 147lb down and 124 lb up at 2-M, 69 Ib down and S lb up at 3$12. 69 lb down and 6lb up at 5$12, 69 b down d eb up at 7b12, 69 lb down and 6 to up at 9$12, 69 to down and 6 th up at 11-0-12, and 69 Be doom and 6 he up at 1 , — Id down and 6 lb up at 15-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of t 11) In the LOAD CASE(S) section, leads applied to the farce of the truss are noted as front (F) or back (B). LO"ADAgi14%tandard C�GENgF.`��i�� PE 76051 Ml_* YI STATE-UI" NAL1�NG���� a`� Job ruse I ntss TYPB uly Y Gmnedvre MW6&Gmnefnasw C2 GABLE 1 t Job werenm Ssunfam Truss, R PielOa, Fl, 99951 LOAD CASE(S) Standard Loads (ptf) Vert 1-3=70, 22-30=20, 3-12=70,12-21=70 trated Loads (lb) nw:gk72sw_ gR rumor. yMFA-tComue,.Mdt,,. ...� gK— ..............�....__•_'_s' m:gk72aeHo xygRu35gO0rgTYMFnX-tCFRYhh3MdcUpF2C,2115K9UAe1DK_IoNBk2Fiylsa0 PE 76051 i t -O \ STA ?ORI O ////S' ONA „��G \\\\ 4x4 = 314 = Dead Load Deft. = 118 in LOADING(psf) SPACING- 2-" CSI. DEFL in (loo) I/detl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.08 7-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.47 Vert(CT) .0.18 7-10 >510 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 5 n1a nFa BCDL 10.0 Code FBC20177rP12014 Matrix -MS Weight 79 lb FT=20-A LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 640-0 oc pur9ns, except BOT CHORD W SP Not and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS Ali bearings 941-0 except (p=length) 5=0-e-0, 6=0-38. (Ib) - Max Horz1=255(LC 6) Max Uplift All uplift 100lb or less at joint(s)1 except 7=311(LC 8), 5=114(LC 5), 6=133(LC 6) MaxGrav A9 reactions 25D Ib or less at joint(s) a except 1=323(LC 1), 7=725(LC 1), 5--284(LC 1),1=323(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=442/311 NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7.10: Vutl=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst BCDL=5.Opst,, h=16ft Cat It; Exp C; End., GCpf=-0.18; MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load rlonconcurrentwhh any other We loads. 5) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 100lb uplift atjoim(s)1.1 except (It --lb) 7=311. 5=114,6=133. LOAD CASE(S) Standard PE 76051 ' MXu r -O ; STATe,0 ///���SS�0NA i `NG���\\\ %j Job I Nss ru ype Gremlim Mwas-Grenadne-SW CJ2 Dlapwsl Hiy Guder 1 1 Job Reference c 'on somnam i Nss. rr. elan, ram.. acaar m„c gk72. c..v y... u35q. zNjJ .....C2YC ...- .-....-. - ' ID:gk72aeHo wygRu35g0ortJTyMFnX-pbNCxNjJuFsC2YCfgjI�a7Zx(7BA1H4gVD9LcyLzeO -15 24f-7 2-9 2-9-15 248-7 LOADING(Psf) SPACING- 240-0 CSL DEFL in (loc) Odell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) .0.02 4-9 >999 240 UT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.02 4.9 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Hmz(CT) 0.00 2 n1a n1a BCDL 10.0 Code FBC2D17frP12014 Matrix -MP Weight 17 to FT =20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP N0.3 + REACTIONS. (size) 3=Mechani=L2=(l.-10-15 (min. at-8),4=Mechanical Max Horc2=122(LC 20) Max Uprif 3=-41(LC 17), 2=335(LC 4), 4=76(LC 17) Max Gtav3=69(LC 20), 2-388(LC 1), 4=99(LC 20) FORCES. (Ib) - Max CompdMax. Ten. - All forces 250 pb) or less except when shown. NOTES- 1)1Mnd: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst,BCDL=5.0pSf; h=16f ; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 2) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVIPI 1. 3) Gable studs spaced at 243-0 oG 4) This truss has been designed for a 10.0 psf bottom chord live lad nonconartentwith any other live loads. 5) Refer to girder(&) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 4 except at -lb) 2-335. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26 lb down and 26 lb up at 1.6-1. and 103lb down and 128 lb up at 1.6-1 on top chord, and B lb down and 161b up at 1.6-1, and 46 lb down and 93 lb up at 1-6.1 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bark (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=70, 4-7=20 Concentrated Loads Qb) Vert 10=53(B)11=44(F=7, 8=51) 0`\M 1l1uj// f PE 76051All -k 1 STATE'05 i� c •��OR(DP����� �''/Nni1iNG````\\ 3� Hip GMU I LOADING (psi) SPACING- 2-0-0 CSI. DEFL in Qoc) Udell Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.75 Vert(LL) -0.14 7-12 >828 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.66 Vert(CT) -0.14 7-12 >840 180 BCLL 0.0 Rep Stress Ina NO WB 0.30 HOM(M) 0.01 6 n1a n/a BCDL 10.0 Code FBC2017rTP12014 Matmi-MS Weight 471b FT=20% LUMBER- TOP CHORD 2x4 SP No2 BRACING. TOP CHORD Structural wood sheathing directly applied or 6.2-14 oc pudns. BOT CHORD 2x4 SP No2 BOT CHORD Rigid wiring directly applied or 8-3-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP N0.3 REACTIONS. (sae) 4=Medran-IMI, 2=0-10-15 (min. 0-1-8). S=Medranlcal Max Hoa2--320(LC 4) Max Uprdt4=122(LC 4), 2--461(LC 4). 6=288(LC 8) Max Gmv4=124(LC 17), 2=671(LC 31), 6=476(LC 31) FORCES. pb)-Max. Compdfitax.Ten. -M forces 250(lb) orlm"mptwhen shown. TOP CHORD 2-13-82MB5, 13-14=7511364, 3-14=-699/365 BOT CHORD 2-16=487!/27,16-17=487//27, 7-17=487f727, 7-18=487f727, 6-18=4871727 WEBS 3-7 6/295, 3-6=$50/569 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (&second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opst, h=1611; Cat II; Exp C; Part End., GCpi--0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This thus has been designed for a 10.0 psf bottom chord live load nonconcument with any other rive 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 100 lb uplift atjoint(s) except Qt-ib) 4=122, 2=461, 6=288. 139 Hanger(s) downrother a d 1381b up et 1-6-1. 1 8lb dshallbe own and provided sufficlb up t t�p support downand 104 ted load(s) at 4-4-0, and 139 lb down 175 b dow138 lb pat n and 1188 lb up at 7-1-15. and 1751b down and 188 lb up at 74-15 on top chord, and 45 lb down and 96lb up at 1-B-1, 45 lb down and 96 lb up at 1-6-1. 36 lb down and 3 to up at 4.4-0, 36 lb down and 31h up at 4-4-0, and 59 lb down and 27 It, up at 7-1-15. and 59 lb down and 27 b up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsiblity, of others. 6) In the LOAD CASE(S) section, loads applied to the fare of the buss are noted as front (F) or bade (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 14-- 70, 5-10=20 Concentrated Load13=115(F )57, B=57) 15=75(F=38, B=38)16=107(F=53, 13=53)18=54(F=27, &=27) f PE 76051 �l a ; ST \ ��.o •��ORIGj'��� %NA �j2i //S 1ENG\\\\\ i LOADING(PSI) - SPACING- 2-0-0 CSL DEFL in Qoc) Ilde6 Ud PLATES GRIP TCLL 20.0 Pla[e Gdp DOL 125 TC 0.75 Vert(U) 0.05 7 >903 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.26 SC 0.47 Vert(CT) 0.05 7 >999 16O BCLL 0.0 Rep Stress Ma NO WB 0.00 Horz(CT) 0.02 3 nla Na BCOL 10.0 Code FBC2017rrP12014 Matrix -MP Weight 21 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 3-115 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-04 oc bracing. OTHERS 2x4 SP No.3 + REACTIONS. (size) 3=Merhanical, 2=0,5-11 (min. 0-1-8), 4=Meehanical Max Horz2=144(LC 4) Max Upldt3=36(LC 8), 2-37e(LC 4), 4=60(LC 17) Max Grav3=41(LC 31), 2=464(LC 1), 4=93(LC 20) FORCES. Qb) - Max. CompJMax Ten. -All forces 250 (m) or less exceptwhen shown. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-semnd gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf, h=16ft; Cal It; Exp C; End:, GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 100 ib uplift atjoint(s) 3, 4 except aMb) 2=378. 5) Hanger(s) or other connection device(s) shag be provided suf5dem to support concentrated load(s) 28 lb down and 28 lb up at 1-6-1, and 108 lb down and 1381b up at 1$1 on top chord, and 8lb down and 16lb up at 15-1, and 45lb down and 96 lb up at 15-1 on bottom chord. The destgn/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, leads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lnc ase=1.25 Uniform Loads (plf) Vert 1J=70, 4-7=20 Concentrated Loads cab) Vert 11=57(B) 12=47(F=7, 8=53) \ \\\1 I I I I II//// CEN ' PE 76051 i t O STAT / - i-P i0 GORIOP����� %NAL N I I l ?G\\\\\\ Jac Ne5 truss I ype Glene4ma MW68-GrenatlineSpee CJ26 Gepaal Hip GUCu 1 1 Job Refemnce (optional) Sautnem Tntm, Fi Pleire, FL, 39951 LOADING(psf) SPACING- 24-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.05 4-9 >809 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.52 Vert(CT) 0.05 4-9 >864 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) 0.00 2 n1a nfa BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight 19 m FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 34-15 oc pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanicel, 2-*-10-15 (nun. 0-1-8), 4=1u1echani al Max Hort2=160(LC 20) Max UpIi03=-82(LC 8), 2=341(LC 4), 4=-96(LC 17) Max Gmv3=83(LC 27), 2=349(LC 31), 4=107(LC 20) FORCES. (Ib) - Max ComplMax Ten. -AR forces 250 (1b) or less except when shown. NOTES- 1) Wnd: ASCE 7-10; Vu"- 60mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psq h=16f ; Cat 11; Exp C; ParL Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIRPI 1. 3) Gable studs spaced at 2.0.0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurnmt with any other live loads. 5) Referto 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) 3; 4 except at -lb) 2=341. 7) Hanger(s) or other connection device(s) shall be provided sufficient tosupportconcentmted load(s)139 Ito down and 138 lb up at 1-6-1, and 139.lb dawn and 138 lb up at 1-6.1on top chord, and 45 lb down and 96 lb up at 1-6-1. and 45 lb dawn and 96 lb up at 1.6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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): Lumberincrease=1.25, Plate Increase=125 Uniform Loads (pit). Vert 1-3=70, 4-7>20 Concentrated Loads (Ib) Vert 10=115(F=57, B=57) 11=107(F=53, B=53) Job cuss truss 1we ItyGrenetlinc MW664+e did Spgc J1 J &Open 13 t Job Reference 'on SouNem Tress. FL Pkrm, FL, Mml Run: e2=.0 Ll mrum tl2 .o 21 zara M, hex me MM me rueM ouo—A I.,o rage ID:gk72aeHc wygRu35g00rgTyMFnX- Vy021ZPs6w iosm U?e70e1PdmNHpiG8f;!M 2.0.0-0-0 t-ao LOADING(psf) SPACING- 2-M CSI. DEFL in Qoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.33 Vert(l) -0.00 9 >999 240 MT20 244M 90 TCDL 15.0 Lumber DOL 125 BC 0.06 Vert(CT) 0.00 9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 4 Na We BCDL 10.0 Code FBC20171TP12014 Matu-MP Weight 10 to FT=20-A LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Sbuclurai wood sheathing directly, applied or 1-0.0 oc pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid wiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SPNo.3 REACTIONS. (size) 3=Mechanical. 2=0.8-0 (min. 0-1-8), 4--Mechanical Max H=2--76(LC 8) Max Up663=39(LC 1), 2=160(LC 8), 4=-68(LC 1) Max Grav3=27(LC 10), 2-349(LC 1), 4a5(LC 4) FORCES. Qb) -Max. CompAAm Ten. -AS forces 250 (lb) or less excaptwhen shaven. NOTES- 1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vmd=124mph; TCDL=5.Opsf, BCDL=5.Opsf, h=16Ik Cat tl; Exp C; Pan. End., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) A0 plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumerdwith any other five loads. 4) Refer to girder(s) for buss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at -lb) 2-160. LOAD CASE(S) Standard Job Truss Iruss lype y Grenamne Mvvs Gn=&d Sp J1A Ja -ow 3 i Job Reference o 'an SWh. TN , FL Pierre, FL. 34951 2X4 = L�'� Plate Offsets (X Y)— 11:0-14,Edile1 — LOADING (psf) SPACING- 24)-0 CSI. DEFL in poc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.01 Vert(LL) -0.00 6 >999 240 MT20 244A 90 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 6 >999 180 BCLL 0.0 Rep Stress Ina YES NB 0.00 Horz(CT) 400 2 We Na BCDL 10.0 Code FBC20177rP12014 Matrilc-MP Weight 3lb FT=20% LUNBER- TOPCHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=0-6-0 (min. 0-"), 2=Medranical, 3=Mechaninl Max Ho¢ 1=35(LC 8) Max Uprif l=15(LO8), 2=25(LC 8), 3=10(LC 8) Max Gmv1=46(LC 13). 2=M(LC 13). 3=21(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten.- A0 forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-M oc purlins. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. NOTFS- 1) Wind: ASCE 7-10; Vut=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCD1-=S.0psF h=I Sit Cat II; Exp C; Part End., GCpi=D.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) A0 plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncuffent with any other live loads 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upl'dt atjoint(s)1, 2, 3. LOAD CASE(S) Standard Job N55 Inez lype ply GtPtIOtlIM MY BGrcnBtlNB$peC !3 Jark-0pen 9 t Job Reference o 'an &a MT., R Pi� FL. 5951 LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) Udell IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.33 Vert(U) -0.01 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.06 Vert(CT) -0.01 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 nla rda BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight 16 lb FT= 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid celling directly applied or 10-0-0 oc bracing. OTHERS ZA SP No.3 REACTIONS. (size) 3=Mechanin1,2=0-8_() (min. 0-1-0),4=Mechanical Max Hom2-146(LC 8) Max UplWd--78(LC 8), 2=137(LC 8) Max Gmv3=86(LC 13), 2-328(LC 1), 4=45(LC 3) FORCES. (!b) -Max CompJMax. Tan. - All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.0pst; BCDL=5.DpsF, h=16f ; Cat II; Exp C; Part End., GCpr-0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord We load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanics! connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except at=lb) 2-137. LOAD CASE(S) Standard Jr �Q10 M-84. PE 76051 f _ o era 13o`.,cll-�-Ib: ON I I fENG\\\\\\ 2x4 = 34 Plate Offsets (XY)— It 10-14 Edcel LOADING(Psl) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 15.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 Rep Stress Ina YES WS 0.00 BCDL 10.0 Code FBC2017fTPI2014 Matibc-NIP LUMBER - TOP CHORD 2x4 SP NO2 BOT CHORD ZA SP N0.2 REACTIONS. (sae) 1-08-0 (min. 0-1-8), 2=Mechanimi, 3=Medtaniral Max Haz 1=105(LC 8) Max UpliR1�48(LC 8). 2=91(LC 8), 3=12(LC 8) Max Gmvl=139(LC 13), 2-105(LC 13), 3=57(LC 3) FORCES. (Ib) - Max CompJMax Ten. -All Forces 250 (lb) or less except when shown I ' DEFL Ved(LL) Vert(CT) Holz(CT) in 0.01 -0.01 -0.00 (be) 3-0 3-6 2 Udell >999 >999 Na Ud 240 180 Na PLATES MT20 GRIP 2441190 Weight 10 to FT= 20 BRACING - TOP CHORD Structural mod sheathing directly applied or 3-0-0 oc purfms BOT CHORD Rigid ceding directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16q Cat II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord five load nonecxumentwith any other five loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 m uplift at)oint(s)1, 2.3. LOAD CASE(S) Standard 7 PE 76051 i I 114e STA � � ` ORIOP'������ o nus mss ype y c namne MW68-G"Wir SW J5 JadlOPen 9 1 Job Reference (optional) SUYlSGTTnM, FL M*icq FL, 31951 RM a.2306 OG212UItl MAC tl.L:fO 9 U3212U1tl NJIGK 1111 914; TJM IYB IVOV E UY.:1tGltl [V ltl Y2 G l ID:gk72aeHo wygRu35gOargTYMFnX-AYA514nSinIJV8X4cTGwk6dGWGs1Jr1X11 rw0py -2-&0 5-0-0 1 2-0-0 I 5-0-0 _ _ 5-0-0 Sea Plate Offsets MY)- r2'0-34 Edge? f5'0-2-3 0-0Al LOADING(psf) SPACING- 2-0-0 CSI. DEFL in poc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ver(LL) 0.05 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 024 VeR(CT) -0.06 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOM(CT) -0.00 3 nYa nla BCDL 10.0 Code FBC2017/I'P12014 Matrix -MP Weight 221b FT=20% LUMBER - TOP CHORD 2x4 SP Na2 BOT CHORD 20 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (sae) 3=Medlanical, 2=0-8-0 (min. 0-"),4--Mechanical Max Hors2=217(LC 8) Max Uplift3=151(LC 8). 2=159(LC 8), 4=-4(1-C 8) Max Grav3=169(LC 13), 2=397(LC 1). 4=89(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (1b) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 540-0 oc purOns. BOT CHORD Rigid ceiling directly applied or 1041-0 cc bracing. NOTES- 1) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.0pst, BCDL=5.0pst h=161t: Cal. 11; Exp C; Part End., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Ali plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift atjoint(s) 4 except &4, b) 3=151, 2-159. LOAD CASE(S) Standard i PE 76051 S -O L STAT ORI��:'�� �� J � 1� I I IENG \\\\ o - toss loss ype Y Y Gmnaaim MW�aertenadircSpee J5A Jsd-Open 1 1 Job Reference(optionall r. SWnRT I..I M R... FL, 30851 'iON Plate Offsets (X.YI- fl:0-14.Edoe 2x4 = R1vx 523050r321 MIS f t6230 aO 21201a14Tek lMusin=S,InGTuef1pV60630:1r=WP 1 ID:gx72aeHo wygRu35gOOrgTyMFnX-AYA514IS".n 8K4cTGwk6dGVKshGglX4ntwOpy a1 LOADING(pst) SPACING- 2-" CSL DEFL in (loc) Vde6 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.07 3-6 >905 240 MT20 244/190 TOOL 15.0 Lumber DOL 125 BC 0.31 Vert(CT) -0.07 3-0 >816 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hmz(CT) -0.00 2 Na We BCDL 10.0 Code FBC2017lfP12014 Matrix -MP Weight 16111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 0o bracing. REACTIONS. (size) 1-04-0 (min. (-1-S), 2=Mechanin4 3=Mechaniml Max Hom1=176(LC 8) Max Uplilt'1=-S7(LC 8), 2-159(LC 8), 3=13(LC 8) Max Gmvl=233(LC 13), 2-180(LC 13). 3=96(LC 3) FORCES. (Ib) - Max. CompJMm Ten. -All forces 250 (Ib) or less except when shown. NOTES• 1) Wind: ASCE 7.10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf, h=1an; Cat II; Fop C; Part End., GCpl=0.55; MWFRS (emrelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Ali plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load noncorim enlwith any other rive loads. , 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift atjoint(s) 1, 3 except Qt=1b) 2-159. LOAD CASE(S) Standard �\01111111//// LPN L�GENS�.`'���� 1 PE 7OU0 , _ I I ORIDP:`� �\ a muss Imss lype Grenettina MVII&CrenaCire-Spec J7 I Jadc-0pen 17 1 Job Reference (opfionall S� Tr , Ft Pi . FL, 31951 Dead Load Deft. - t/8 in i Plate Offsets (X,Y)- 12:0-6-4,0-0-101 15:0-2.3.0-0-e) LOADING(Psf) SPACING- 2-0-0 CSI. OEFL in (Icc) I/de0 Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.75 Ved(LL) 0.20 4-9 >409 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 4-9 >348 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.01 3 We We BCDL 10.0 Code FBC2017lIP12014 Matrix -MP Weight 281b FT=20% LUMBER. TOP CHORD 2x4 SP NO2 BOT CHORD 2r4 SP NO-2 OTHERS 2x4 SP No.3 REACTIONS (size) 3=Mechanical, 2=048-0 (min. 0-1-8). 4=Medraniral Max Horz2=288(LC 8) Max Uplt83=221(LC 8), 2-188(LC 8), 4--9(LC 8) Max Gmv3=248(LC 13), 2=478(LC 1), 4=131(LC 3) FORCES. Qb) - Max. CompJMax Ten. -All forces 250 Qb) or less except when shovm. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 W bracing. NOTES- 1) Wind: ASCE 7.10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf, h=16f ; CaL II; Exp C; Part End., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Ali plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonocnarrenlvAth any other live loads. 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of vrithstanding 1001b uplift at)oint(s) 4 except at -lb) 3--221, 2=188. LOAD CASE(S) Standard PE 76051 i 1 �1\ sTAT 1 I-S iO �j/ ORIDP.��,�� /�//SS/0NA;'E�G \��\ 0 n' rus9 ype y G nadm M::68 rmnaNne-Spec Ml Jack -Open Gtler 1 1 ,_.. Job Reference o ' eeulnem T.. FL Pisan, FL. 398b1 ,1 R.UZ 8O 212018 RM 8.2308 O 212013 MTexIMesNea, In1 Tee N. a W 3029 20 5 Pa el ID:gk72aeHc wygRu35gODrgTyMFnX-6xld2moiEOIDOdE7ahyCWArBfD41C05R501Sry 2-10.8 2 10A I LOADING(psi) SPACING- 2.0-0 CSI. DEFL in (hoc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.43 Ved(LL) 0.02 3.5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.86 Vert(CT) -0.03 3-5 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 HoR(CT) 0.00 3 rue Na BCDL 10.0 Code FBC20177fP12014 Matnx-MP Weight 121b FT=20"/0 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x8 SP No.2 REACTIONS. (Sim) 1=0-4-0 (min. 0-1-8), 2=Medlanical, 3=1Vledlanical Max Horzt=70(LC 21) Max Uplift l=297(LC 8), 2--09(LC 8), 3=115(LC 8) Max Gmv1=1254(LC 1), 2=159(LC 1), 3=481(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -A0 forces 250 (Ib) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 2-10.8 oc pudins. BOT CHORD Rigid cealing directly applied or e-0-9 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIF180mph (3-second gust) Vasd=124mph; TCOL=S.OpsF, BCDL=5.0psk h-16$ CaL It; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrentwith any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except QI-4b)1=297, 3=115. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1642 to down and 407 lb up at 0-11-4 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the buss am noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Inaaase=125, Plate Inrmase=125 Uniform Loads (plf) Vert 1-2=70, 1.3=20 Concentrated Leads cab) Vert 5=1642(F) NII B,��q//�// PE 76051 i1 � ; STA I � r �i� °�`��ORIDP.��\\� JOB ruse lWas lype Uty My GM.M= MINGafrenad'neSw M JarbOW 7 1 Job Reference o 'onal Sm T.. Ft Pier¢, FL, 34951 ,) Plate Offsets (X,Y)- (2:081,0-0.101, 15:0-2-3.D D4q LOADING(psf) SPACING- 24)-0 CSL DEFL in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ved(LL) -0.00 9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.05 Vert(CT) -0.00 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES 1NB 0.00 Horz(CT) 0.00 2 Na Na BCOL 10.0 Code FBC2017lrPI2014 Matr6cWP Weight 14 to FT=20A LUMBER - TOP CHORD 2x4 SP Not BOT CHORD 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 34Aechanical, 2-0-" (min. 0-1-8), 4--Mechanical Max Hom-1-128(LC 8) Max Uprift3=59(LC 8), 2-135(LC 8) Max Gntv3=64(LC 13), 2--315(LC 1), 4=34(LC 10) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2.6.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NDTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-S.Opsf; BCDL=5.0psf h=16R Cat IY, Exp C; Part Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) An plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord We load nonconartentwith any other We bads. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except (It=lb) T--135. LOAD CASE(S) Standard PE 76051 fw I STA o �4a,• a. S ONAi,�NG� N 2x4 L LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qom) Udefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.06 Vert(LL) n1a - Na 999 MT20 244I190 TCDL 15.0 Lumber DOL 125 BC 0.03 Vert(CT) n1a - Na 999 BCLL 0.0 Rep Stress Inv YES VJB 0.00 Horz(CT) .0.00 2 n1a n/a BCDL 10.0 Code FBC2017f P12014 Matrix-P Weight 6lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=240-0 (min, 0-"), 2=2-M (min. 0-1-8), 3=241-0 (min, 0-1-8) Max Horz1=3S(LC 8) Max UpfdU=12(LC 8), 2-36(LC 8) Max GraV1=62(LC 1), 2-48(LC 1), 3=28(LC 3) FORCES. (lb) -Max. CompdMax, Ten. -Ail forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purfins BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wnd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=S.Opst h=16$ Cal. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TP11 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of buss to bearing plate capable of whhstanding 100 to uplift at joint(s)1, 2. LOAD CASE(S) Standard PE 76051 i 1 O l STA J j��fj�ORIgP.�� s"'ONA' IF ` �"'\`\\��