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HomeMy WebLinkAboutTRUSS PAPERWORKSOUTHERN TRUSS Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 * Fax: (772) 318-0015 Job Ub .. .... J1800499 Customer Ryan Homes Name: Oakland Lake - Lot 15 Addms: SCANNED BY 1 5336 Oakland Lake Circle - Cl Lcny, ST, ZIP: St Luele Obanty Fort Pierce, FL 349151L General Truss Engineering Criteria & Design Loads Building Code and Chapter FBC2017rrPI2014 computerPmgmm Used. MiTek Version: 8.23 Oct 2 GMV11Y. Gmvliy- 37.0 psf ROOF TOTAL LOAD NIA Mod Building Authorfir. 160 mph from MWFRS (Envelope) ASCE 7-10 (Low Rise) St. Lucie County A No. Date Tmss 1D# 1 11/14118 Al 2 11114/18 A2 3 11114/18 A3 4 11114118 A4 5 11/14118 AS 6 11114/18 As 7 11/14118 A7 8 11114/18 A8 9 11114/18 AgG 10 11/14/18 A10 11 11/14/18 A11G 12 11114/18 CJ2 13 11/14/18 Cis 14 11/14/18 HV6 15 11114/18 J2 16 11114/18 J4 17 11114118 MA 18 11114/18 J6 19 11/14/18 J6A 20 11114/18 A 21 11114118 J9 22 11/14118 JgAG 23 11114/18 J9G 24 11114/18 K4 25 11114/18 KSG 26 1174718 02 27 11/14118 W4 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 Page 1 of 1 TYPICAL DETAIL (9 CORNER. - HIP NOTE: NDS=Notional Design Specifictions for Wood Construction- 132.5# per Nall (D.O.LFactor--l.00) nds toe nails only have 0.83 of 'lateral Resistance Value. 12 OVER CORNER JACK GIRDER ;G) '(D '(31 ALLOWABLE REACTION PER JOINT @ UP TO 265# — 2-16d NAILS REQ'D. @ UP TO 394# = 3-16d NAILS REQ-D. use. 2-1 fid toe nail 0 TC & BC. I Typical jack 45' attachment 7-1—F TYPICAL CORNER L"OUr I 6se 3-16C toe nail 0 & 2-16d Typical Hip—jack7 attachment CHORD HANGERS FASTENEFR GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — — JS TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — BC — — — — — — — 2-16d nails — — — — — J7 TO HIP GIRDER TC — — — — — — — 3-16d nail! :: � :: — :: 1: BC — — — — — — — 2-1 6d nails I . . . . . HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — -- ��lld nails BC —. — — — — — — I 2-16d nails MINIMUM GRADE OF Wh T.C. 2X4 M? F2 B.C. 2X4 SYP WEBS 2x4 SYP Na.3 L TOP 20 BoTrom 00 SPACING 21V rSM INCIL- FBC2017 SOUTHERN Fort Pierce Division TRUSS 2590 N. Kings Highway, - )IFortfigerce, FIL 34951 COMPANIES (0 2,32 0 D9 (772)464-4160 hW/�--.Uth=nlr� Fax:(772)31 B-001 6 Bribn M. Bleakly Struct Eng #76051 2590 N. Kings Highwoy. Ft Pierce, IFIL 34951 772-464-4160 0 .1: ... . TYPICAL DETAIL (9 CORNER - HIP NOTE- NDS=Nct'ional Design Specifictions for Wood Construction. 132.5# per Nail (D.O.I—Factor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 OVER G CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT G) UP TO 2550 — 2-16d NAILS REQ'D. @ UP TO 394# = 3-1 Sd NAILS REQ'D. use Typical jack 45' attachment [11 0 BC. TYPICAL CORNER LAYOUT use 3-16d -1 toe neil 0 76, & 2-1 6d 0,9� Typical Hip—jack7 attachment CHORD HANGERS FASTEN ER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-15d nails — — — — — BC — — — — — — — 2-16d nails — — — J5 TO HIP JACK GIRDER TC — — — — — — — 2-1 6d nails — — — BC — — — — — — — 2-16d nails — — — TC — — — — — — — 3-16d nails — — — — — HC — — — — — — — 2— 6d nails — — — — — HIP JACK GIRDER (CJ5) TO HIP GIRDER T 3-1 6d nails — — — — — I— BC 2-16d nails — — — — INIMUM GRADE OF LUMJ' T.C. 2X4 SYP B.C. _ 2X4 SYP P2 WEBS 2x4 SYP Ne.3 LOADING (PSF)' L D TOP 20 BoTrom Do 10 SPACING 2V O.C. STR. [NCR- 25% SOUTHERN TRUSS COMPANIES Fort Pierce Division 2590 N. Kings Highway, Fort Pierce. Fl- 34951 (800)232-0509 (772)464-4160 Fox:(772)318-0016 Brian M. Bleakly Struct Eng #76D51 2590 N. lCings Highway. Ft Pierce, FIL 34951 772-464-4160 r] Hangers Face Mount Hanger Charts MiTeW joistskee bgai SX'N".- acf� N-0. asude isim DF/W ,3 Alloviable Loads gb�f = M a: M .. Red. ftda jost w 0 A- Ned jj'� -_: � MY I' ati " - . Nag Hear 11011% Rod I i1s%juml iddi ' lJow 60% 16% JL24 LU24 20 1-9M6 3 1-112 15116 - 4 4 10d 2 losixi-1/2 -47G 50 1 580 320 5, KF2 4 16d 2 10d x 171/2 560 640 695 320 JL241F-TZ - 18 1-M6 3-1/B 1-1/2 - - 4 Od JiDG 1 MG 2 1OW-1/2111)(1 465 535 so 28D 280 31. Rl. Fa2 4 76-d -K—DG --29 10dxl.1/2HDG 550 .615 1 615 2EM 2x4 JUS24 UIS24 18 I-M6 3-118 1-3/4 1 . 4 4 10d 2 1Bd 675 775 835 510 510. i SM4 U24 16 1-9116 3-1/4 2 1-3116 - 4 4 10d 50D �580 605 380 3M 5, 4 —16d 2 10dxl-1/2 590 W5 �720 MW Silo 11D26 HUZ6 14 1-RM6 3-V 2-1/2 1-1/8 Blue 4 Ifid 2 110dyl-112 615 -745 365 R5, F2 4 615 745' 5% 20 A 1;1)2 I'Sna: -S -�I(& .4 17, 710 WS 870 .650 Iful '4 X:1 "2 84D 950, 1D45 65W --777-77= JL2blF-TZ " , - —z LLl= 'IB 6 IDd HDG -41=1.N-1 i 10WA/2 HUG 1 W 695 800 970 730 at, Ri, F32 6 j 16d HDG 4 110dxl-1/2HOG B30- 950 1035 730, JUM- LUM�� IS 11-9116 4-13116 1-.314 f 14.� 4 10d, A IDd 970' 1000 1080 1115 5, R5. F2 ,MUS26 --MuS26 18 I-V16 "116 2 -.' I. 10d 6 1285 .147511605 86' 865 131. R1, F32 SUHN 16 I-Riii 4:1�- 1`�i a- '10d 41 ladil-1/2 750 940 910 �755 -16d'� 4 10di 1-112 880 10M IOBO .755 7!5 HUS26- 16� 1-51B S17/16 A - V 14- 16d -6 1 16d 2760 3140 3345 IS25 HD25 HU26v --14- 1-2116 ",3-112 2112 -1-118. 4 - 16d 2 615 60 1 745 365 5, 1151 LCU. 4 615 SRMS j 745 so HD28 KIPS 1-06 5-1/4 1-112 1-1/8 1W a- - Ifid 4 1 ... 10dil.112 1230 I= 490, 7811. F2 max, --61: — '�231) 13901114901 80 JL26 LM6 20 I-9JI6 4-3/4 1-1/2 ISMS Ind 10d x 1-112 710 W5 jj 870 1 650 4 Ind x 1-112 So 80, 9M 11045 961) 11045 6M a26IF-TZ LUC26Z 18 I-W61 4-112 1-1/2 6 IOdflDG 4 110dxl-112HDG 2EI BW 670 670 730 31, RI, P32 6 1WHDG _F4 —r4 I 10dxl-1/2 HDG a �L 950 1GG5 1035 730 im LUZO 20 1 I-if2 Istis - 10. d 10d 1 6 6 1cdx1-1/2 80 12RS 129S -1295 � M 5, n F2 10 16�d 16d 6 IodxI-1/2 1400 IWO IWO ffl4W740 1740 1 855 is i-SAS 6-118 1-1/2 8 1 OWd HMDG d HDG#4 4 1odxI-1/2HDG S30 1065 1 160 1160 730. 31. Fri, F32 8 16d KfflDG 1 4 10dxl4/2HDG 1105 1405 1215 1215 1 215 1215 730 731 0 JUS26 LUS26 18 1-R16 4-13nS 1-314 1 - 4 10d 4 10d 870 1000 1080 JOU 1115 1 5 S. R5, F2 JUS28 LUS28 18 1-GI6 6-5fB I-V 1 - 6 10d 4 10d 11101127911375 11 115 .1115 1 MUS25 MUS26 18 1-M6 5-1116 2 1 - 6 10d 6 10d 12aS 117!5� BE So 31, RI, 2x8 MUS2B MUS28 18 1-MB 7-1116 2 1 8 10d a lod 1710 197OT2140 0 123M F32 SUH26 U26 16' I-SM6 5-1/8 2 1-3/1' 6 10d 4 TOW-1/2 450 MMOT916 6 16d 4 10dxl-112 880. in 4 i 755 ]55[f: - SUH28 16 I-Sn6 6-5/11 2 1-3116 — 8 10d 6 10d x 1-112 IODD 1120 112to sm. 5, a 16d 6 too x 1-112 1175 1335 14401 :00 BOO.. HUS26 HUS26 16 1�98 5-7116 3 2 — 14 16d 6 16d 2760 3140133451 1925 9 HUS28 HUM 16 1-5/8 773hS 3 22 16d 8 16d 4170 4345 4345 2570- F2 HD28 HU25 14 1-M6 "14 2-1/2 _I /B We a IN NG 4 Iod x 1-1/2 1230 '!— 11 1 T�— Alin 6 11230,13901 -1n i499001 Z' HD210 HU210 " 14 1-!V16 7-a/16 2-1/2 stin 0 lod 4 10dil-1/2 11 1731 190 _I 0 _ 14 11211 i_ afl 1 go J_M 1)UPliftloadshave bass kaeased 60% for wind orwismic loads: n o hot w pp'nalned 2)16d stom(O.148 &ax 3-1141 long) maybe used alO.84afthetable bad whom 166 commons ane speciffied. Ttds does not applyto JUS, KIS, MUS slardnallhangem 3) For= MISS and MlShang= Nailsmustbedriven ata Win 45'angleftough thajolst artuss We the headertDWfleve thetaNe loads. 4)KAnS: 10dxl412' nallsare 0.14W (Rax141r ",10tinallsare 0.148' dia. x3' long, 166nagsare 0.16r dlLX3-10 long. Nevvivoductscrupdated iroductinformation aredesignatedin bluefoulL 6arrodon Rnlish EStainless Steel Mold Coat OHM 11111Triple Zinc 112 Continued on neA piage Hangers Face Mount Hanger Charts MiTeW Joists-= rwx'D'�' Steel Ginnie Dimensions on) —:Wl fastemerlicbedule2'4' DFISP a Allowable Loads Omf a 6de fiet. �.Headar Joist �! �H-D Md fiku ft, Nall, ft Nag R upw IDD% 115% 1 160% JUS24-2 UIS24-2 18 3-1/8 3-7116 1 2 1 — 4 16d 2 16d SW 920 1 965 1 in (2)2x4 SIJH24-2 U24-2 16 3-1/8 3-1/8 2 1-1/8 _ 6 Ind 2 10d 750 840 1 910 4 3BO 6 16d 2 10d BOD 1000 logo i Sao HD24-2 HU24-2 14 3-1/8 3-112 -112 7-1/8 — 4 l6d 2 10d 615 695 745 '385 HUS24-2 — 14 3-1,8 i:7tlti 2 1 — 4 ifid 2 16d 850� 1965 ING .495 HUS24-21F — 14 SIM 3-7/16 1 2 1 — 4 16d 2 16d M 965 1040: 495 JU�S26-2, US26-2 I IS 3-1/8 5AX 1 2 , 1 4 �16d - 4 l6d I= 1185, 1220 1355 Sti IW2 tl2B-2 16% .34/8. .5--A6 2 1�1 A . 10� *10d 4 10d 1250 1405 1515 755 10 1 16d 4 -Ifld 1470' 1670 11100, 7M H13244 111124-2� 14m 34/8 3-112' 2-U2 14J81- 1. *4. l6d m2 .10d 615 695 745 385 liUS26-2- 14. 3-1/8 SAW - 2 1', . 4-:1 16d- -4 L 16d' 1085 123511300 1155 HUSr2S--2 14 m S.VS 5414 2m �I-m� 1 .'4 1, 16d -4-- led- '1085 IBM '1155 111.12.15�2 14 3-118 5-1/4 2.j)2 1_1/8 8 :1 lad - 4 lint .1230 1850 1390 2085 1490 Z235 780 1170m 5414 : i lfid- 4 10d 1230 I&—, 0 1390 21185 1490 2235 �780 m 1170 16-T-12 -6� LUS26-2 18 3-118 5-1/4 2 1 - 4 16d l6d 1MM 1185 LI JLlS28-2 WS28-2 18 3-1/8 7-118 2 1 - 6 lad 4 16d 1325 1510 12 11 1:3515 SUH26-2 U26-2 16 3-1/8 5-1116 2 1418 _ 11 Ind 4 10d 1250 1405 1515 I 10 16wd 10d 1470 1670 1800i, 7z5L51 SUH28-2 16 3-118 6-1/4 2 1 _1 la 12 I(ld 4 10d 1500 16M 1615 755 F -12-j 16d 4 10d 1765 1915 1 5 755 HUS26-2 HUS26-2 14 3-1/8 5A14 2 1 - 1 4 1 l6d 4 16d JW5 L,12M I I= 1155 HUS26-21F HLGC26-2 14 3-1/8 5-1/4 2- 1 - 4 1611 4 -iii- —1685 123541300 1155 (2) 2 x8 HUS28-2 HUS28-2 14 3-1/8 7-1/8 2 1 - 6 16d 6 166 :1625 IM01,1995 1810 W28-21F HUSC28-2 14 3-1/8 7-1/8 2 1 - 6 lfid- 6 -f6d- i-6-25 :111501 19S5 --781-0 I 5, 1113213�2 HU26-2 14 3-1/8 5-1/4 2-1/2 1-1/8 Maor 12 j6d ad 12M im IaW ---7 —25.w-EM—M5 11490 790 . 175 R5, F2 _4 61 HD26-21F RUC25-2 14 3418 S-1/4 2-1/2 - ifid 4 10d 1230 IL90 1398 21385 1490 22351 � 780 1170 -En- un -L 12 6 HD28-2 HU28-2 -m 14 3-1/8 7-1/8 2-1/2 1-1/8 ' Max -L- 14 l6d --L 6 10d 'M 2155 1 'RM 243012610 INS 1 �2610 1 781) 117�11 -11711 H028-21F HUG28-2 14 3-1/8 7-1/8 2.112 - Nfin 10 11611 Wd 1540 2155 1735 243012810 118GS - 7W 1170, -Wa-X -T -�L 6 JUS284 LlIS28-2 IS .1-1/8, 741B T,�,2 1. m :6 16d 4 l6d 1325 islo I im 1355, 1 30 JUMO_2 LMI(i_2 �4'18, 3-118 1:, SL-L lint 6� 16d 1845 21051 2M 1 SWU 1 g SUH28-2 -16 3-118' -671W m'2, 1-1/8 12 10d 4 IMm 15M 1M I lelfiL 755 7- 1 12,1, 16V�,14 10d 1765. 1915 J 1915 755 75 SUHM-2 02.10-2 16 3-118 B-M6- I-I'A '-16 16' L 10d L �'16d ­6- 6 10d 10d 2000 2350 2246 2670 2420 2880 11W 1 135- 1135. 1 135 JMSM-VI� I UIS28-2- - :m14 -1181 Mla� T2., 6'� 1,16d 6, l6d 1625 1850 .1995 1 810 1810 HUS28_21F 14- 17AM -m-2 -1- .6 16d 6: 16d 1625 1850 1995 181w a XLlG H D28_2 _HU2&_i '14, 3-V8' 7AJ8' 'i-i)2 l-VB Max 14. --,4 -6. Ind 15W 2ISS .1735 2M 'IBM 2610 �7ltfi 1170 hDZB-2F :HUC2812--- 4,' 3 1/8. J410'- 2.' IJ2� �M 10, .16d_ �4- �pfir lad 150 17F55 IM :2438 18M 2610 7WL'i 1170; MM 114 H=D-2"'L 'Mg-2 14, _�-J/B_ l6d; -16d 217012465.;2660 2210 HMC210-2, ;--14 -- 3-118- 9-118: 1611 �2210- JHC!�15-2 -;HU210-2.--- 14 MIS �-S- 77fo_ 2-1 - -1 ]En M T4- -14- 20 j, Z��. -6, n 1170" M JJD210�2g;r 'MC210-2��'-. 11B -�9 2-11A ne :MM 14 :;Ifid - �6 �zlo 30110,11347513725 261D 1170,, ISM, MIX -20 HDWC-ZF.. -':,..HU=G* 14 3wl/4 9 1 �'3.% 1-M ..12. 6, '-6, WS3. 5015 1;5590 1 SMO .2975 1 1) UpUft loads have been inueased 60% for Wind or saismic loads; no ftudw increase shell be paranthad. 2) l6d solm 0.148 dia. x 3-1/4' long) may be used at 0.84 of the table lead whom 16d commons am specified. This does not ap* to JUS, FM MUS slard nall bangers. 3) For M and HLIS hangens: Wft must be ddm at a 30* to 4T angs through the Joist arlmss btD the headerto achieve the table loaft 4) WS3 Wood Screm we 1/4' x 3' long and are loctuded vft HM hangem 5) NAH.S. 10d mile am 0.148' ft x 3' long, l6d am 0.162' dia. x 3-lJr long. New products or Mdated product Information am designated In bloe AmL Cormsion Finish EStaWem Steel E2Gold Cost EMHDG Eftle Zinc 114 Continued on nand page Hangers Face Mount Hanger Charts MiTeks joist Sim Stack No. Net. No. steel Gauge FastenerSchedule'M DF/SP A.11mble Loads (LbQ ml Code net. Header inlet. A Me, city N all Uly 11�11 1W%1.115%1125%1 16D% SUM4 U314 16 2-R116 IO-ms 2 1-118 10d 6 1 IDdx1-If2 225012525 1135 _18 Is d 6 1'd d x 1 x1-1 264513000 IM 10 1135 HD314 HU314 14 2: 2/16 11-5/1612-= 1_1/8 Min 16 16d Wx 12 x 1 14/2 'Od'0 M I— 1280 Mear 24 18 3595 4170 44351-2045 SX16 HU3141F HUG314 14 2-M6 1 11-5/16 1 i-lf2 - Min is 16d 11 1 dxI-I Odx n x 2465 2780 1280 rvu- --9- 2 12 7Fmi -ZiTo 2WO 443S wis H0316 HU316 14 2.9tlfi 13-SM612-112 14/8 16d 11 10d 12 1 1-1 2770 3125 1 3355 ism IBM 21345 MU'l -12-86 40115 4435 4435 HD3161F HU=B 14 2-9/16 I3-5tl6 2-V2 - Min 18 1fid j0d /2 10dxl-1/2 x ZT70 4OUS 14435 3125 -sm F 12 :@3xB .11 H - X18 , -2 . - %- fiU38-2 1 1 4 5�114 . . 6-1 - . 2-1/2 '171'fil mi. 11 10 14 4' 1; d - 154011735 18st 2155 2 26101 1171) HD38-2 HU38-2 14 5-1/8 6.IJB 2.112 1.118 Min to 16d 4 IN IN 1 11735 1865 ', 780 max 14 r 21r,5 RF -9FF -11-76 (2)3x1O HD310-2 HU310-2 .14 5-118 8 2-1/2 1-118 M" 14 16d r 10d IOd 2155 2430 2610 1170' Max 20 10 3080 3M 3725 1625,1 gxI.2' ' NM . 12-2 HIU312-2 14 .5-1/8 10 2.112 1-11i Min 1 G, 1 �d 8 8 1-21 12 idd 2465 ZM 2980 1D65 24 3W 4170 4470 2340 (Z) 3 x 14 HD312-2 HU312-2 14 5-1/8 10 1 12-112 1-1/8 MQin '.' 1rd 8 110d jff� Z= 299NO 1065 12 3769MS 4170 44M 2340 JUS26-3 LUS2W 18 4-M 4-U2 2, 1. 4 16d 1 4- 16d - 1040 1185 1220 1355 -SUH26-3. 7 U26-3 16 *m �5-1/4 2 1 8- 10d ..2 10d IODO 1120 1165 380 6� 16d 2 10d 1165 1165 1165 380, HD26-3- H1126-3 14 4-5hl' 4-1/2 2-V2 '�-J/a Min i6d 4 IN 1123011390 1490 1490 _780 _780 5. Max 12. 'G f UM-T-20-ffi- 2BF 1170 HD2"F* RUC26-3 -- I 14 4-W 421�- '. 'Z-1r2 - -Mm 78- 1fid 4 And I 11 1490 - 79D 115, F2 Ma 12. 6 IL50 2MM5 2235 1170 JUS26-3 LUS26-3 18 4-5A 4-112 2 1 - 4 16d 4 16d 1040111115 1220 -13mg JUS28-3 LUS2B-3 18 4-SM 6-3/8 2 1 - 6 16d 4 16d .1325 1510 1645 1355 SUH25-3 U26-3 16 4-541 5-1/4 2 1 - 8 101 2 10d 1000 1120 1165 380' 0 16d 2 10d 1165 1166 1165 (3) 2x8 HD26-3 HU26 -3 14 4-5111 I 4-1/2 I 2.112 I 1-1/8 Min Max -8 12d 16d 10d 1 1390 1490 780 6 52095 2235 1170 HD26-31F HUG26-3 14 4-5/11 4-1/2 2-112 - Min Ird 10d 1 230 1390 1490 780 --IB2 --L 6 180 2085 2235 .-,1170 HD28-3 - 14 4-5M 6-318 2-1/2 1-1/8 Min 10 16d 10d 15W 1735 1865 780' Max -1-4 -L 1 6 2155 2430 2610 1170 HD2&3[F - 14 4-518 6-3/8 2-1P2 ft in IN 4 10d 1540 173511865 79D, 1 1 _wm- 14 6 2155 24M 2610 1170 -JUS28-3* LUS28-3 - 18 4-198 6-343 2 -1 .6 -16d 4 16d 1325 1510 1645 -1311 ;jlmio-3. , LUS210-3- -18 4-S/8 B-3/8 _ 2 1 -8 1 16d� 7- 6 .16d 1845 2105 2290 19M , .16 4, A�- F 14. 10d 1 6' 10d 1750 1965 2120 1135 14P ]I 16d L 6 - 10d,-':, 2060 '2335 2520 '.1135 -6 'j' -1/8 -9.-K 11 4 �jsd- I 4 16i . 1540 1735 1855 .780 8, 21S 2430 2810 11M (3).UIO'. --HD2EI-31F-' 'S j4 ;im P12 Z' Min 10 16d �'S� V -12ISSir2430 1540 17M 1ffi5 -:780 1 -14. 26101 11701, PDVO-!'� :9010 -3 j 14 -5A 2112 irl Miff -Allaut .. 14, - '20, ;-iid- --G-- 'IOd 2155 2430 2610 1 170.. 1110 30801 3M 3725L-195O HDV�31F� HUC2161-, t� �'1'4 4-ie 11�1� V1 1/2 Min .14 �iid 'S I 2D-1'-- 0 ZIM nj�!,Lq"W -Hiin?10�3r: 9 E- 776�, .. :' -w WS3. 15015 4 5590 131, RI, F�32 1) Uplift bads have been increased 6D% for wind or seiWic loaft m holder increase deal be permiltad. 2116d sinkers (0.14B ft x 3-1/4' long) may be used at 0.84 of the table load vftre I 6d cannnurns are specified. ThLs dws not apply to JUS, HUS, MM sWd nag hangers. 3) VM WoDd Smm am 1A"x 3* long and m included �Rth HDO hangers. 4) NAR.S., 1 Od nails are 0.148' (Ea. x 3' lang, 16d nails are 0.16r &a. x 3-112' long. New products or updated product imamiabw are designated In blue ford. Conrosion Finish 11111IStainless Steel E!Gold Coat 13HDG ETliple Zinc Carltued an next page 117 Hangers Face Mount Hanger Charts MiTek 0 Jolstaftel StDckft IMAM - steel Gauge' Fashmer SclledulaW DF/W Mowabl a 8 end, Ret.* Header. IoW H - D A wLri. Un any MI OW Ila Roar - 100% 115%1125% JUS46 UIS46 1 18 3-5/8 5 2 1 - 4 16d 4 16d 104011185 12201 1355 9 SLGi4G U46 1 16 3-9116 4-13116 2 1-1/8 - 10 10d 4 lad 12501 lj�� 15151 755 1D 16d 4 10d 147017670 180DI 755 HUS46 HLIS46 14 3-5/8 5 2 1 - 16d 10115 1235 1300 1155 4x6 HUS46Ir HUSC46 14 3-5/8 5 2 1 =— 1 4 R l2d 4 16d 1085 1235 1300 1155 1 1 W96 HM 14 3-9,16 5-1116 2-1/2 1-1/8 I We a led 4 lad 123011390 1490 '780, Max, 12 6 1850 12085 2235 117D HD46T HUC46 14 3-9A6 5-1116 2-112 - WO l6d 10d 120 13M 1490 790 Max 12 6 iaso 2DaS ZM 117o Al 1.11S,46� 18 1:3-M 1 5 f� -2 1 'A, led - 4* 1W 10401.1185 1226 1M' JUS48 t IBM -Is- -1" .3-518.1 -6 -7/6 2 1'- 6 1 Wd �4:a 1fid'- 132511510 1645 1355 . IPI� is 16 3-9n'd '4-13(16 2 1-.11B '10, 10V -4 .7 10d 1250 14D5 1515 755 Is l6d t IS& 1 -4. - .10d 147OT1670 -TB— DO 755 755 2 -14 V11 -3mWj 5 2 4- -1fid 4 lfid 10115112351131)(1 E7 1155 JIM HL1S4SFt*,.-". 1111SW -14' 3-SM -S z . 1., 4 16d 1'.16d .4 16d� lOaS 11235 13001 1155 Ill 55 1 US48: H ISO: RMAS . '14 14 &SAI: 2, 1 �12 6 161� 6 16d- 16M F1--O a5 -1995 Isla 4xa 'HUSCM 14 3-M 7 2 J� 1� 1, 6 16d -S,. 16d- . 162511850 1 1 q' 'Blo IBlo HD46 �14 77= MAP Souls, 2-1/2 1-1/8 .led- 4 1" oW, 1 1,1390 1 14" 1490 78' 780 Max: 12' 6� - 1850120115 22351 1170 RD46F-- i'� liUC46 14 3:9�16 2-112 mr,'' a. 4, 'ad 123011390 14 901 780 R5, Ala 72 6� 18550 1 2GB5 117B J1 HD48 HU48 -RM6 6-115116 1-1/8 hfin Is A - ad 1540 1735 1865 1. 780 F2 Mu 14 64 2155 2430 WO 261101. 11 g 1170. HD48F- ifUr4B 14 S-Als 6-15116 2-1/2 0119 ilO IN 1 , 4 10d -1 9, 1540 1735 Ses ISM - 78D rz Max 1�14 6 2155 UM 2430 2610 2610 610 1 170 0 JUS48 UIS48 18 3-5/8 6-718 2 1 - 6 16d 4 l6d 1325 1610 1645 1 6 4 1355 JUS410 UZ410 IS 3-518 1 B-7/8 2 1 - 8 16d 6 16d 1845 21(35 2 2 D 229D IBM SLQf4l 0 U41D 16 3-9/16 8-M 2 1_118 _ 16 10d 6 10d 20M 22AS 2420 2 4 2 1135 16 -T 6d 6 10d 2350 2670 0 21180 1185 HUS48 WMB 14 3-5/8 7 2 1 - 6 16d 6 16d 1625 1850 1 9 1995 'I 11810 HLG481F HUSC48 14 3-SS 7 2 1 - 6 1 l6d 6 led IM 1850 log 1995 5 1810 1810 HD48 "M 14 3-9116 6-15116 2-IJ2 1-1/8 Min 10 l6d 4 lod 1540 1735 1865, 780 MiT 14 6 2155 2430 2610 1 a 117D IIIS WO RD48F HUG48 14 3-916 6-16,116 2-1/2 - min l6d 4 10d LMO IMS IBM INS 780 - max -Lo- 14 6 2155 2430 10 2610 1 1170, HLr,410 HUS410 14 R—A 8-718 2 —1 - 8 16d 8 16d 217D 24W65 2MMM 2210 HLIS41 OF HMC410 14 3-518 8-7/8 2 1 - 8 l6d 8 16d 2170 2465 2650 2210. RD410 KU410 14 3.9116 B-13n6 2.1j2 1.1/8 No 4 16d 6 10d 24M 2610 1170 Max _L_ 20 10 3080 t3MS M 37M25 :19M HD4101F -gQ41 HUG410 14 3-9116 8-13tI6 2-1/2 - MIn 16d 6 10d 2155 2430 261D .-'1170' Max -L4- 20 10 3DBG 347513725 <1951) OF liUC041D 14 13-91161 9 1 3 1 1-112 12 WWS33 6 WS3 502124,55901 sso 2975 31, 111, Fa2 1) Uplift loads ham been Increased 611% for wind or seismic loads; not further Increase old be permitted. 2) 16d sinkem (0.148 dia. x 3-1/4" long) maybe used at O.B4 ofthe table lead where led carnmons ana specified. This doas nut apply to JUS, HUS, MLLS slant =1 hangers. 3) WS3 Wood Scram am 1/4" x 3" log and are Included with HDQ hangem. 4) NU.S� 10d nails ane 0.148" dia. x 3' lorQ l6d nails ana 0.16V dia. x 3-112' long, Km prodoncts or updated product information am designated In blw ford. Corrosion rinish NStainless Steel E,1:Gold Coat ERHDG ElTriple Zinc Ti, 119 9z, � 5;z" JSd It, = - 7=w�. Jsd 1.49d Go Jav .49', 0& It OZ " . bmlv(m * m lIqwU0[Dw F) pq P41 tmi'A" 041 UO FOU1391 out a " M10,11 4 1qI 0) AM POWNy ou W* 1441 Pal 11181111114 1414 MU101 Pan Film' "101 W, nmi 021,11-M 14, , SOSO-ZCZ(OOD) S311U%fdWOO "011 Pm PPM 1100 KRU AUPWI V 119114 ftmVki Z — I 6MIDWI V �aw pun bijammm.0 linIs Allunt POIBIAIC3 GmJQJd v0=1 U7 10-mg, init; vamanaudd 141 senii fthu Iq Aw IM44 IRIM a nos Immul pal Aqow 6upal KAMP pan it IUUW at Wil da* q w &pan ql"u waim fliv KH13H.L. ljwd W a] PKVMS w MM upw 2014 JPU 'Jiuman finap! Impkisp mm to Awaindfu ld la2 q Wi UCAUG 05 L-1 TNIOWS NOVA '6'0 .*,Z J.Y SM XDV4 .0—,0z uloods x�DVq,,o—,9 IIYJ3a . 'IVOLIMA M W.) dill 'IYN011db MIS IVNOLLdo a tDIM Pu MO 3 4WOMAMSS 4 woffl; Sv im 030mi HO 3W09:19 M" (WORD 11011,08 10 003 AON S30U JN013H IYJLWM 3� Sy bNM Sy 12119 2OW SNYdS MOM W) WOR0 dal ma do 3dww cHow d91194H t%[ AMA 41U. HDf3H3Q SailUL3HLJOOUOHDJOJ.MC&OVUGHOADMWdI UUMUHMAL-31ONG-1) .1,101630 0240 MOW No a3UMUS SY ONJOWS NTIHAd JO mn NP aaaft Mussn IWA AG UO N0193a OMS MMON3 NO MUMS 3SWU3tU SV WO '00 X IV mnv SOM AXWA CIL VQrVJ QMddV ONMWHS QUW '&i,,vJQAvDr0U1 1IWU 03OW8 39 affl XIS AMA MUM MUL In OHONJ daL ,.O—.Zt 031M LON JLVW 40SR -1vottum MWA WON - I MY1100 L�44 WAL OLMO 843A ATPA:h7M UOJ MWE A 43M0,3 C� IL I X08 PO HLYA A* vuam S.UMNIONO NO 03UMJS 5S31Nn Wall"SIC3 XDN .()—,g ONLWOddns d3inriow %Y, v7a;m��� VO a9z OVA Im '.d9d CW19 61 CNVIA &Wgff=H -0 W lommma InSMN3 1JR0011 MR —4volu WO Rd 0I.L. 305Y Vol dTM-3M MnM -Irt 9 .991'0) M P111 M Wa'GSAUL =Md&18 AM OIL MWA JIM hWW 68) bnftbs go a3H" '919 V WOVJ o3Jd1V M AMR Van' &I jangq jo CO in 4,NZ A48A al"it jo Z#Aj ads 110 NZj cis +WE WO (#)QVZ WO TIOR JARAct JO ZI/I ads To CIAS M SUCLED daLL i : 1� idepim A 30VUO_�� E�)] I va^ m to 'n m a 3: Ln m CO M "I 0 A 212 a w I W rn vo iz iv oNlows jolaDA ualloina gj*L In Isdz* jolob.4 uopDjnCl gz*L in judog jajoaA ualpina CC,j In ;udgg Su!pDol unwlxoV4 3 Son olqmmal qp op%liq pis amlAnz wo to own hm *1mma 1041 al kno P99 09 W al papbu shmic q �Pqx BUPIuq Uofl= BUBUMN WRA ... 01 PUVM w 1=4 *Wl auatud 'JOWDI A'Rq -W spid lbukw� aq )a I IjFWd m 90 IOU R 6*M UORM E5 LA I L-A -A Z=P /SA -xvw -o-o .0—,-k. a POV.4 H108 HM NI 9X9 9X9 9X9 ilxg 0 exG . L 0 gx9 9X9 9X9 gxt a gme Oxg,z tlxg,z ilxz v ,ZG gr '-ps: .0e [M3,: 01.dn SNVdS I pgj—* H11M OOOAUld xao z/txgxg HLM NOVMSld HOV.LLY* -3/0 f J.V SIJVN P9L HIM HOV.LLV 'N3GV13Vi 83M JO HMN31 %DO 13NV 931138 HO 'MEIRM PL 01. AL MM V S3103dS '3aVU0 3VM '30VUB L *XZ ,o/o t LV SllVN PO RUM HOVILV *8313HM 113M JO KWN31 Zoe (INV HaMS MO 'H38PON AL 01 A4 93m sV S31p�dS '.3QVHD 3YiVS *30VMEI L ilx� 014iovan UN 01 u emovia a3umbim KLON31 03M .LWVHd ONWHO 83M �3e -M01140 *W :10 ARMS M S3WJ RM BY t S2U(W 30Y.1 HOW 13S440 39 AVM iNmu *jSd 2-10 an GNIM 'Ad 2-10 IL OM J00H N 0 t DOARICH HaW13 ff, T.T.M.G. MH.WWWMI j3d Ad eqG nL a= '0 dX3 JY0 MPM'M L 'ACU M MMIWM aRVM UM GS010 01-A 30SY11CH HYM At 'a" HM'Qv) ISNOUIONO3 CNIIA ONWn(U 3HL VCU 31=rWdV So IMO OR TNIOWS NMnd a3UInWU MW NOIS34 aMS S=Vd= OLL Mn" -nnUL WpddnedW WHO d(kL -V 30 b" smn I I M MU,91 Mrhl mg&aMio of GHOW R oLUS3M?HIW 'IV md A, 'CUOM dDLXVU do daL OYLL VMIN a MIA Sul 3onds mo iva os ammovis 3a im" mxus au "M no .1, J.V WWMWA RUWAVOW WM s3Lvld CGHSVO 1w =no ams OLL Mwv Ljameq id ef da *NZ jorlinq in zi zu m I.q 'a .61 *n ' jol%.q xf da *n juatto ]d.Hj -4 *-g V INI M3l3qVm-lA#A3CrM5 r4nm SCAB-BRACE-DErAlL I ST - SCAB -BRACE Note: S 12:rall used when continuous =c2ngiattidpolint (or T-Brace) is impractical. Scab must cover full length of web +/- 6". —THIS Dam IS NoT.APLjr.ABLEvvHEN 13RAGING IS — REQUIRED AT*113-POINTS OR I -BRACE IS�SPEQIFIED. - APPLY 2x— SCAB TO ONE FACE OF VVES WITH 2ROWSOF 10d (3'XO.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 lbs MAXIMUM WEB LENGTH =.IZ-W SCAB BRACE 2X4 MINIMUM WEB -SIZE - MINIMUM VVEB GRADE OF#3 Nalls Section Detail e Scab -Brace Web Scab -Brace must be same species grade (or betteo as web member. L-BRACE DETAIL Nalling Pattern. L-Brace s'7ze Nall Sb�e INallSpacing IA orS 10d o. r. 2X4, 6, or 8 16d D.C. Note- Nail along entire length at L-Brace - (On Two-PVs Nail to Both PrIps).. : M- Web Note.: L-Bracing to be used when continuous Weral bracing Is Impractical. L-brace, must Cover 90.roof web lengtk: L-Brace must be same species grade (or better) as web member. - L-Brace Size for Ona-Ply Truss Specified Continuous Rows of Lateral Bracing, Size 2 or2X4 U 1X4 W US 8 2XB — DIRECT SUBSTITUTION NOT APUCABI 9 L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing 2 2X4 ZX6 W � DIRECT SUBSTITUTION NOT APLICABLE. T-BRACE / [-BRACE DETAIL Note: T-Bracing i I -Bracing to be used when continuous lateral bracing is Impractical. T-Brace / kBrace must cover 9V6 of web length. Note: This detail NOT to be used to coiWert T-Brace / I-Braoe webs to continuous lateral braced webs. Nalfing Pattern T-Brace size NaliSize . jNaH Spacing U4 or U6 10d 8" o.c. 2x4 or 2x6 or 2xB 16d 8" O.C. Note: Nall along entire lengthof-T-Brace I I-Brare. (On Two-Plys Nail to Both Plies) alternate position Ur2n] Nalls /�_ E� 'Lte " altern position Section Detail N ' is Web I -Brace Na Brace Size for One -Ply Truss Specified ntinuous .Rows of Lateral Bracing Web Size 1 2" 2xB tir 2x4 U4 T-Brace I x4 (*) I -Brace 2x6 IX6 T-Brace 2x6 I -Brace M 2xB T-Braoe, 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing .1 2 2x4 T-Brace 2x4 i-Brace 2X6 T-Brace .a 2xii I-Brar 2x8 T-Brace v..;z I_R�� I T-Brace / I -Brace must be same spades and grade (or better) as web member. (I NOTE: If SP webs are used In the truss, U4 or I x6 SP braces must be stress rated boards with design values that are e.qual to (or better) the buss web design values. For SP buss lumber grades up to #2with 1X bracing material. use IND 45 for T-Bracall-Braci For SP buss lumber grades up to #1 with 1)(_ bracing material, use IND 55 for T-Bracell BracE Job 1russ jruss 19fe— Fly 1722 177ZA Al corrinim ISU'y I I jP1. Job Reference (opflonal) i �; o.,ju a yup "la min: ii�du s � wi zind mi ieK inousines. in& "" leA3N%;jL%j ZWyKp,' 14:2 ID:EaPOUIwCWA016wSO7'vTFdz?ScK-�6bCxtY75VpZYkKGcld 1!48 r�;10 21-0. T" 13 42-0-0 fl. = 114 In 3XS = 3,4 = M = 3x8 = M = 3,4 = 34 = 11-24 30-10-0 i 15 1; A,Imn Liku -:04 20 1 AN 1 1, 11- Plate Offsets (X,Y�- [1:0-3-10.0-3-01, [1 1:D-3-10,0-3-01 LOADING U)sf) SPACING. 2-M CSI. DEFL In One) Ydefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.55 Vert(LL) -0.27 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Verl(CT) -0.59 11-12 >840 180 BCLL 0.0 Rep Stress Ina YES WB 0.53 Hwz(CT) 0.15 11 n1a rda BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight:2191b Fr=20% LUMBER - TOP CHORD W SP No.2 BOT CHORD 2X4 SP M 31 -Except' B2:2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-7-1, Flight 2x6 SP No.2 3-7-1 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 11=0-8-0 (min. 0-1-8) Max Horz I =1 59(LC 10) Max Uplifill =-529(LC 8), 11 �529(LC 9) Max Gmv1 =1 529(LC 1). 1 1=1 529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 cc purfins. BOTCHORD Rigid calling directly applied or 2-2-0 oc, bracing. WEBS 1 Row at micipt 7-14,5-14 FORCES. Vb) - Max� CompJltlax� Ten. -All fmces 260 (lb) orless exceptwhen shom. TOPCHORD i-2-32111111Z 2-3�313511127,3-4--29111962.4-5--28441983,5-6�206&735. 6-7�205&735.7-8--2844/983,8-9--29111963, 9-10=-313511127. 10-11�3211111113 130TCHORD 1-16�1110612893,16-16�7831240Z 14-15-78312402,13-14=-624/2402, 12-13=-624/2402,11-12=-S47r2893 WEBS 6-14=-M6/1195.7-14�7801462,7-12-116/556,0-12=-356/345.5-14--780/462, 5-16�1 161556. 3-16=-356/345 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult--160mph (3-second gust) Vasd=l 24mph; TCDL=4.2psf,, BCDL=5.0pst h=15ft; Cat. 11; Exp C; Encl., GCpi--0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pid bottom chord live load nonconcument With my other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of Wthstanding 100 lb uplift atjoint(s) except CW-lb) 1=529, 11=529. LOAD CASE(S) Standard .134 N PE 051 it, ::� -0 1 ST OF 1z. ///;/'OIVAL 0/11111to Job fruss Inuss lype 1772-A A2 I Cnunm July jely IIPMIM 2 Job Reference (optional) �U�JUM �NOV7410:4 ID-.EaPOUtwCWA016WS07VrFdz?5cK.N2gzPHuAuPdgfiJSqLB_8TCrB�obS�..—�,.,,.Dkt 22-0-0 N 2-- 20-M 31-0-0 . 1 5-9.6 4.0-0 1 1-0-0 Dead Load Deff. 114 In 3X6 2x6 JIM= 6.00FI-2 78 3x5 = 3,4 = 316 = 3XB = 3X6 = 3X4 = ax5 = LCADING(psl) SPACING- 24)-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 LumberDOL 1.25 BCLIL 0.0 Rep Stress Incr YES SCDL 10.0 Code FBC2017rrP[2014 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2X4 SP M 31 -Except- B2:2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2X6 SP No.2 3-7-1, Right 2x6 SP No.2 3-7-1 CSI. DIEFIL In Qoc) Vdefi Lid PLATES GRIP TC 0.94 Vert(U) -0.28 13-14 >999 240 MT20 2441190 BC 0.91 Vert(CT) -0.60 13-14 >831 180 WB 0.45 Horz(CT) 0.15 113 We . n1a MaIrIx-S Weight:218lb Fr=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc publIns. BOTCHORD Wgid wiling directly applied or 6-9-1 be bracing. WEBS 1 Row at rrddpt 9-16.5-16 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 13=0-8-0 (min. 0-1-8) MaxHorz1=1S2(LC8) I Max Upliftl =-521 (LC 8).13=-521 (LC 9) Max Grav1=1529(LC 1). 13=1529(LC 1) FORCES. Ob) - Mm CompMax� Ten. -AII forces 250 (lb) or less except when shown. TOPCHORD 1-2=-321511095,2-3--3095/1110.3-4�29091942.4-5--2839/962.5-6�2O66i7lO, 8-9�2066MO.9-10�2839/963, 10-11�29091942,11-12-309&1111. 12-13=.3215/1096, 6-7=1846/683,7-8�18461683 BOTCHORD 1-18�1084r2898,17-18--753/23SL4,16-17�7S3/2394, 15-i6=-601/2394, 14-15---60112394,13-14--93212898 WEBS 7-16=331/1148,9-16�7539423 9-14--121/561& 11-14=363/362, 6-16=7631442� 15�18�120/561,3-118=-363/352 NOTES- 1) Unbalanced roof live leads have been considered for th1s design. 2) Wind: ASCE 7.10; Vul "-60mph (3-secand gust) Vasd=124mph; TCDL-4.2psf, BCDL-5.OpsP, h=15ft; Cat 11; Exle C; End, GCpI--0.18; MWFRS (envelope); canfilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pal bottom chord live lead nonconcument with my other live loads. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joInt(s) except ([t-lb) 1 =521. 113=521. LOAD CASIE(S) Standard Ivi Bt -xGEN,3 :6 It PE 051 -:,:-13 STATZODF2 �—z , -P . I IX / 75� 0 ORID /ONAL 8/hIlmO oil L1771-A jUry JVIY 2 I IP[anl722 Job Reference (optional) Rua; �. a =,, wa mnc v.� a ua zi zaia m — a We" .1 ID:EaPGUIwCVVA016wSO7'vTFdz?5cK-sFELdd�.IOIMK02ehgEgi� 0MIMOaSlYk. 2 ZX-- I .a 1 W13 Dead Wed Defl. - 114 In 6X7 5.00 Ff2— SX5 3x5 = �4 = 4x6= 3X4 = 3X8 = 4x6 = 314 = 3x5 = .1� I a 40 4240 4,6! Plate Offsets MY�- [1:0-3-10.0-3-01. r6'.0-6-4.0-2-81, ][12:043-10,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.69 Vert(LL) -0.21 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 11.25 BC 0.68 Vert(CT) -OAS 1&18 >999 180 BCLL 0.0 Rep Stress Ina YES VVB 0.77 Horz(CT) 0.115 12 n1a nfa BCDL 10.0 Gods FBC2017/TP12014 Matrix-S Weight, 230 Ile FT = 20% LUMBER- BRACING - TOP CHORD bc4l SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-0-1 cc purlins. BOT CHORD 2M SP M 31 *EiKmpt* BOTCHORD Rigid ceiling directly applied or 6-7-11 oc bracing. B2: 2x4 SP No.2 4 WEBS I Row at midpt 6-15 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 3-0-9, Right M SP No.2 3-0-9 REACTIONS. (size) 1=0-8-0 (min. 0-1-a). 12=D-ii-o (min. m-a) MaxHorz1=137(LCS) Max Upliftl=-504(LC 8).12=-604(LC 9) Mae: Gnav1=1529(LC 1). 12=1529(LC 1) FORCES. Vb)- Max. CompJMm Ten. -Ah forces250 (lb) orless exceptwhen shown. TOP CHORD 11-2=-3257/1067,2�3�315TI080, 3-4=-M141950,4-5---295SM60,6-6=-230ar755, 6-7�2O76f732,7-8�2304f765,8-9--29541960,9-10=3014/M, 10-11=-315311081, 111-12=�3267111067 BOTCHORD 11-18�11050/2935,17-18-786125M, 1&17178612555,15-16=-49412075, 14-15=-649/2&95, 13-14=-64912555,12-13--9142935 WEBS 3-18�274&87, &18�871467.5-16=-6&11391,6-16�1901560. 7-16--1381568, 8-15=-65MBI, 8-13--871468,110-13�274/287 NOTES. 1) Unbalanced roof live loads have been considered fortitis design. 2) Wind: ASCE 7-10: Vol "-60mph (3-secand gust) Vasd=124mph; TCDL=4.2psP, BCDL=5.UpsP, h=15ft; Cat U: Exp C; Encl., GCpl=0.18; MWFRS (emelope); cantilever left and tight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 par bottom chord live lead nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joings) "cept rib) 1=504. 12=504. LOAD CASE(S) Standard PE 051 -P STA OF 0 "�e— I— ORID 0 1712EA i�s. FL rn�, . U�i 6.00 F12 3X0 = - 12 Us 11 314 3x6 3X8 W 3x4 6X8 11 W 2X4 11 W = Dead Load Deli. - 6116 In 15 31�41)-O 41-M 9-10-0 16-�2 1-0-0 21—ateoffsets RVE fg�.Q.0-1o.Edciei. r9:0-D.12,11-1-101 LOADING(Psf) SPACING- 2-0-0 CSI. IDEFL in goo) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vertg-L) -0.31 9-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.66 9-10 >746 160 SCUL 0.0 Rep Stress Incr YES WB 0.35 Hom(CT) 0.14 9 n/a We BCDL 10.0 Code FBC20i7frPI2014 Matrix-S Weight:205lb Fr=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 31 -Except' TOPCHORD Structural wood sheathing directly applied or 3.7-10 ac purifins. T3: 2x4 SP No2 BOTCHORD Rigid calling cilrectly applied or7-7-10 ce buicing. SOT CHORD 2x4 SP M 31 'Except' B2:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left W SP No.2, Right 2x6 SP No.2 REACTIONS. (sltzD) 1=041-0 (min. 0-1-8),9=04I-0 (min. 0-") Max Hofzl=122(LC 8) Mmt Upllffl �48WC 8), 9--485g-C 9) M= Gravl=1529(LC 1), 9--1529(LC 1) FORCES. (lb) - Mm CompJMax Ten. - All forces 250 (lb) orless exceptwhen shmun. TOPCHORD 1-2=-322311015.2-3--2943/915, 3-4�28491937.4-5--2389/873,5-3--2389/873. 6-7�28491937.7-8�29"915, 8-9---3223/1016 BOTCHORD 11-14�9652906,113-14�588/2224, i2.l3=-588)2224,11-12�584/2224,10-11-5841=4, 9-10=-84412906 WE13S 2-14=-43af420,4-14--2611699,4-12=-891444, S-12=2851211. 6-12�89/4", 6-10�26111699. 8-10=-4331420 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wad: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.0psf. h=15ft; CaL 11; Exp Q Encl., GCpl=0.18; MWFRS (envelops); cantilever left and fight uposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Provide mechanical cormection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 1 =485, 9=4115. LOAD CASE(S) Standard 1 0 PE 051 A, Z OF STA OF L 0 1- IN / /ONAL S"'- 011111110 'job truss liuss Iwo 17n-A AS 1Q1Y Fly JIMM17n I Hip 2 Job Reference (oplicrial) �' 1-1_ ID:EaPOUIwCWA016WS07VTFdz?5cK-�m 2-2 14 42: 0 w 7. 14 L72_2 7V I I V& I 5X7 = 2X4 11 5X7 = Dead Lead Dail. - 114 In 3X5 = ZO 11 515 = 3X8 = 6X5 = 20 11 3x5 = 14� 42-041 7:� 2, 2 Wf g I W Plate Offsets (XYI-- [1:0�3.10,0-3-01, f4:0-54.0-2-121.[6:0-S4.0-2-121. fg:0-3-10.0-3-01, [11:0�2-8�0-3-41.113:0-2-8.0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFIL in Yoe) War Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vart(LL) 0.27 12 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BG 0.80 Vett(CT) -0.48 11-12 >999 180 BCLL 0.0 Rep Stritsa Ina YES WB 0.67 Hocz(CT) 0.19 9 n1a We BCDL 10.0 Code FBC2017[rPI2014 Matrbc-S Welght:2251b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Eiccept' TI: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left Zx6 SP Nol 3-5.8, Right 2x6 SP No.2 3.&7 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid miring directly applied or 6-2-11 cc bracing. REACTIONS. (size) 1--GM (min. 0-1-13). 9=0-8-0 (min. 0-1-13) Max Hoal=107(LC 8) Max Uptffl=.465(LC 5),9--465(LC 4) Maic Gmvl=1629(LC 1), 9=:1529(LC 1) FORCES. Ob)-Mac� CompJMax Ten. -All forms 250 (1b) orless"oeptwhen shom. TOPCHORD 1-2--3282t1015,2-3�3164/1030.3-4�2684/938,4-5=.2743/1053, "-274311053. 6-7�268lig3g.7-8=-315311029.8-9--327411013 BOTCHORD 1-14=-89412956,13-14=-89412956,12-13=-69M419. 11-U--69G/24118, 10-11=-87712949, 9-10=-BT7/2949 WEBS 3-14=01285,3-13�6071372,4-13�821449,4.12--1971575,5-12=4221321, 6-12�1871578.6-11=86t450.7-11=-603/368,7-10--01285 NOTES- 1) Unbalanced red live leads have been ocinsidered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vmd=l 24mph; TCDL=4.2psf,, BCDL=S.Opsf, h=1 51t; Cat 11; Exp C., Encl., GCpi=D.l 8; MWFRS (ewelope); cantilever left and tight exposed ; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pad bottom chord rive load nonconcument with my other live loads. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) exmpt 61=1b) 1 =465, 9=465. LOAD CASE(S) Standard PE 051 OF. _P OF _5� 0 1- 19 ORID 701VAL E�c 0/11111110 Job Twss IMSS iype Qty My Plan 1722 1172-A As I KP I I I Job Reference [opdonal) Sciulhem Truss. Ft Men;e, FL, 34101 fft:8.230S Od2l2Ol8Knta23OsOd2l2OiSMiTek[ndu�o' = WedNov141634:012018 Pa3al 10;EaPOUIwCVVA016WS07vTFdz?ScK�dM52Jw2A ?M2 �Irtb K j hM5EQk7esoPQL?mnWSy Dkq M14 1524� 12 U2 SX5 = . — rr� 3*4 = Us 3M SX6 I R Dead Load Det. - 6116 In 3X5 = 2x4 11 3xB = 46 = 3x4 = 4x6 = US = 2X4 11 3x5 = 4� rl IM14 W Plate Offsets MY)- [1:0-3-10.0-3-0l.fl:0-2-2,Edgel, 111:0-3-10,0-3-01, It 1:1.4-7,Edgel LOADING(psf) SP CING. 2-D-0 CSI. DEFIL In Qoc) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.31 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 ED 0.82 Vert(GT) -0,57 15-17 >868 180 BCLL 0.0 Rep Stress Ina YES WB 0.88 Horz(CT) 0.19 11 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight"2201b FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2X4 SP No.2 *Exwpr B2:2x4 SP M 31 WEBS 2x4 SIP No.3 SLIDER Left 2x6 SP No.2 2-1145, Right 2x6 SP No.2 2-11-16 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 cc purrins. BOTCHORD Rigid wiring directly applied or 5-9.10 cc bracing. REACTIONS. (size) 1--0-8-0 (min. 0-1-13),11=0-8-0 (mln.0-1-13) MacHmz1=92(LC8) Max Upfiftl �491 (LC 5), 11 =-491 (LC 4) Max Gravl =1 529(LC 1). 11 =1 529(LC 1) FORCES. �b)-Mac CompMani. Ten. -Allforcw250 Ph) orlessexceptwhen shown. TOPCHORD 1-2=-329911082,2-3�319511097.34�28"11030.4-5�25931991.5-6=-314311200. 6-7�3143l12OO,7-E�--25931991,8-9--28WI030,9-10=-3195/ID97. 110-111�329911082 BOTCHORD 1-118-9482972,17-18�948/2972, 1&17=-1MI3G87,16-16-104813087, 14-15--1047/3087,13-14--104713087,12-13=94512972,11-12=945t2972 WEBS 3-17=-4501305,4-17�204f765,5.17�76SWO. 7-13�7651320,8-13�204765, 9-13=-4501306 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-sewnd gust) Vascl--I 24mph; TCDL=42psf,. BCDL=5.Opsf,, h=15fl; Cal. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope), cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 - 3) Provide adequate drainage to prevent water ponding. 4) This truss; has been designed for a 10.0 psf bottom chord live load nonoonciument with any other live loads. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 1=491, 11=491. LOAD CASE(S) Standard N PE 051 --lot --P STAVC)Fko 4z 0 IN ORIV Job )=a TM—W r FP—O VEY IM-A AT I Hip 1 Mal) WUMM Rum 8.23D a Od 212018 �= &230 a Dot 212018 ID;EaPOUhNGWA016wSOYvTFdz?ScK-G�����Dlkp I M114 4 W2 W M— A?%w+ W Dead Load Dell. = 5116 In 5.00 r-12 3X4 3 4X6 i� 2 3x6 5x5 6XII � 3x6 = 5 6 3x4 = 34= TA;=:T4� 7 8 0 3X4 - 5X5 7>3X4 Z� 12 1 4.6 �13 14 EW 21 20 19 18 17 16 15 5x7 3x5 2X4 11 3x8 = 416 314 416 = 3X8 2x4 11 3x5 42-" 6�14 47� �11-14 TV W2 4"-14 M Plate Offsets MY)- [1:0-3-10.0-2-81, f1:0-2-6,Edme], [4:0-2-12,Edgel, [S:G-3-0,0-2-41,[6:0-M.0-241.[7:0-0-3.0-3-41,114:14-7.Edoel, [14:0-3-10,0-3-01 LOADING (psf) SPACING- 2-0-0 GSI. DEPIL In Poo) Udell Lid PLATES GRIP TCLL 20.0 Plato Grip DOL 1.25 TC 0.78 Vert(LL) 0.30 18 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.82 Vert(Cn -0.57 1&18 >869 180 BGLL 0.0 Rep Stress Ina YES WS 0.89 Horz(CT) 0.19 14 n1a n/a BCDL 10.0 Code FBC2017rrP]2014 Matrix-S Weight 229 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOPCHORD T2,T4:2x4 SP No.3 BOT CHORD 2x4 SP No.2 *Except! BOTCHORD B2:2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left,M SP No.2 2-11-16, Flight 2K6 SP No.2 2-1145 REACTIONS. (size) 1=0-8-0 (min. 0-1-13),14=041-0 (min. 0-1-13) Maxl-lorzl�102P-Cg) Max Upflftl�469P-C 5),14--579(LC 9) Max Grav1=1 529P-C 1), 14=1 529P-C 1) FORCES. Pb)- Max. ConnpMax.Ten. - Alforces 250 0b) orlessexceptwhen shown. TOPCHORD 1-2�330711032,2-3=-3203/IG47,3-4�28881986.4-7�23491813, 7-8--25971942, 0-9=-313811165. 9-10=-3138/1155. 10-11=-259VIO56,11-12�284411088, 12-13�3195/1238,13-14=-3299/1224.4-5--282JI66.6-7�28B/159.5-6�260/154 SOT CHORD 1�21�9042981, 20-21-904/2981,19-20�98213073,18-19�--982J3073, 17-18�100813091, 16-17-1001113091. 15-16�1059/2972,14-15--1059/2972 WEBS 3-20---4671291,4-20�2Qaf727.8-20=7661362, M-16�658/306,11-16--196/`769, 12-16=46=84 Structural wc,od sheathing directly applied or 2-2-0 oc, purlins. Except I Row at midpt 4-7 Right calling directly applied w 5-8-12 oc bracing. NOTES- 1) Unbalanced mof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--i 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.Opsf,, h=1 Sit Cat. 11; Exp Q End, GCpl=D.l S; MWFRS (envelope); cantilever left and tight expoead ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondIng. 4) This truss has been designed for a'1 0.0 psf bottom chord live load nonocaicument 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 at -lb) 1 =469, 14=579. 6) Graphical purfin representation does not depict the size or the ciientation of the purin along the top andlor bottom chord. LOAD CASE(S) Standard PE 051 A OF _K, 4 P. ,, (,,, ORIO x ks, 70NAL E onal) �;"Jus �XIZUIU"nuax�S=212018 px Ingumes. Inc. wed Nm 14 16.34.04 201 P la�o ID:EaPOUIwCVVA016WS07vTFdz?5cK-CClE7y)ffFNpNdmlBbFOOksvBKdj?pnnhkO68ioyloDI WP 2 W 3A 3xs = 7XII t� 2X4 11 5. Go P-2 jfi 5 7 5X5 = 3x6 a 9 6XT 3X4 = to Dead Load Der. = 5116 In I - W am =1=100' "r� �_ mg a 5X7 20 19 18 17 16 15 5X7 3X5 3X4 46 3X8 3X4 Us 3X4 3x5 42� TV VIV 4� Us Plate Offsets (X.Yl-- [1:0-3-10.0-2-81.14:0-2-12.Edapj, L5:0-3-0,q:L4j, [7:G-3-0&L4j, [§:0-0-3&-��, [11:0-54.0-2-8], 04:0-3-10,041-01, rlB:0-2-8.0-1-81 LOADING(Psf) SPACING- 2-0-0 CSI. DEFIL in Ono) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(U) 0.35 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ven(CT) -0.63 17-18 >793 180 BCLL 0.0 Rep Stress; Incr YES WB 0.65 Horz(CT) 0.17 14 n1a n1a BCDL 10.0 Code FBC2017[rPI2014. Matrix-S Weight:2281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Exoept! TOP C14ORD T3,TS: 2x4 SP M 31, T2:2x4 SP No.3 SOT CHORD 2X4 SP M 31 'Except' BOTCHORD B2:2x4 SP No.2 WEBS WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-5-2, Right 2xf) SP No.2 2-6-2 REACTIONS. (size) I=D-8-0 (min. 0-"), 14--M-0 (min. 04-8) MaxHorz1�87(I.C13) Max UplHtl �494(LC 5), 14�560(!_C 9) Max Gravl =1 529(LC 1), 14ml 529(LC 1) FORCES. Qb) -Max. Comp.]M� Ten. -All forces 250 Qb) or less except when shown. TOPCHORD 1-2=-32W 149.2-3=-3227/1156.3-4-306011069.4-6=-3O5WiO27, &8�305511027. 8-9=-362311368, 9-10=-362311368, 10-11=-373111455,11-12�301611100, 12-13=-321411264.13-14=326711253,4-5--608/384.7-8=6151385,5-7=-5681362 BOTCHORD 1-20--100BM954,19-20=-876f2797,18-19--876/2797,17-18--130413731, 16-17=-873r2751,15-16=-873/2751,14-16--108912939 VVEBS 3-20--259P278.4-20--161361,4-18�428/1085.6-18=-302/220.1().17=-425/313, 11-17�496/1128,11-15--.9/385.12-15--2241259 Structural mod sheathing clirectly applied Or 2-7-4 oc purtins. Except 1 Row at mIdpt 4-8 Rigid calling directly applied or 2.2.0 oc bracing. 1 Row at midpt 10-18 NOTES. 1) Unbalariced roof live loads have been considered for this design. 2) Wind: ASCE 7.110; Vult--160mph (3-second gust) Vesd=l 24mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat 11; Exp Q. Encl., GCpl=0.18; MWFRS (envelope); cantlever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondIng. 4) This truss has been designed for a 10.0 psf bottom chord live load noncondurnent with my other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except GtAb) 1 =494, 14=566. 6) Graphical Pullin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. LOAD CASE(S) Standard F34 PE 051 SV OF I I IllO n W, fp Truss Iruss lype 1772E0 A JASS IUIY Fly I I RmfSpc1WG1rdw 1 ["IM Job Reference (opgonal) b�Orn F�. FL Pl�, PL, �951 64 MT20KS= 5.00 F1 _2 i1i ZX4 6x12 MT20HS= 716 7x8 MT20HS-- 1 6 Zc4 11 3x12 -------- T3�� 7 21 22 8 23 24 9 Sa MTZDHS= 26 110 Dead Load Den. = 1J2 In 2x4 i� 11 4XIO 12 20 is is 26 27 17 28 16 1r29 30 14 5x12 = 3X7 3x4 MG MT20HS= SX7 3x8 = 2X4 11 3xg 4x8 5x12 MT20HS WB= jU �JA 2171 �nl 2 �V it 7 Plate Offsets (YY)— (1:0-2-10,G-3-01,[4:0-3-4.0-1-121.15.,0-3-0.0-3-61,17*0-6-0,Edgel, II&D-11-12,D-1-81, 19:0-3-4,0-1q, 110:0-4-0.0-1-13],[13:1-2-2,Edoel, 113:0-1-2,0-3-01, [14:0-3-12.0-1-8]. [19:13-7-4.0-3-01 LOADING(psf) spAciNr- 2-" CSL DEFL in 0oc) Ydefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.60 Vert(LL) 0.82 17-18 >607 240 Mug 2441190 TGDL 7.0 Lumber DOL 1.25 SO 0.97 Vert(CT) -1.17 17-18 >424 180 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO INS 0.83 Horz(CT) 0.27 13 We n1a BCDL 110.0 Code FBC2017rrP[2014 Matrx-S Weight 235 lb FT = 20% LUMBER - TOP CHORD 2YA SP M 31 -Except- T2,.2x4 SP No,2, T3:2x6 SP No.2 SOT CHORD 2X4 SP M 31 WEBS 2x4 SP No.3 *E:Kwpr W3,W6:2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left M SP No.2 2.10-15, Right 2x6 SP No.2 1-10-10 REACTIONS. (size) 1=0-&O (min. 0-1-10),13=0-8-0 (mln.0-2-1) BRACING - TOP CHORD Structural wood sheathing directlyrapplied or 2-1-9 oc purfins. BOTCHORD Rigid wiling directly applied or4-2-8 oc bracing. WEBS I Row at midpt r�119,9-14 MaxHotz1l=a9(LC9) Max Upllfti�731(!_C 8113--1166(LC 9) Max Gmvl=1972(LC 1). 13=2503(LC 1) FORCES. (Ib)-Max� CompJMax. Ten. -All forces 250 Ob) orless exceptwhen shown. TOPCHORD 1-2=43%11686, 2-3=-430211695,3-4=-419311690,4.5�561212445,5-6-5154122.25. r�7-809013682,7-21-7357/3436,21-22�7357ri436,8-22,7357/3436, 8-23--735713436,23-24=735713436,9-24�736713436, 9-25--516012490, l(i-25=-5161/2490, 10�ll�552BJ2624,11-12=-5495/2650.12-13=-5545/2645 BOTCHORD 1-20--150713936.19-20--136813608, 18-19=270916343,18-26=-3226/7475. 26-27=-322617475,17-27=-3226f7475,17-28�299616638,16-28-299616&38, 16-29�299616638,15-29--299616638,15-30=299616638,14-30--299616638. 13-14--2349/4987 WEas 3-2D--2i3M9,4-20�218/401.4-19�1622i359O,6-l9=2350/1103,6-19--1626f8O5. 7-17=-395P257,8-17�2931235,9-17=-367/929.9-16=01296,9-14�1910/876, 10-14=-60211618,11-14�142f2B3,6-18�-1622rMO, 7-118�278311375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-11 60mph (3-secand gust) Vosd=1 24mph, TCDL=4.2psf, BCDL=5.Cpsf,. h=1 Sic; CaL 11; Exp C; Encl.. GCpl=0.18; MWFRS (envelope): cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) All plain are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat 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 It, uplift at JoInt(s) except at --lb) 1=731, 113=1166. 7) Hmgeqs) or other connection device(s) shall be provided sufficient to support concentrated load(s) 37 lb down and 36 [b up at 224-�F�� lb down and 42 lb up at 24-4-12,47 It, down and 67 lb up at 26-4-12,147 lb down and 150 lb up at 284-12,147 lb down and 15 29-11-4. and 1471b,clawriand 1601bup at 31-11-4,wd274Ibdownend280Ibupat 34-0-0 on top chord, and 471 lbdownandz IbLtp at 22-4-12,19[bdomand2lbupat 244-112,241bdownand3lbuipat 26-4.112,81311bdownat 284-12,80lbdownat 29-11fadll lb down at 31-114, and 285 lb down and 134 lb up at 33-1114 on bottom chord. The designiselection of such I a PE 105)1 a responsibility of others, section, loads applied to the few of the truss am noted as front (F) or back (B). I STATPOF 10 e ORID //j) /01VAL 1111iII1110,� I I TMW 'Ma"Mirder Qty IJob 1772-A A� I IPIY 11PIMIM I I Job Reference (o 'anal) U�m Truss. Ft Merce, FIL. 3�1%1 Pjan: 11230 a Oct 212018 Print 8.230 s OoL212018 MiTekinduebies. in. Wed Nav 14 15:34:06 2018 Page 2 ID:EaPOUIwCVVA016wSG7vTFdz?5cK-8b9L.51�._B7sdXdwwglOHsTgxrrOlpThU49ZVDniJyJDkI LOAD CASE(S) Standard 1) Dead * Roof Live (balanced): Lumber lriaraasa=1.25. Plate Increase=IM Uniform Loads (pff) Vert 1-4=-64,4-5--54. 6-6=-54,6-7=-54, 7-lD=-54,10-13=-54, i-13�20 Concentrated Loads Qb) Vert: 10�178(F) 15�54(F) 9--107(F) 14--285(F) 24�107(F) 25--107(F)26--471(F) 2R=-54(F) 30-54(F) \\\\� I I I 11///// E It PE 051 0% ST OF C) ORID iy //j; 70NAL - 01/1111110 Job Imss from type 1772-A I AIG ILRY 1ply 11planim I Hip I Job Reference (optional) southern In=' rL Merve, V�. Ron: ano a WedNaY1416:34:052016 gel ID:EaPDUKvCVVA016wSO7vTFdZ75cK-8bUOLB?sdXdwwgiOH.TgXKgSJ"9492VDmJYJDld 7 V7 WE? I W14 I M144 I W i7V 2%,;1" 1 1 ii 50 = 2X4 11 Us = 3x4 6.00 4 6 7 M. W= Dead two Deff. =Sfl6 In P"PP I WIPAO-M, Maw- P-A 0 AM oqmmi Ma 1. SX7 17 16 Is 14 13 12 6x7 US 31A 4X6 Us 3X4 4xG 3X4 US 4240 10�0 4� V.:7_;7 3 04LO 040 1� Plate Offsets (X.Y)— 11:0-3-10.0-3-01.[4:044.0-2-12],[8:0-&4.0-2-121.[Il:0-3-10,0-3-0].[15:0-2-12,0-1-81 LOADING(Psi) SPACING- 24)-0 GSL DEFL in Occ) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.37 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.64 14-16 >773 180 BCLL 0.0 Rep Stress Ina YES WEI 0.66 Horz(CT) 0.17 11 n1a We BCOL 10.0 Code FBC20171TP12014 Mabb(-S Weight: 213 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No2 *Except' TOPCHORD Structural wood sheathing directly applied or 3-0-2 cc pudins. T2,T3: Z(4 SP M 31 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2X4 SP M 31 -Eiicept' WEBS I Row at midpt 7-15 B2:2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-5-2, Right 2xG SP No.2 2-5�2 REACTIONS. (size) 1=0-8-0 (min. 0-"), 1 i=0-8-0 (min. 0-") Max Horz 11�76([_C 9) Max Upllfi:11�5117(!_C 6),11-617(LC 4) Max Gravl=1629(LC U I 1=lM(LC 1) FORCES. Ob) - Max. Comp./Max Ten. -All forces 260 Ob) orless except when shown. TOP CHORD 1-2=�326SI1186.2-3--3212il2Ol.34--300811112,4-5�371111491, 5-6=-37li/1492, 6-7�371111492.7-8-3710/1491,8-9=-300811112.9-10�-3212/1201, 10-11�3265111186 BOTCHORD 1-17=*104712937,16-17-911712754, 16-i6�907/2754,14-15--133813710, 13-14-90412754.12-13-904/2764, 1 11-12-1044IM7 WEBS 3-117�2117016, 4-17=-201384,41-15�50V!12011. 5-15=4116/314.7-114=4601315. 8�i4---50111199,8-127-201384.9-12--2161287 NOTES- 1) Unbalameed roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--1 60mph (3-second gust) Vasd=l 24mph; TCDL=4.2psf; BCDL=5.Opst h=1 5ft; Cat 11; EV C; Encl., GCPI=D.l 8; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load rionconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to heading plate capable of withstanding 100 Ito uplift atloint(s) except (�=4b) 1=517, 11=517. LOAD CASE(S) Standard \0\\M I////// PE 051 ST OF . e-1-19 )0 Imes I russ I ype Wry rZA JAIIG Hip Girder Illy 1 1 2 ljo'b Reference LojcMonal) bWhanh I Mae. FL Fre=. M9*1 �:ax�s = . ..� 11 �... I.,. Id I D: Ea P 0 U It;d%'#A'0'1 '6XO'7'�TFt�?5"!-W7'1;'O"�l'n'O '60 MFA IZ5 tZ*L QX93XWIOItNyd D ZT-5-2 34-" 1 37-8-2 4 W2 M-114 6-5-2 �14 �z ii Deed Load Defl. = 7116 In Us — 5.00V2 SX5 3x5 3x6 3,5 5X5 4 20 21 5.n 23 24 25 6 7 26 27 8 q& 29 30 9 = Abma-h-IPA WINkfilhhh, -- ----- �Affloll --- 0100� I ml I x 19 31 32 18 17 33 34 35 16 36 37 38 1514 39 40 13 SX7 — 315 3;8 Us MT20HS= Z(4 11 3X4 = 3X9 3x5 3A = 4x8 MT20HS= LOADING (Psf) SPACING- 24)-0 CS1. , DEFIL in (too) Ildell Ud PLATES GRIP TCLL 20.0 Plate Grip COL. 1.25 TC 0.92 Vert(LL) 0.64 16 >775 240 MT20 2441190 TCDL 7.0 Lumber DOL 11.25 BIG 0.56 Ved(CT) -0.89 15-16 >555 180 MT20HS 1871143 BCLIL 0.0 Rep Stress [nor NO WB 0.75 Horz(CT) 0.20 12 We n/a BCDL 10.0 Code FBC2017rrPI2014 Matrb(-S Weight 424 Ila FT 20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. SOT CHORD 2X4 SP M 31 BOTCHORD Rigid wiling directly applied or 7-9-12 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-10-10, Right 2x6 SP No.2 1-10-10 REACTIONS. (size) 1=0-8-0 (mm. 0-1-8), 12--041-0 (min. 0.1-8) Max Horz 1--61 (LC 10) Max Upfiftl�13418(!-C fi),12—i348(1-13 4) M� Gmvl--2954(LC 1), 12=2954(LC 1) FORCES. #b) - Maot. Comp./Max Ten. -All forces 250 0b) orleas except when shom. TOPCHORD 1-2�660813106,2-3=-6556/3110,3-4=-666213194.4-20--6230/3012,20-21=-6230/3012, 21-22=-Mg/301Z 5-22=-a22913012,5-23--913114425,23-24�913114425, 24-25--913114425, 6-25=-913114425, 6-7=-9132J442T, 7-26--913214427, 26-27--913214427,8.27=-913214427,8-28--623013012,28-29=-623MO12, 29-30--623OJ3012, "0---6230/3013, 9-10=-6663/3185, 10-11=-655713111, `11-12=�660913107 BOTCHORD 1-19---277715947,19-31=.430419131,31-32=-4304/9131,18-32=4304/9131, 17-18=430419131,17-33=-4734110060,33-34=-4734110060,34-35=4734110060, 16-35=-4734110060,16-36�4734110060,36-37�4734/10060,37-38=4734110060, 15-38=4734110060.14-15=-430419132,14-39i�:�430419132. 39-40=-430419132, - 13-40=4304/913Z 112-13�277615948 WEBS 3-19�2111418.4-19--71511934,5-19=-332511599,5-17�91/877, 6-17=409`1/4813, 6-16=01620.6-15--10891486,8-16�901876.8-13�332611600,9-13�71611935. 10-13�2121418 NOTES- 1)2-plytruss to be connected togetherwith 10d (0.131'x3") nallsasfollo": Top chords connected as folkms: 2x4 - I row at 0-9-0 Go. Bottom chords connected as follom: 2x4 - 1 row at 0-9-0 cc. Webs connected as follaers: 2x4 -1 row at 0-9-0 oc. 2) All loads am considered equally applied to all plies. except if noted as front (F) or back (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 othenvise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult-1 60mph (3-second gust) Vasd=1 24mph; TCDL=4.2psf,, BCDL=5.Dpsf,, h=`1 fift; Cat 11; Exp C; Encl., GCp:1=0.1 81 MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent �vater ponding. //X 6) All plates am MT20 plates unless othervAse Indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load noncancurrent vAlh any other Ilve loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of vftstanding 100 lb uplift at joint(s) except at=lb) 1-4348 12=1348. PE 051 Continued an page 2 Ulf— A� 01 ST -P OF I- jg7 0 R I D 17-, 70NAL e 811111110 Jon Truss Imes I ype Qty Pim 1-02 1772-A I Alle I Hp Order I I I 1ply 2Job Reference (olAbionall I SOU11ren, TMSS, n �. FL, M951 RM:B.MGS WWNOV1415:�.�WIU ME ID:EaPGUIwGWA016wSO7vTFS?5cK-ZAr7j2G4tnO6UOfFzBrZ5nZkkLQX93XWrqtNeyi-ld NOTES- I 9)Hanger(s) or other wninectiondevice(s) shall be providedsuffident to support concentratedload(s)225lb down and 2801b up at 8-M, 1071b down and ISO lb up at 10-0-IZ 1071bdommand1601bupat 12-G-12.1071bdomandl5Olbupat 14-G-12jG7Ibd�Emd150Ibupat 16-0-12,1071bdownand1501bapat 18-0-12,1071bdovmand1fia lbupst 20.0-12,1071bdownandIS01bupat 21-11-4,1071bdom and 160 Ibup at 23-11-4,1071bdumandiBOlbupat 25-11-4,1071bdomandIS01bupat V-11-4,107 Ib do�m and 150 lb up at 29-11-4, and 107 lb down and 150 lb up at 31-11-4, and 225 Ih down and 283 Ib up at 34-0-0 on top chord, and 285 to dovm and 134 lb up at 8-0-0,80 lbdo�mat 10-0-12,801bdownat 12-0-12, 801b down at U-0-12,801bdownat 16-0-12,8011odovinat 18-0-12.801bdomat 20-0-12,801bdo�mat 21-11-4,601bdomet 23-114, 80 lb down at 25-11-4, 80 lb dovm at 27-11-4. 00 lb dom at 29-11-4. and 80 lb do�m at 31-11-4, and 285 Ib down and 134 lb up at 33-114 on bottom chord. The designtselection of such connection device(s) Is the responsfbility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 25, Plate Increase=-1.25 Uniform Loads (plf) Vert: 1-4=-54,4-9�54,9-12=-54,1-12=-20 Concentrated Loads (1b) Vert: 4-1 78(B) 7�107(B) 9�178(B) 18---54(B) 19-285(B) 13-285(B) 14�64@) 20--107(B) 21-107(B) 22--107(B) 23�1 07(B) 24--107(8) 25-1 D7(8) 26-1 07(B) Z7-107(B) 28=-107(B) 29�-107(121) 30�1 07(B) 31 =-54(B) 32-54(8) 33�54(B) 34--54(B) 35--54(B) 36--64(8) 37=-54(B) 38=-54(B) 39-64(B) 40=-M(S) 001111/011 Ivi. Bi PE 4051 -P STAT� OF 0 70NAL Et' Job "use I was I YPO LITY 1722 IM-A jPiY , jj.ck�pen i I jPlan _JIJ2_ Job Refiarenw (optlonal)i 5"emTnuw.FLPi�FL.,3,l95I Run: 8230 a OcI 212018 Print 6.M 5 W 212018 Wei, IndustiM IM Md Nov 14 1 U410 MI 8 PaR I ID:EaPOUIwCWA016wSO7'vTFdz?5cK�1MPVxOli35az5YER)(sMod?54[lrqPhfg4gTRv4y Dkh LOADING(pq SPACING- 2-G-0 CS]. DEFL- In Qw) Well Ud PLATES GPIP TCLL 20.0 Plate Grip DOL 1.26 TO 0.20 VerkU) .0.00 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SO 0.19 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 Rep Stes*; Ina YES WB 0.05 Hwz(CT) -0.02 3 We We BCDL 10.0 Code FBC2017ITP12014 Maw-P Weight 13 It, FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD BOT CHORD 2X4 SP No2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechaniml, 4=10echanical, 5--1-11-6 (min. 0-1-8) Max Hwz5=58(LC 4) Max UpM3---32(LC 11), 4=-39(LC 1), 5-264(LC 4) Max Gm3=20(LC 17),4=48(LC 17),5=346(LC i) FORCES. (1b) - Max Comp.lMax. Ten. - All forces 250 Qb) or less exmpt when sh�. Structural wood sheathing directly applied or 3-11-Swpurlins. Rigid calling directly applied or 10-0-0 oc; bracing. NOTES- 1) Vinirld: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2W, BCDL=5.Opbf, h=15ft; CaL 11; Exp C; End., Gcpt--0.18; MWFRS (eravelope): cantilever left and right expossdi; Lumber DOL=1.60 plate grip E)OL=1.60 2) This truss has been designed for a 10.0 pal bottom chord five load noncancument vvith any other live loads. 3) Refer to girdeqs) for truss to truss connections. 4) Pnovide mechanical connection (by others) of truss to beading plate capable of withstanding 100 111 uplift at joini(s) 3,4 "cept et=lb) 5=254. 5) Hanger(s) or other cormection devilce(s) shall be provided sufficient to support amcentrated load(s) 28 lb dom and 45 lb up at 2-11-0 on top chord. The designisetedlon of such wrinection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, lwds applied to the face of the truss we noted as front IF) a back (B). LOAD CASE(S) Standard 1) Dead + Roof Lim (balancedy. Lumber humease=1.26, Plato Increas;e=l.25 Uniform Loads (pit) Vert 1,3=XA. 1-4�20 4S' PE ()51 -A 30E-0 -51 0 ORID /////�'/ONZ /lilt IIX\\\ 3X4 = Plate :04-8.0-1-121. - . LOADING(psf) SPACING. 2 CSI. DEFL. in (loc) . Wait L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 VertLU) 0.06 8-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BG 0.76 Vert(Cr) -0.11 6-7 >984 180 BCLL 0.0 Rep 61ress Ina NO W13 D.24 Horz(CT) -0.04 4 n1a nja BCDL 10.0 Code FBC2017frP]2014 Matrix-S Weight 44 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2X4 SP N0.2 WE13S 2x4 SP No.3 REACTIONS. (size) 4--Mechanical;8--D-11-5 (min. 0-1�8),&Mechanlcal Max Horz8--164(LC 20) Max UpIlft4--125(LC 4),8=-357(LC 4), 6�1 17(LC 8) Max Gtav4--147(LC 1), 8=441(LC 31),6=259(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied or G-G-0 oc putlins. BOTCHORD Rigid calling directly applied or 9-10-2 oc bracing. FORCES. (1b) - Max. CQmpJMax. Ten. -AJI forces 250 (lb) orless except when shown. TOP CHORD 1-27-430016, 2-9=4971270, 9-10=4811269.3-10--4351264 BOTCHORD 14�--222(434,8-12=-3421434,12-13=-3421434.7-13--3421434.7-14=-342J434, 6-14=.3421434 WEBS 2-8=-353/186,3-6=-4691369 NOTES. 1) Wind: ASCE 7-10; Vutt--160mph (3-second gust) Vasd--124mph; TCDL=4.2pf, BCDL=5.0psf; h=15fe, Cat. U: Exp C; End., GCpi=0.18; MWFRS (envelope); mnt[lever left and right exposed; LumberDOL=1.60 plate grip DOL=1.60 2) This truss Is not designed to support a wiling and Is not intended for use where aesthetics am a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load noncacurrent with any other live loads. 4) Referto girderfs) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift aticint(s) except at --lb) 4--125, 8=357,6=117. 6) Hanger(s) or other connection device(s) shall be provided wifident to support concentrated load(s) 29 lb down and 43 lb up at 2-11-0,29 lb down and 43 lb up at 2-11-0.39 lb down and 63 lb up at 541-15. 26 lb down and 52 lb up at 5-&15, and 64 lb down and 113 lb up at B-6-14, and 58 lb down and 1107 lb up at 8-6-14 on top chord, and 70 lb do" and 168 lb up at 2-11-0,70 lb down and 1158 lb up at 2-11-0, 12 lb down and 2 in up at 5-8-15, 10 lb down and 2 lb up at 5-8-15, and 33 lb down at 8-6-14, and 27 lb down at 8-&14 cm bottom chord. The dmillrdselection of such connecdon device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the few of the truss are, noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber fnereeise=1.25, Plate Inceease=125 Uniform Loads (pit) Veit 1-4m.54. 1�5-20 Concentrated Loads (1b) Vert 11 �76(1`=-44, B--33) 12=1 65(F=77, B=77) 14- 48(F�29. B--j 9) \\\\M1111j1jt1 PE 051 0, -P OF -5� 0 IX x- "ONAL ON 13 ion . IMM 1russ type Lilly Fly — 1722 1 IM-A I HV6 I Vdly JPLMn I I I I Job Reference Lap_flwall Southeni Tniw. � Pier� FL. 34951 2x4 I— W It ZA 11 I= - LOADING (Pat) SPACING- 2-0-0 CS1. DEFL- in Ooc) Ildefl Ud PLATES GPJP TCLL 20.0 Plate Grip DOL 1�26 TC 0.18 Vert(LL) We - We 999 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 SO 0.13 Vert(CT) We - pla 999 BCLL 0.0 Rep Stress Ina YES VVB 0.05 Horz(Co 0.00 We rife SCOL 10.0 Code FBC2017ITP[2014 Matrix-P Weight, 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOPCHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2X4 SP N0.3 REACTIONS. (size) 1=6-" (min. 0-1-8), 4--64-0 (min. G-1-11), 5=64-0 (min. 0-1-8) MaxHorzi=112(LC8) Max Upr&4--47(LC 8), 5�1136(!-C 8) Mair Gravl=61 (LC 1), 4=88(LC 1), 5--255(LC 1) FORCES. Qb) - Mm CompJMm Ten. - All forces 250 (lb) or less except when shovint. Structural mod sheathing directly applied or 6.0-0 oo purlins, except end veirticals. Rigid ceiling directly applied or 10-0-0 oc bi NOTES- 1) Wind: ASCE7-10;Vult--160mph (3-second gust) Vasd=124mph;TCDL=4.2psf,, BCDL�5.0psf, h=15ft; Cat 11; UP Q, Encl., GCpl=0.18; MWFRS (envelope�, cantilever left and right exposed; LumbwDOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 th uplift at joInt(s) 4 except Ut--lb) 5--136. LOAD CASE(S) Standard PE 051 ST IL OF ::1 0 �Ie- 1- /9 ORID al Job � iruss Mss I ype 1772-A I J2 jQry JFIY , JlRlar,17V jilack-Opw it Job Referaice (optional) . . 11 1... �� lt,ifl: 112w ' W." ID:EaPOUIWCWA016WS07VTFdz?5cK-ZNVFL43yblOhLroqfHOGjQ 143-0 LOADING(Psf) SPACING- 2-G-0 CSI. DEFL In Qoc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 4 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.00 4 >999 180 BCLIL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.01 2 We n/a BCOL 10.0 Code FBC2017)IP12014 Matfix-P Weight 6 lb FT = 20% LUMBER. BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-D oc; purlins. BOT CHORD 20 SP No.2 BOTCHORD Rigid celling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2-Mechanical, 3=Mechmical, 4-0-8-0 (rnin. 0-1-0) Max Hoa4=43(LC 8) Max Upl!Fa--50(LC 8), 3--130(LC 1), 4�1 24(LC 4) Max Grav2--54(LC 1), 3-78(LC 4),4=223(LC 1) FORCES. Ob) - Max Comp,JlMsx. Ton. - All forces 250 Qb) or less e*icept when shom. NOTES- 1) Wind: ASCE 7-10; Vult--1 60mph (3-second gust) Vasd=11 24mph; TCDL=4.2psf, BCDL=5.Opst h=1 Sit; Cat. 11; Exp C: Encl., GCpI--0.1 8; MWFRS (envelope); canblever left and right exposed ; Lumber DOL=1.60 plate grip DOL=11.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconciurent with any other live loads. 3) Referto girder(s) for trust to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolm(s) 2 except at -lb) 3--130, 4=124. LOAD CASE(S) Standard \\\\\III I////// KA - f3t ENT 051 STATIFO—F ORID /ONAL JOb . Iruss 17M 1772-A I J4._" JQW jelY , [an 9 Job Reference (optional) Mn: UMU 6 zi zul u Fnm q�u a oa zi zuia MTek Z ID:EaPGUIwCVVA016wSO7vTFdz?BcK-Rx4eZQ3aLO%PYI;Z4-WVV�FNdjwdlgX'gg 2AU0 Plate Offsets (XYI- L2:04)-12,0-1-121. [6-.G.0-0.0-1-121 LOADING(psf) SPACING. 2-0-0 CSL DEFL in (ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 To 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(M -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WS 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matix-P Weight 13 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD W SP No.2 WEBS W SP No.3 REACTIONS. (size) 3=Mechanical,4--Mechanlml,5--0-8.0 (min. 0-1-8) MaxHoaS--83(LCB) Max Uplift3---59(LC 8), 6--90(LC 4) Max Gmv3=54(LC 1), 4=40(LC 3),S--220(LC 1) FORCES. Qb) - Mm CompJMaY. Ten. - All forces 250 Qb) or less except when shom. BRACING- TOPCHORD Structural Wood sheathing directly applied or 4-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 no bracing. NOTES- 1) Wind: ASCE 7-10; Vuit-1 60mph (3-second gust) Vasd=1 24mph; TCDL=4.2psf,, BCDL=5.Opsf."h=l 5ft, CaL 11; Exp C; End, GCpl=O.l 8; MINFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumem with any other live loads. 3) Refer to girder(s) for truss to truss connections. - 4) Provide mechanical wmectlon (by others) of truss to hearing plate capable ofMthstanding 100 lb uplift atioint(s) 3, 5. LOAD CASE(S) Standard EN& -zz- PE . 051 I.P OF ORID "01VAL II/I f I I I jou I Truss russ Iwo IM-A I AA lila&-OM jUty JIW JPIanIT22 I Job Reference (optional) Scuft.Twss, FL PWm �. 3,1951 ME 3-0-0 LOADING (pso SPACING- 2-D-0 CSI. DEFL In Ooc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.11 Vert(LL) -0.00 3-4 >999 240 AMO 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CII -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.01 2 n1a We BCDL 10.0 Code FBC2017rrPI2014 Matrix-R Weight 10 to FT = 20% LUMBER- BRACING - TOP CHORD 2M SP No.2 TOPCHORD Structural wood sheathing direaly applied or3-0-0 or: pudins, except BOTCHORD 2x4 SP No.2 endverficals. WEBS 2x4 SP No.3 BOTCHORD Rigid calling direcily applied or 1 O-D-0 oc bracing. REACTIONS. (size) 4=0-" (min. 0-1-8), 2--Mechanical, 3=�.chwiml Max Hom4=57(LC 8) Max Uplt!14�21 (LC 8), 2=-66(LC 8) Max Gm4=103(LC 1), 2=70(LC 1), 3--SB(LC 3) FORCES. Ob) -Max Comp./Max Ten. -All forms 250 Qb) orlessexceptwhen shown. NOTES- 1) Wind: ASCE 7.10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opst h=15ft; Cat.U; Exp C; Encl., GCpi=0.18; MWFRS (envelope); carrillever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) This trum has been designed for a 10.0 psf bottom chord live load nonconcumentwith any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to hearing plate capable of Ywithstanding 100 to uplift at JoInt(s) 4, 2. LOAD CASE(S) Standard \\\\\� I I I I////,/ PE 051 STA OF 'ONAL 0/11111110, ion . Iruss Imes lype Fly 1712.A is I Jack -Open , I EmI722 Job Reference (optimal) ID:EaPGUIWCVVAOIeWS07'VTFdZ?SCK-OKCCL55qtdmFCJBPKPXZK2pvWmYs4MPDXACbH�YOJEO)Ike 641-0 4-8-0 Plate Offsets (X.Yl- 1-2-01, [5:0-0-0.0-1-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL In Quo) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.26 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 SO 0.20 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Inar YES INS 0.06 Horz(CT) .0.02 3 n1a n1a BCOL 10.0 Code FBC2017fFP]2014 Matrix-P Welght 19 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2X4 SP NO.2 WEBS 2M SP NO.3 REACTIONS. (size) 3--Mechan!cEd,4--Mechanical,5=0-M (min. 0-1-8) Max Horz5=124(LC 8) Mak UPlff13--IO4(LC 8) ' 5�94(!.0 4) MeX GMV3=1 09(LC (LC 3). 5--283(LC 1) FORCES. �b) - Max Comp./Max Ten. - AM forces 260 Ob) or less except when shown. BRACING. TOPCHORD Structural wood sheathing directly applied or 6-0-0 no purlins. BOTCHORD Rigid calling directly applied or 10-0-0 oc: bracing. NOTES- 1) Wind; ASCE 7-10; Vult-160mich (3-secand gust) Vaud--1 24mph; TCDL=4.2W, BCDL=5.Opst h=11511; CaL 11; Exp Q Encl., GGPI--0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live Icads. 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 [b uplift at joint(s) 6 except (V-1b) 3=1 04. LOAD CASE(S) Standard PE 051 -P S. OF -5;- 0 ""Ze— I — '-' R1 X I IL I\\\ 11 \\ Job Truss russ I ype 1772-A AA JW IPIY jjPtan1722 jilack-Open I Job Reference LoLhonal) ID:EaP0UIwCWA01 P�14�;Cijbkb MU LOADING(psf) SPACING- 2-0-0 CSI. DEFIL in (Ioc) Wait Ud PLATES GRIP TCLL- 20.0 Plate Grip DOL 1.25 TC 0.32 Ved(LL) 0.03 34 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0-25 Vert(CT) -0.05 3-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.02 2 n1a We BCDL 10.0 Code FBC2017rrP[2014 Matrix-R Weight 16 lb FT = 20% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-0-0 be putuns, except BOT CHORD 2x4 SP No.2 and verficals. WEBS 2X4 SP No.3 BOTCHORD RgId calling directly applied or 1D-D-0 oc bracing. REACTIONS. (size) 4=0-B-0 (min. 0-1-8),2=Mechanical.3-MechanicaI Max Horz4=99(LC 8) Max UplIft4--43(LC 8), 2=108(LC 8) Max Gmv4--177(LC 1), 27-120(LC 1), 3--9D(LC 3) FORCES. Ob) - Max� CompJMax. Ten. - All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=1 24mph; TCDL=4.2pst; BCDL=5.Cpsf,, h=15ft' , Cat. 11; Exp C; Encl., GCpl--O.l 8; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Pat bottom chord live load nonconctiment with any other live loads. 3) Referto girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift atioint(s) 4 except at=lb) 2-108. LOAD CASE(S) Standard PE Z1605 -P STA OF -5:-, 0 1 — /K X� �, / x, ORID 'ONAL ilte 8/111110\ jc�o 0 Mae I Mss lyps Qty my 1772-A is 1 Jack -Open 1PAnIM 23 1 Job Reference (optional) I ��B WWNM1416.�.17 la.EaPOUIWCWA01b'WS07VTFdz?5d(4(iKBPn75PEOZRdGnRq-FIQTuMaAS, qN ... ... Ay—ka IN 1-40 2x6 11 Dead Load Don. = 1/8 in Plate Offsets (Y YI. lwg-JO, L5.0-Q-%0-I-12I LOADING (PSI) SPACING- 2-M CSI. DEFL In Voo) tfdefi Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) 0.10 4-5 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL US SO 0.47 Vert(CI) -0.18 4-5 >444 180 BCLL 0.0 Rep Stress Inar YES WB 0.09 Morz(CT) -0.06 3 We n/a BCDL 10.0 Code FBC2017rrP]2014 Matrix-P Weight, 26 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3--Mechardca1,4=Mechank:aI,5=0-M (min.0-1-8) Max Hoc� 5 C Max Upl191647(L(LC88)), 5�1 06P-C 8) Mint Gmv3--161 PLO 1), 4--120(LO 3), 5=353(LC 1) FORCES. Ph) -Max� CompJM� Ten. -All fcwces250 Qb)ortessexceptwhen shown. WEBS 2-5=-3191300 BRACING- TOPCHORD Structural mod sheathing directly applied or 6-0-0 w putlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 w bracing. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-semnd gust) Vasd=124mph: TCDL=4.2psf, BCDL=5.Opsf-, h=15ft; Cat. 11; Exp C; Encl.. GCpl=0.18; MWFRS (envelope); eanfilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Pat bottom chord live load nonconcunent with any other live loads. 3) Refer to ginder(s) for truss to truss, connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of vAthstanding 100 lb uplift at joint(s) except at -lb) 3=147. 5--106. LOAD CASE(S) Standard PE 051 S� ,-P OF 0 19 / N,4 OR 11) 70NAL 1E 11111if III0 Jqb * Truss Imes lype Fly Plan 1722 1772-A 1 is 1 RoofSpeclal ILdy 1 I Job Relemca (optional) Snufthm Tnm. K Fi� FL. 3�1 Run: 8MO 3 Od 212018 ITO;'V52.1f�2.01.8 . M 'MqMl�n` 1D:EaPGU[wCWAO16W7 X.'#JA ?Wgy N�socyjokz 4-1" L21 0 1, 1 H 3_6­8 3-US I 2X6 it U4 11 4-10-8 1 112,82 M 3-6-8 1 IL _i8 N2 r1_8 Plate Offsets 0(.Y)- [ZG4)-12,0-1-121,1310-2-0,0-2-111. [4:0-2-0.0-2,41, [8:0-1-5,1-2-01, [8:0-0-0.D-1 -121 LOADING(psf) SPACING- 2-0-0 CSL DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.02 7-8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.02 7-8 >999 180 BcLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.05 5 n/a n/a SCDL 10.0 Code FBC2017frPI2014. Matrix-S Weight 32 lb FT = 20% LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4SPNo.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlIns. BOTCHORD Rigid calling directly applied or 6-0-0 oc bracing. REACTIONS. Ali bearings Mechanical exceptat-length) 6=0-8-0, 7=0-8-0. (lb)- MaxHom8=I65(LC8) MaxUplift All uplift 100 It, orless atjolrd(s) 5, 8 except7-216(LC 8) Max Grav AD reactions 250 lb or less atjolnt(s) 5,6 except 8--266(LC 1), 7=359(LC 1) I FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 Otn)arlessexceptwhen shown. WEBS 4-7-2511228 NOTES- 1) Unbalanced met live leads have been considered for this design. 2) Wind: ASCE 7-10; Vult-1 60mph (3-second gust) Vasd=I 24mph; TCDL=4.2pst, BCDL=5.Opsf,, h=I 5fl; Cat 11; Exp Q Encl., GCpi=O.l 8; MWFRS (erwelope); cantilever left wd right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live leads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beaning plate capable of withstanding 100 lb uplift at joint(s) 6, 8 except (V-1b) 7-216. LOAD CASE(S) Standard O\I It 111[//,/ P PE Z6051 05 0 STE205?F1 511 0 ORIO J'9D a sa Tiniss ype W 'M'722 1772-A =AAG, Rod Spedal 1 I IF" = 1 Job Rtara., . all R=: 8.2,30 . C� zi xu'o rnm 0�u 8 Va zi ZU70 M wx 1 6 ID: E a POU IwCVVAO I 6wS07vTFdz?5cl�-avLLXc77irYoSr.�WCWFg�YOH4=P'.UB�'?D'k'Z 94-0 1' 2K6 It U4 It i 1 A4� !;—' 11 94-0 1 4a2-78, 1 M I Plate Offsets (XY). 1-2-ol. rio:o-o-o.5-1.121 - LOADING(Fud) SPACING. 2-0-0 CSI. DEFL. in Voc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.03 9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.26 SO 0.15 Vert(CT) 0.03 9 >999 too BCILL 0.0 Rep Stress Ina YES WB 0.06 H=(CT) -0.02 6 We n1a BCDL 10.0 Code FSC20171TPI2014 Maft-S Weight 34 lb FT = 20% LUMBER - TOP CHORD 24 SP No.2 SOT CHORD ZK4 SP No.2 WESS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oo purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. Al bearings Mechanical mcept at --length) 10--0-8-0, 8--M-0. (lb). MmHmz10--165(LC8) Max Uplift All uplift 100 lb or law atJoInt(s) 6, 10 "cept 8--202(LC 8) Maii Grav All reactions 250 lb or law atlaint(s) 6,7 inicept 10=254(LC III, 8--356(LC 1) FORCES. Ph) - Mm Cromp;/Mfm Ten. -Aft forces 250 Ob) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VuIt--1 60mph (3-second gust) Vasd=1 24mph; TCDL=4.2psf,, BCDL=5.Opsf' , h=15ft-, Cat 11; Exp C; Encl., GCpi=o.l 8; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=11.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondIng. 4) This bruss has been designed for a 10.0 psf bottom chord live load nonconcument with my other live loads. 6) Refer to girdeqs) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joki4s) 6. 10 except at=lb) 8--202. LOAD CASE(S) Standard PE S -P OF 7:�' 0 1— IK ////III IL �\,t\ it . I 1'772-A Gwer F-9 3X4 11 1X4 11 3M = Plate Oftets (XY)- 3:0-2-OD-2-111,L6:C,�,0,0-"I.[7-D-1-8.0-1-81--- LOADING(psf) SPACING- 2-0-0 CSL DEFIL in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vett(LL) -0.03 7-8 >999 240 MT20 244MSD TCDL 7.0 Lumber DOL 1.25 BC 0.47 Verl(CT) -0.05 7-8 >702 180 BCLL 0.0 Rep Stress Ina NO WS 0.07 Horz(CT) -0.00 5 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD SOT CHORD 2X4 SP M 31 WEBS 2x4 SP No.3 *Except' BOTCHORD WI: 2x6 SP No.2 REACTIONS. AJI bearings 0-8-0except at-length)5=1VIechamical, 7=Mechanical. Qb) - Max Horz 9=1 34(LC 8) MaxUpffit All uplift 100 lb orless; atloint(s) 6, 9 exceptli`�241([-C 8), 8�160(LC8) Max: Grav All reactions 250 lb or less at joint(s) 5, 9 except 7=491 (LC 1), 8=688(LC 1) FORCES. Ob) - Max. Gomp-/Max� Ten. - All forces 260 Ob) orless except when shown. Structural wood sheathing directly applied or 64)-0 oc purlins, "cept end verticals. Rigid ceiling directly applied or 111-M oc bracing. NOTES- 1) Wind: ASCE 7.10; Vuft--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf', BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Refer to girder(s) for truss to bruas� connections. 6) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5, 9 except at -lb) 7=241, 8=160. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) Hangeqs) or other connection devica(s) shag be provided sufficient to support concentrated load(s) 64 lb down and 21 lb up at 0-9-13 on top chord, and 794 lb down and 284 lb up at 6-8-12 on bottom chord. The desIgn/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the raw of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increas;e=-1.25, Plate Increase=1.25 UnIforin Loads (plo Vert 11-3=-54,34=-54.4-5-54,6-9�20 Concentrated Loads Ob) Vert: 10�60 11�794(8) PE L051 STA OF UR I U r:,' N ///;/7ONAL EV' 1/111111MO Deadl-oadDo1=5116in 4M 4X4 SX6 = 3X4 = Jxf 11 I 119M IN i M I 22-_" I Plate fl:0-1.14.0-0-21.[4: 0-2-0, :0-5-Ud—gel. �.�30 0-3.4� LOADING(Psf) SPACING. 2-0-0 CSI. DEFL in aoc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.30 1-9 >868 240 KMO 2441190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Verl(CT) -0-63 1.9 >416 180 F 8CLL 0.0 Rep Strew Ina YES WB 0.20 Horz(CT) 0.05 7 n1a n1a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight 102 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2X4 SP No.3 WEDGE Left: 2X6 SP N0.2 SLIDER Right 2x4 SP No.3 2-5.11 REACTIONS. (size) 7=Mechanical, 1=0-8-0 (min. 0-1-8) - 6LC 8) "ex' HOV2 6 Max Uplift7-2 4(LC 9). 1�271 ft-C 8) Max Grav7=814(LC 1), 1=814(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-7 oc purlins. 130TCHORD Rigid calling directly applied or 2-2-0 oc bracing. FORCES. Ob) - Max� CoMPJMax. Ten. - All forces 250 0b) or law except when shown, TOPCHORD 1-2�16451547,2-3�12201372,34-10811368.4-5--1198/369,5-6�1358/492, 6-7�1418MB2 BOTCHORD 1-9�51611381.8-9�221/1081.7-8--36911216 WEBS 2-9--380/331, 3-9=441325,4-8-2201, 5-8--2191260 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7.10; Vu"- 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf*, BCDL=5.opsf, h=15ft, CaL 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 7464, 1=271. LOAD CASE(S) Standard \\\\Xkll III///// 1051 Nil A-* STA RF -51 0 1 1,2 /OAIAL Eltv ///I I I I I "\\ Mde, 4W = IM 11 4X7 = Dead Load Defl. = 1/8 in 3X4 = 4x4 = 3X8 = W = W 11 8-0-0 154-0 22-40 7-M 1 1 - i lz I i "im I I Plate Mete 0(,Y)- 11:0-3-10.Eda3l.[4:D-5-4.0-2.01,[6: 't�2-49.0-Q 7-ii-u LOADING (ps!) SPACING- 2-" CSI. DEFL in Poc) Wait Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.46 Vert(LL) 0.18 11-13 >999 240 MT20 2441100 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -028 1-13 >959 180 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(CT) 0.10 9 We We BCDL 10.0 Code FBC2017fM2014 Mallix-S Weight:117lb FT=20% LUMBER - TOP CHORD 2X4 SP No.2 'Excepr T3:2x4 SP M 31 SOT CHORD 2X4 SP Nol WEBS 2X4 SP No.3 SLIDER Left 2x6 SP N0.2 2-0-14. Right 2x6 SP No.2 1-1 REACTIONS. (size) 1=0-" (min. 0-1-12), 9=0-" (min. 0.1-13) Max Horzl�61 (LC: 28) Max Upliftl-704(LC 8). 9--724(LC 9) Max Gmv.1=1496(LC 1), 9--1538(LC 1) BRACING- I TOPCHORD Structural wood sheathing directly applied or 3-G-11 oc pudins. BOTCHORD Rigid calling directly applied or 4-11-1 = bracing. FORCES. Cb) - Mao� Camp./Max Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2--319711561, 2-3=-314511568, 34--304211486,4-14=-3079/1664, 5-14=-307911564, 5-15=-3079/1564, 6-15�30791`1564. 6-7�292&11432, 7-8�280411401, 8-9-2862/1398 BOTCHORD 1-1 3=-142912664,12-13�130412809,11-12—M/2809, 111-16=1 231/2708, ID-16�123112708. 9-10�-116912465 WEBS 3-13�200/299,4-13=-91/568,4-11-237/�27,5-ii=-447/405.6-11�292(654, 6-10-15/435.7-10-2101402 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu"- SOMph (3-second gust) Vasd=1 24mph: TCDL=4.2pf. BCDL=5.Opsf. h=1511; Cat 11; Exp C; End., GCpI--0.1 8; MWFRS (envelope); caniflever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live lead nemooncurrant with my other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uprdt at jokit(s) except OH- b) 1=7G4, 9--724. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 225 lb down and 280 lb up at 8-0-0, 107 lb down and 160 lb up at 10-G-12,107 lb down and 150 lb up at I I -", and 107 lb down and 150 lb up at 13-3-4. and 226 lb down and 280 lb up at 15-4-0 an top chord, and 285 to down and 134 lb up at 8-0-0, 80 lb down at 10-D-12. 80 lb down at 11-8-0, and 80 lb down at 13-3.4, and 285 lb down and 134 lb up at 16-3-4 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 truss ane noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Uve (balanced): Lumber Inamse=125, Plate Incressoe=1.25 Uniform Loads (ph) Vert 11-4=-54� 4-6=54,6-9=5411-9-20 Al� Concentrated Leads Qb) _\CEIV6 Vert. 4�178(17) 6--17a(F) 12---54(F) 13�285fl 5--107(F) I 1=54(F) 10---285(F) 14�--107(F) 15�107fl 16=-54(F) PE 7 o5l STA 0- 7�1 0 IN ORID ////,/I IL 110\\ truss truss type 1772-A I JQV jPJY 1 Valley I JPLar,1722 Job Referarim (optional) Southem Tmu. P. Pfi,rce, FL. 34951 ZK4 I- Rm:&MUS Oc212018MMSMOSOd212018herekinou� InQ WWNW14 la.EaPCUIWCVVA01OWS07v-rFdZ?SCIC-9971SVADEneGY091t%x 668Nig"YONV LOADINGO)sf) SPACING- 24)-0 CSI. DEFL. In Occ) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.06 Vart(LL) n1a We 999 TOOL 7.0 Lumber DOL 1.25 BC 0.04 Ved(Co n1a - n/a 999 BCLL 0.0 Rep Strew Ina YES V4131 0.00 Horz(CT) -0.00 2 n1a We BCDL 10.0 Code FBC2017rrPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD W SP No.3 REACTIONS. (size) 1=24-0 (min. 0-1-8). Z-2-4.0 (min. 0-"), 3-2-4-0 (min. 0.1-8) Max Horz 1=33(LC 8) Max Upliftl�18([_G 8), 2=-40(LC 8) Maot Gmvl=59(LC 1), 2=43(LC 1), 3=32(LC 3) FORCES. Ob) - M� CompJMax Ten. -All forces 250 Qb) or law except when shown. PLATES GRIP MT20 2441190 Weight, 6 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 2-4.0 oc purlIns. BOTCHORD PJgld calling directly applied or 10-G-0 oc, brecing. NOTES- 1) Wind: ASCE 7.10; Vu"- 60mph (3-second gust) VastimlUmph; TCDL=4.2pst, BCDL=5.Cpsf,, h=15ft; Gat 11; Exp C; Encl., GGpi=0.18; MWFRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chard bearing. 3) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads. 4) Bearing atloint(s) 2 considers parallel to grain value using ANSVTPl I angle to grain formula. Building designer should verify capacity of bearing Surface. 5) Provide mechanical comection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoInt(s) 1, 2- LOAD CASE(S) Standard Z� \OEN& 051 -)3 STA OF 0 R 10 'ONAL E /fl/111n1\0 -A v I was Inuss lypa r, 1772-A MV4 I Jury 1piy 11pianim Valley I I Job Reference (oplional) r". �501 �;82308 WadN0V141�M2V15 Pa M tyle I ID:EaPCUIwGWAOlbwSO7vTFdz?ScK.fthQfqBs?4m 9YJXDMrMHL.HByZfa3BGdtqy DkU 4-" 44-0 2x4 I- 2K4 11. LOADINGO)sf) SPACING- 2-G-0 CSI. DEFL In Qoc) Ildell Ud PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.31 Vart(LL) We We 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) n/a rda 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoa(CT) 0.00 n/a rda BCDL 10.0 Code FBC2017frP[2014 Matfix-P Weight: 14 [b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (size) 1=44-0 (mln,0-1-8),3=44-0 (min. 0-1-8) Max Hca1=71(LC 8) Max Upliftl=-39(LC 8), 3=-68(LC 8) Max Gmvl=12B(LC 1), 3--12MC 1) FORCES. @b) - Max. CompJMm Ten. - All forces 250 Ob) or less except when sham. Structural wood sheathing directly applied or 44-0 oc purlIns, except end verticals. Rigid wiling directly applied or I D-0-0 no bracing. NOTES- 1) Wind: ASCE 7-10; Vuft-1 60mph (3-sawnd gust) Vasd=124mph; TCDL=4.2pbf, BCDL=5.0psf.' h=1 6ft', CaL 11; EV C; Encl., GCpi--O.l 8; MWFRS (emelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolngs) 1, 3. LOAD CASE(S) Standard 051 STA Tlf�OF_11- 'ONAL /81/111110