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Home My WebLink AboutTRUSS PAPERWORKD�ninnf /nfn�rn�iinn• t SOUTHERN TRUSS COMPANIES Southern'Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 * Fax: (772) 318-0015 Job Number. ••••�••••�••�••• J1800496 Customer. Ryan Homes Name: Oakland Lake - Lot 61 Address: 6275 Oakland Lake Circle City, ST, ZIP. Fort Pierce, FL 34951 General Truss Engineering Criteria & Design Loads Building Code and Chapter. FBC2017/rP12014 Computer Program Used: MiTek Version: 8.23 Oct 2 SCANNED Gmviv. GraviW: BY 37.0 psf ROOF TOTAL LOAD N/A Wind Building Authodty: 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County 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. No., Engineer of Truss Design Package 7,. ,k � • Q = Brian M. Bleakly Of, ; W FL Reg. Eng. No. 76051 ST0.TEtA•�: _; 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Tmss ID# 1 11/14118 Al 2 11114/18 A2 3 11/14/18 A3 4 11/14118 A4 5 11/14/18 A5 6 11/14118 A6 7 11/14118 A7 8 11/14118 AS 9 11114/18 A8G 10 11114118 B1 11 11/14/18 B2 12 11/14/18 B3 13 11/14/18 B4G 14 11/14/18 c1 15 11/14/18 C2 16 11/14/18 C3G 17 11/14/18 Cis 18 11114/18 CJ7 19 11/14118 J1 20 11/14/18 J2 21 11/14/18 J3 22 11114118 J4 23 1 11/14/18 J5 24 11/14/18 A 25 11/14/18 J7 26 11/14/18 J58 27 11/14118 MV2 No. Date Tmss Io# 28 11/14/18 MV4 29 11/14118 MV6 FILE COPY Page 1 of 1 TYPICAL DETAIL @ COR.NER. - HIP y NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction_ QA UP TO 265p = 2-16d NAILS REO'0. 132.5# per Nail (D.O.LFactor=1.00) nds toe nails only have 0.83 of UP TO 394# = 3-16d NAILS REO'0. 'lateral Resistance Value. . _ 12 �n SCA) Sn CORNER JACK GIRDER 2 use 2-16d toe nail TC & BC. Typical jack 45' 1- - attachment use 3-16d\ toe nail 0 TC TYPICAL CORNER LAYOUT & ?-16d RJ Typical Hip -jock' attachment CHORD HANGERS FASTENER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - -- 2-16d nails ----- J5 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - -- 2-16dnails ----- J7 TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - -- 2-16dnoils ----- HIP JACK GIRDER (CJ7) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - -- -- I 2-16d nails ---- SOUTHERN TRUSS COMPANIES IR¢e/%nrsoulhenhimmm Brian M Bleakly Struct Eng #7 MINIMUM GRADE OF LUN T.C. 2z4 SYP $2 B.C. 2:4 SYP 2 WEBS 2a4 SYP No3 LOADING (PSFy �- U'� L O FeQan TOP 20 BOTTOM DO 10 SPACING 24 0.1 Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)2F 2-0509 x:(772)318 20-4160 06fi 1 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.d.LFactor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 1OVER .o 12 OVER �� 9b —0-14 CORNER JACK GIRDER 10 ALLOWABLE REACTION PER JOINT UP TO 265p = 2-16d NAILS REQ'D. © UP TO 3941 = 3-15d NAILS REQ'D. use 2-16 toe nail B TC & BC. Typical jack 45' attachment X3- i H5 (HIP GIRDER) N , use 3-16, toe nail TYPICAL CORNER LAYOUT & 2-16d Typical Hip —jock' 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 — — — — — BC — — — — — —— 2-16dnails ————— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails — — — — MINIMUM GRADE OF LUMBER LOADING L (PSF) STR INCR- 2sz FBC2017 T.C. 2x4 SYP #2 D TOP. 20 B.C. - 2x4 SYP 2 BOTTOM D0 10 WEBS 2x4 SYP No.3 SPACMG 24' D.C. SOUTHERN Fort Pierce Division TRUSS 2590 N. Ki,gFLHiyyhwa , FortCOMPANIES (BDO)232-0509 (772)464-4160 h6#//. xoumermtn,sswm Fax:(772)318-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 I J Hangers• Face Mount Hanger Charts M ITe V JoistSrve `. IJSP Stoukft - ._ Ref. Na Steel Range .... F2.tietierSched � OF1SP fd wale Lwds(Ws.)t - c '.ft -. Rudel. -. .Inisd .. _- . l9 H - -0 .'. q ° Tl9N T1az - .Nail 0 _ DaU Rnm 100% Roof 4ow JL24 W24 20 1-9/16 3 1-12 15/16 - 4 1 1Dd 12 I tAdxt-12 :470I 54O i 580.I 320 . 5 R5, F2 4 15d 12 1 10d x 1-12 560 1141 1 695:I 320 JL241FTZ - 18 1.9/I6 bt/B 1-12 - _ 4 1ad HDG 2 1Gdxl-12HDG 465 535 I SBO � 280. I 31. Rt, F32 4 16d HDG 2 110d x 1 V HDG . 550 615 ( 815 2B0 - 2x4 JU524 WS24 18 1-9/16 3-1/B 1-3/4 1 4 lad 2 1Dd "Qli- 7751 WS 510. SIM24 U24 16 1-9/I6 3-1/4 2 1-3/16 - 4 lad 12 ladxt-12 :500 j.5601 605 I 380 5, 4 166AA- 10dxl-1/2 -590 6651720, 380: HB26 HU26 14 1-9116 bit 2-12 1-1/8 �0 4 16d10d x1-12 695 746 365 R5, F2 Max .SiS 615 fi95 1 745'I r%% .JI-7B - 11126.. 20• 1-9I16- :4-3/4 -f72 15pS �- 6 .:'lad10dx112; 710 805 j 870 �) 650 6 -.16d 4 1 10ds 1-12 • ' 840 1 95D j 1D45 650 �'�,R26R-TZ ' WC26Z - "IB 1-9/16 4-12- 1=12 _ ' 6:'10dHDG .4 '110dx 7=12HIM 695 800- 870'.1 73g 31, R1, F32 6: 76dHDG j. 4-j10dx1-MlMi 830I950 .1035 730 -JI1526 „ .:1 W526 -1 .18 I1-9/16 4-'13I76 }374 1=. 7-' .4 ' ' ^ 11 -j ' 4 . 'I ad : - I .9M 1000'. 1030 11115 4 5. R5, F2 '-:Nlum. -1B ': 13gfi1'S-tllfi- -.2-' -. 7.r. =' g, ': ]Gtl .j.5'r, 1pd.': -.I 1285 147511605 j. 865- 37, R7, 132 SIM?Ii t' J126- - 16 1-9/16 3-7/B -_2 ,....3 _- 13r16 . = 6.1 -10d 14 F 10d xl=12 . 750 840I 9_a1 `755' >6 - -^16d 1 4 1-.-10W-12-. '880 1 10001 MCI I 755 - .'.:. 1NS1B'- ... HU526 { 16'. 1.518 •'S-7A6- 2 -14- 161... 1.6 1: "16d . 2760I 3140 ! 33451 1925 I HDZ6 HU26 14 1-06 3-12 2-172 1-4/8 M10 4 ii '"16d .2 10dz1-72 t 615 ( 6%1 745 3FS:- 5, R5, G15- 695 1 .745 I 595 - HD28 HU7B ]4 - 1-9116 SAM .2-12 1.1/8 Mn 8 •. "16d 4 i - 10dXI -12 1730 139011490 780. f2 Max 6 1230 1390'I 1490 825 JL2"6 LU26 20 1-9h6 4-3W 1-12 1516 - 6 10d 14 I 1Od xt-12 710 805 ) 970.1. 650. 6 l6d 4 1 lOd x t-12 960 j 1045.1 650'. JL261F-TZ WC26Z 18 1416 4-12 1-12 - _ 6 lad HOG 4 110dz1-12 HDG 695 I Soo 1 9'70 730 31, In. I F32 6 16d HDG 4 1ad x 1-12 HDG --830 9% 1035 7W Jt28 LI728 20 1-9116 6318 1-12 15/16 _ 10 10d 6 .10dx1-12 1180 1295I 1295 855 . S. R5 F2 10 t6d 16 10d x 1-12 1400. 160111740I 855 JL2MF-TZ - 18 1-9116 6-1/8 1-12 - _ 8 lad HDG 4 tOdzt-12 HDG .i93g 106511160.I 730. I 31, R1, F32 8 lad HDG 4 10dx1.12HDG 1105 121511215 730 JU526 LLS26 18 1-M6 4-13g6 1-3/4 1 - 4 10tl 4 100 870 1009T ian .1115 JUS28 itICMA 18 1-9M6 6-58 MM 1 6 lad 4 10d 111D 1270 1375. 1115 ? S, IIS, F2 2xB MUMS MUS26 18 1-9/16 5-1116 2 1 - 6 lad 6 lad '1285 147511605 865 31. R1, MUS28 mum is 1-9/16 7-7/I6 2 1 8 lad 18 lad '1710 1970;31401 1230 F32 SUH26 U26 16 1-9/16 5-18 2 1-3116 - 6 lad 4 lad x1-12 :7501 840.1 S101 755' 6 16d 14 lad x 1-12 880 1 10MI 10M 1 755 - SUH28 - 16 1-9/16 6-5/8 2 1.3116 - 8 lad 6 lad x1-12 1000 112011210. 800 8 16d 6 10d x 1.12 1175 j 1395 1440 Boo HUS26 HM26 16 1-58 5-7/16 3 2 - 14 tad 6 16d 276013140 .3345 1925 5, HlLS79 IM28 16 1-SB 7-3116 3 2 - 22 16d 8 t6d 4170 14345 143451 2570 fly HD28 HU28 14 1-9/I6 5-1/4 2-12 1-1/8 Man 8 lad 4 lad xt-12 •123D 1390.j 1490 780 j F2 Max 6 '1230 1390j 149DI 825 HD210 HU210 ' 14 1�Y16 7-3h6 2-1/2 1-1/8 MN 10 lad 4 10dx1-12 1540 117351 1865 780 Max 14 6 2155 2430 2610.1 1170 1) Upg4 bads have been increased 60%fte v4nd rcseenic loads, no further inrsea,e stag be permitted 2)16d strikers (0.148 da. x 3-1/4' long) may be used at 0.84 afthe table load where 16d commons are specified. Ttds does nut applyto MS, NUS, MUS slant hall hangers. 3) For JUS, HI1S, and MM hangers Nails must be driven at a 30-tn 45' angle mreugh thelast or trust hW the header/a achieve thetable loads 4) NALS.-10d x 1-12' nails are 0.148' die. x 142' long, tad r" are 0.148" die. x 3' long, l6d ralls are 0.162' da. x 3-12' long. New products ar updated product information are designated in blue font. Corrosion Rntsh OStainless Steel CGOId C/ot EHDG ETriple Zme 112 Continued on next page Hanger's Face Mount Hanger Charts MiTek& Joist sin LISP - - Stock No. ' Ref. No. . Steel' Gauge. Oimansions (in): Fastchm&hedule'' .:. DF/SP Allowable Loads(Lbs1' �. �' w ff LL . Ref: Headw, -,.Jaat ". IN •H D A Nod 'Mai : Nair � : Nag gaor, 1GD55 Hoof 115% 125% Dpiiflr 160% JUS24-2 WS24.2 18 3-1/8 13-7/16 2 I 1 4 ( 16d 2 1 16d I SD5 { 9201 965 ; 325 (2) 2 x 4 SUH24-2 U24-2 I 16 3-118 3-1/6 2 1-1/8 _ 6 10d 2 10d 1 750 84 ' 3B 6 16d 2 10d .B80 100L101 1097800 I 3800 . HB24-2 HU24.2 14 3-1/8 3-12 2-12 1-1/8 -V4.16d 2 10d 1.615 695 1 745 1 385 HUS24-2 - 14 3-1/8 3-7116 2 1 -16d 2 166 I.80 965 { 10401 495 1 HUS24-2IF - 14 3-1/8 3-7/16 2 1 -16d 2 16d . 850 965 1 1 D40 1 495 1 - : JUS26-2 "' ;LUS26-2:-" "{:' 18- I,3-7/8'1 5-174'1 2 Y -::16d 1 4 76d 11040 1785i 7220{ 1355 SUH26-2 � U26-2 -. 16 , :34/8 . 5-1/16 - 2 1/0 _' 10 10tl � 4-. 10d<{ 1250' 14051 15151 755 10 1 16d -4 . Intl 1470, 167D. 1Boni 755 40242 :. - {: HU24-2 14. ( 3-1/8 { . 3-72 { 2-]r2 (1.1/B = - f .-4 1 '16d 1 2• { 10d 1615 1 695 745 1 385 i (2J 2xfi.. -HUS26-2'- - : HUS26 2 -' 14 3-1�7/4 •I 2 I 1 ' 4 -1 16d I 4._1 16d 1085 11235 113001 1155 ......r - HU526-2IF d ;. •1:HUSC26-2 +#' 14 . 3-1/8 {' -- -. :2 7. . -; P4 -. 16d :1. .4 1 I6dl 1g85' 7235 L73011J 1155 �aTHU26-2 l I _'14 iii . 3-18' 5-1/4 2-1/2 1-1/8 Me Max I 8 112- . 16d - 4 "6 1 Intl 11230 ( 1390 (1490 I 780 . { :c 18501 2085! Z235 i 1770 -'. H026-2ff "�HUC26-2 ur �.'14" 3-1/8 '5-1/4 2-12. '.... -`n "Maxi 8 72 16tl `'.4 1 L.'s::.. { Intl .. : 1230. 1B5g ]39g114901 z085 2235 780 {. t170 I JUS26-2 I WS26-2 18 I 3-1/8 5-1/4 1 2 1 - 4 16d 4 16d 1 1040 11851 122D 1 1355 =j 'JUS28-2 LUS28-2 18 3-1/8 7-1/8 2 1 - 6 16d 4 16tl 11325 151011645{ 130 SUH26r2 I U26-2 16 3-1/8 5-1/16 2 1-1/8 _ 10 tOd 4 10d 11250 14051 15151 755 '. 10 16d 4 10d 1470 1670 11BOD j 755 SUH28-2 - 16 3-1/8 6-1/4 2 1-1/8 _ 12 1 10d 4 10d 1500 '1695118151 755 12 16d 4 10d 1765 '1915119151 755 HUS26-2 M26-2 14 3-1/8 5-1/4 2 1 4 16d 4 16d 10M ( 12MI13WJ 1155 HUS26-21F HLW26-2 14 3-18 5-1/4 2 1 4 16d 4 16tl 1085 1235- -I 3o-0 ri155 (2) 2 x 8 HUS28-2 HUS28-2 14 3-18 7-118 ( 2 1 - 6 16d 6 16d '1625 .18501 19951 1810 1 HUS28-21F HUSC28.2 14 3-18 7-18 2 1 - 6 16d 6 16d :1625 1850 19951 1810 11 S. HD26-2 W26-2 14 3-18 5-1/4 2-12 1-18 Son Max 8 12 16d 4 10d 12i0 13901 1490.1 780 if � 6 1850' 21. 2235.. - 1170 HD26-21F HU026-2 14 3-18 5-1/4 2-12 - min 8 16d 4 10d 1230 14RO1 -780 Max 12 6 IBM, i243U 2235 1170 HD28-2 HU28-2 14 3-18 7-18 2-12 1-1/8 Mon Max 10 14 16d 4 Intl 1540 { 1865 780 6 2155 12110...1170 HD28-21F HUC28-2 14 3-18 7-1/8 2-12 - Mbf 10 16d 4 Intl '7540 1735 IS 780 Max 14 6 Z155 2430 26101. 1170 - i ' JUS28-2 I LUS28-2; 1- 1S , 2l.-78 '::.7-18 :.ZC 1', ...._ .6- :16d= -.4 16d:..1825 1510. 1605.j 1355 JUS210-2 . L=10-2 :: ` 18 •3-18 .=9r18 -.I . 2 1 ' 1 - B 4 .16d '-:fi j 16tl i1 9845' 21 W .2290: 1980 SUH28-2 _ .. :1fi 318' F114 2,.I1 1/8 1_ --]2 1@tl, "- 4'1i IM 1 15M 7685. 7815 755 1 12 16d- .47 106 1 1765.1 191511915 755 - .: :.. SUH210-2 "`. .,' UZ10-2 .: :16 .:-'. 3-18 •°. 8-01 , 2 1.78 •. --- 16- 10d` '-fi, Intl 1200- 2245124201 1135 16. 4fid-`6 :-110d'0 235 26702880 1735 HUS28-2 . •.. .HUM-2 14-' 3-118 71/8 '2 "-1 : - --'. •6 ' .. 16d. 6 .16d :11625. 1850,19951 1810 HUS28-21F. -: HMG283!" =".14 3-1/8 '7-118 ' 2'.:.1r- .6 16d _ 6' 15d 1625� 1850 1995 1BID ' _(Z12k10 HD38 2 HU28-2 <i4 31/8... 7118 z 112 .. 7-1A .:rMar ALn 1O. .14-- - 1fid: ". .'4. _..- 1`lld - 1540 2155 1735: 2A30. 7865 2610 . 7B0 . . 1170' : 6." -Ni'o - HD2821'r .,-•.F7UC2B2 ;14 3]8 .'718 _ 212 '' •. .. 10 ;16d' - . 4" ' tod: -. 1540 1735' 7865. ' 780 Max' 14 fi_. 2155' 243' 2610 7170 - - _,-: H=G-2 .- ': 'JDS210-2,-� d4 3-1/8 %.9-18 -:-2- -.1 8 163-. `8 - 161: Z170 .2465 2660 2210- - HUS21 D-2ff :. i0SC21D-2 . 14 . -3-1/8 :31/ .`2•-_ -`7-. ; -: '8 160 -" 8" =16d: 2170: 2465 2660• 2210" AD210.2 1 ,. : I • HU210-2,74 318 '-9 s 212 " f-1/B Von Max 14 16d :6=' -Intl 2155 :2430 4E70' 1170 3080':'3425 3251�:1%D HU270-?JF }iUC21p-2 _14 131/8 '� 9 272 _ -,, .NCui Max - 14= � ifid fi- Intl 2155 2430 2610 '1770 3475 378 1950 - ` -:- HD(1210-� Z ;:HUCO210-2'- 1 14 3-1/4 1 . @ '3. - 7.12 - ':12. 1 1565 6: : MM 5015; ;559g 5590: :2975 . 31, R7, F32 11 Upum inaa5 have peen mcreased 60%tor v4nd er seismic loadg no further Increase shag be permitted. 2)1 Sd sinkers (0.148 de. x 3-1/4' bngl may be used at 0.84 of the table bad where ISd commons are spetlfirJt.7hi5 doss not apply JUS, H95, MUS shard fwt hangers 3) For JUS and HUS hanger. Nags must he driven at 30'tn 45 angle though the joist or1n� lob tie header to achieve the table loads. A 4) WS3 Wood Screws are 114' x 3' long and are Included with HDO hangers. 5) NANS 1Dd nails are BUS" dis x 3' long, 16d are 0.162' dla. x 3-12' long. New products or updated product information am designated in blue fog !; + Corrosion Finish ■Stainless Steel EGOld Coat LHDG Nhiple Zinc 114 Gantimoed on next page I Hangers Face Mount Hanger Charts MiTeke - �:. Joist Size USP Stock No, . Bet. No. Steel Gauge FastenerSchedule'Y '. .'DRW- AlIMUIp toads Wps-) r.: S Code .Bah Header,. . Jois[. .' _ IN H -.: D :'A A1id/ Man : , Nan ' :. ' < Nail -: Aoor 1DD%115%'125% . Baof Upllry�. 160% SUH314 U314 16 I 2-9116f 10-9/16 2 1-IM _ 18 10d 6 110dx1-112 225012525 Z7251 1135 18 16d 6 lad x1-112 2645120DO 30101 1135.I M14 HU314 I 14 2-9/16 11-5/16 2-12 1-1/8 Mm 16 16d 8 10dx1-112 2465' Z780 29801 1280 Max 2d 72 369514170 44351 2045 3 x 16 1013141F HUG314 14 2-9116 11-5r16 2-12 _ Min 16 16d 8 10d x 1-111 369514170�14435 3051 4170 1 44351 1280 � 2D45 Max 24 12 H0316 I HU316 14 2-9/16 13-516 2-12 1-118 Min 18 Intl 1 8 10d x1-112 2770 40115144M 3125 j 14435'I 3355 156D " 2045 Max 126 12 HM161F HUG316 I 14 2-9/16 13-5/16 2-12 - Minl Maxi 78 26 166 8 1lad x 1412 2770 9 3I25 44351 3355i 4485 1560 2n45 12 %(2)3i8...H0382 .. ". .. HU38-2 1 !!! 14 5-1/8,� 6-1/8 �212 !!l - j 11/8 . 'Max j hin I 10 .: � - .1 16d •.. _ 4 I 1Dd_:' - - 1540 1735 ( 1865a 7B0 1 ( 14 : 6 2155 ( 2430 2610 1170 H038-2 f I HU3B-2 14 5-1/8 6-12 2-12 1-1/8 Min 10 16d 4 1� 1548 1735 11885'I 780 Max 14 6 2155 2430 26f0;'1170'I (Z)3x10 iW&2 IHU310-2 ( .14 5-1/8 8 I 2-1/2 1-1/8 Min 14 16d 8 1 10 lad 215512430{28f0" 1170*1 Max 1 20 30M0 3475 37251. 1625 (2)3xp2110312-2 999 g FIU312-2. {,1 1 14 6-1/8.-� ID :�.2-1211/e !! '1 Mid :{. Mai: 16 24 1 16d:, :.q B 12 .]Od '" 1 '- <" 12465 1 Z780 2980.1 1065 136� 4170 4470" '?34D (2)3x14 HD312-2 I HU312-2 14 111 5-1/8 10 2-12 1-1/8 Min Max I6 I Tb 16d 8 tad 2465'1 ZMC z9B01 '1065 1 12 3695 ; 41704478 j 2370 - -- JUS26-3z.-.. .I LUS26+3. ._i. 1H I4-5/81-412 1 2'"I 1 1 --"i. 4 -1 16d 4 �4 .; l6d e.. 104017185� 1228j 13551 . SUH2G-3 j :112"o-3 - 16 - 45/8 -5-1/4'- 2 ' 1. 1 - •(= =• ' I 8" :. tad. 1. 2 10d 10001112D 1165 % 380` 1. 8 1 Ind .2 10d i 176511165 11651 380 - (3f2x6 11D 3- �HU26-3 - -14 '4-5/S- :. 4.12 2-12 - 1-1/e .Nan I' B 16d .., { '4 6 6 1 = 1Dd 1 =-.11850 12�11390 1490.( 7e0 5 Mal 12 2085 22351' 1170 " 3i02G-31F' � 'HIIC28-3'" !!1 14 4-5/8 4-112 111 2A2 Mid,. Max 1- - 8 12 - 16d - 4 1 10tl . =,1 12M 11390 114901 780 85, F2 "- s 18.50. 208.5 z2351 117a JU526-3 I WS26-3 18 4-518 4-12 2 1 4 16d 4 Intl 11040 11185 11220 1. 1355,1 JUSZB-3 I UWS-3 18 4-5M 6-3/B 2 1 6 tad 4 16d 1 1325 1510 1645 1355 SUH26-3 U26-3 16 4-5/8 I 5-1/4 2 1 _ 8 10d 2 lad 1000 11201 1165. 380' 8 16d 2 lad 11651 1165 1165'I 380 HD26-3 HU26-3 14 4-SM I 4-12 2-12 1-118 Min a 16d 4 lad 1230 13901 1490 780 Max 12 6 1850 2085 2235. 1170 (3) 2 x 8 HD26-311' I HUG26-3 4-12 2-12 _ Min B 16d 4 1� 17M 139011490: 780 1 Max 12 61:1170 HD28-3 - L144.58 4-5/8 6-3/8 2-12 1-1/8 Min10t16d 1ad1540 1735 11865. -780- Max 142155 2430 2610 1170 H028-31F - 4-5/8 t 6d18 2-12 _ Min 10 10d 1540 7735 1865780 Max 14T610 1170 '4=578 i- 6-3IB' c 2+ ..1 ".. b : •- 76d %. 1325'I510 1645 1355-1 B 1 '.- .16d . ' 1845' 2105 2290 19B0',_ . SI1H2103 ; : ❑210-3 16 4-5/8„ 10jil _ „ 2 -: 1 - 14 7 ` `10d -- 1750 1965 2128 1135'. 14 :: 16d1. �. 6 `- lad .'- 2D60i 2335 Mill .1135 14 '4-5/8 6-3/8 2-12 - 1=1IB Min' . ' IO -. 16d .:4 .-. 18d-: `. 150 2155- Ins' 2438 180.. 2610 780: ` 1170 Maz 16 .-8 RX10_: ,HD28-30_ .' --.. 14 4uT/8I - 6-3IB 212 '. - Intl 4 -.6 1Dd =i i548. 7735 7865...788 -Max` 14 2155 2430 -2610 1170` HU2103 1 14 - 45/B B-1/4 272 1 7IB-Max10d r'. 20 -.' 2155.:2430 2610 1170: 10 3080 3475. 37251 1958. i H021D•31F'-" HUC270-3' : 14 4-5/8- 6-174 i-IA2 - . • ATm.....14 6 "10tl ; 2155 3080. 2430 3475: 261D1170. TM 19% Max- 20 10 100210-3@--j-HUCGZID-3.� "-14._14-SM 9 ".3... 71/2 .-. %-.12,-:WSi 1.F32 1) UpIdt bads have been increased GA torwintl or satanic loads; no tudher hlaease shall ba perMDed. 2)166 sinkers (0.148 dia. x 3-114' long) maybe used at 0.B4 of the Fable load where 16d commons are specified. This does not applyto JUST MI5, MILS slat nail hangers 3) WS9 Wood Screws ane 1/4' x 3' long and are Included with HOC hangers 4) NAM 1 Od nails are 0.148' Ms. x 3' long, i6d nails are 0.162' dia. x 3-12' long• New products or updated product hdommation are designated in blue font- . A Corrosion Finish EStandess Steel 06old Coat G'1HDG UTdple Zinc F- FW Coallnued on next page 117 R ers Mount Hanger Charts MiTek6 " 'JaistSrre USP.... - - Sfpck No. ' _ `Ref.No, ' Steel Gauge D'onfnsions(m) '-2sfenwschedule`''f' ":..Header..:.-.Allpwahle DFlSP' Loads (Ws.)'.. .: e = c4> Gode Reh W�� H' 0 A . - Mol�'• Maz -''Nail. _ . NaO. Roer Roof UPlitt 100Y' 17596 725% 16016 JUS46 WS46 I 1B 3-5/B 5 2 1 - 4 1 16d 1 4 16d 1104011185112201 1355 S10146 U46 16 3-9/I6 b13716 2 1-t18 _ 1D 10d 4 10d 1250.1 1405 1515j 755 1800:1 755 10 16d 4 10d 1 1470'1 1670 HUS46 NUS46 14 3-WB 1 5 2 1 4 1 16d I 4 16d 1 10851 1235 13DO 1155.1 4x6 HU5461F 1 HI15C4fi 14 3-5/8 5 2 1 - 4 16d 4 16d 1085 1 1235 1300i 1155.1 HD46 HU46 14 3-9/16 5-1/I6 2-12 1-1/B Min 8 16d 4 IN1850 173IY 13901 14901 '780'' Max 12 6 1 2085. 22351 1170 HD468= HUC4fi 14 3-9/16 5-1fi6 2-1/2- Min Max 8 1 12 16tl 4 10tl 123D 1 139D 1 1490 ! . 780 . 6 185p1 2WS 22351 1170 " .. -' .MS46' "?' _ r 111546: 1 18 13-SA11 ..:: 5 : -I 2 .1' 1 _ Al A I- t6d 4' 1 16d'f' 11040 1 11851 1220 { 1355' - .-' JIIS48 4. 1 •16d'-11325 115101 16451 1355 . f SIINbfi ;, U46" '.. 16 :14: 3-9/16.�"4-13tl6 1: 2 - 1 1/B - ..,i, ID YOd `:. -4 10H `:.. .1250 1405 1515'1 755 . 1ODD '1 755 111116tl. 1 .4 -cod.- :.. 1470 1670 HU HUS46 -.1 3-5/8I i 5 2 .;. 1.-.. -b.^I 4" '"16d 4 16d<- I1035 123511300.1 1155.1 HUS461P �'"- _ HUSC46 1 14 - 3-5/B 'S .. 2 " ..1 �' - ' 4 - 16d. ' _ 4:= 16d"- -- 10851 1235 1300.1 ".1155 ' HUS48 H1648" :1 14 .1 3--% ""T ","a-1. 1'.._.I �- 1 6.1 16d I 6;) 16d_..I 1625 111156 1199511810.: HLISMIF 1 HUSC48' 1 14 :3-5M1 7 F- 2 I' 1 - 6 16d 6 1 t6d- 162511850 j 1995 1610 :". FID46 :, '; HI746 .. 14 3.9/1$ 5-?/1fi I.2-12� 1-1/8 1fid 10d' 1230.1 1390 1 14901 '780 6 1850'12085 2235 1170 " HD46F .. _ 1 HUG6..=. 14 3-9h61 .. 5-1t; 2-12 -.... : Mn. Max 8 112 • 16d 4 6_1- tOd-" 12301 1390 14901 780 .. 5, R5, 1850"I 2085 { 2235. 1170 HD48 .; 111 HU48 14- 3-9nd B-15116,i 'i 2-12 1 7-1iE -ISn 10 166 .4 .: .. 10d .' _ 1540 1735118651. 780 F2 M2x 14 1'- 6 2155 2430126101. 1170. ' HD48F -,• :., HUC4B; ..II .. ;'.1 14 3-9116 . •. 615t16 " 2-Y21_ I - 1- - IWn 10 -16d 4 10tl --.1154013735 :-: 2155 2430 1865 780' 26f0:{..1170. .Max- :14-, 6 JUS4B LU548 18 3-5/8 1 6-7/8 2 1 6 16d 4 16d 1325 .1510. 1645 1355 JUS410 L16410 I 18 3-5111 8-71B 2 1 8 16d 6" 16d { 18451 2105 2290- 1980 SM410 I U410 16 3-9116 B-3/8 2 1-18 _ 116 6 10d 6 1 10d 2000 2245 24 119 16d 6 10d 1 23M 267D F20r 2aB01135. HUS48 HUS48 1 14 3.5/8 7 2 1 6 16d fi 1 16d 16251 1850 19951 1BID ' HJS491F HUSC48 14 3-5/8 7 1 2 1 6 16d 6 1 16d 16M I 18M 1995 1810 HD48 HU48 14 3-9/16 6-15/16 2-12 1-1/8 Min 10 16d 4 10d 1540 7735 18B5. 7" Max 14 6 21551 2430 200' 1170 4x16 HD48F HUC48 14 3-SM6 6-15/16 2-12 _ Min 10 16d 4 10d /54011735 ]8651 780 Maz 14 6 215512430 26101 1170 HUS410 HUS410 14 3-518 B-7/8 2 1 8 16O 8 1 16d 2170 2465 2660:1 221D ' HUS4101F HUSC410 14 3-5/8 B-7/8 2 1 8 16d 8 16d 21701 2465. 2�0 " 2210 . HD410 HU410 14 3-9116 BINH 2-12 1-18 Min 14 16d 6 10tl 2155 2438 26f0'{ 1170 . Max 20 10 3080 {"3475 3775 { 1950 RD4101F HUC410 14 3-9116 B-13/16 2.12 - Min 14 tfid 6 1� 2155 2430 26f0 '1170 Max 20 10 3DW .3475 '3725" 1RM " HDO41 OIF I HUM910 14 3-9116 9 3 1.12 12 W53 6 W53 5015" 5590 5590 29751 31,E F32 1) Opg t (pads have been Increased 60%for vdnd or seismic loads, no funha Increase shag be PermiOed. 2) led sinkers (0.148 dia. x 3-1/4' long) maybe used at 0.84 of the table load where 16d commons are specified. This does not apply WAS, HUS, MUS slam nail hangers 3) WM Wood Sam are 1/4' x 3- long and are inciaded wb HD0 hangers 4) NAILS I Od nails are 0.148' din. x 3° long, 16d nalls are 0.162' dia. x 3-12' long. New pmducts ar updated product information are designated In blue fmL Comusion Finish ■Stainless Steel DGold Coat HHDG ETdple Zinc RII 119 f *aI [EB� MINIMUM GRADE OF LUMBER ' Tap Cheryl 20 SYP a1 SPF S1/f2 or b;tt.r Duo Chord 20(9 OR 2x4 SP #2H OR SPF p1/#2 or bellar WEbp 2x4 SYP #0 or bolter (•)•WA NAY b[ NPPSO FROM A Eve. U'ITOHED OR SQUANIQ (••) AETAOH EACH VALLEY TO EVERY SUPPORRHO'MUSS. WNHI (2) 1GG BOX (0,106- A 4,01 NAILS 20E-ELULED FOR rag ¢21�- ASCE 7.10 „1PH WIND. MEAN HOOK ENCLOSED BUILDING, ExP, G. RESIDEHCW.. WIND TO DL-G PSr. OUT FROM I.N00 AS nEQUIPED 4'-0" Max SUPPOFMNO A4 B'-0" Max W-0"Max Sp 20'-0" Max (**)' SES AT 24" 0.0, MAXIMUN SOUTHERN TRUSS I=o, OOMPAMIES (BG `r rL z !F=—p <S� ED Ea•t*-a i I UNLESSSPECIFIEDON ENGINEEfl'S SFAED DESIDN.. APPLY 1x4 T—BftAC1r e0x UNLESS OF NC¢ YALI£r MS 'OF.'0. M. QRA OR BEr1ER AT WITH ad Box l0'.i70 2.B Id nT Oc, OR OONRNOCUB UT�ML BfN01Ho, EQUALLY SPA. FOR CAL VALLEY WEBS ONEATER THAN T'-0 . MNOMUM VALLEY VERRCAL HEIGHT MAY NOT E%OEED 12'-0", TOP OHURU OF TRUSS .EO BEKATH VALLEY SET MUST BE BRACED WRHI PROP IXOATTACH[D, PATBHGTMNO APPLIED PRIOR TO VAUXY TRUSS ON J/11 fl GfiRUNS AT 24" or -OR AS OTHERWISE SPECIFIED ON ENGINEERS' SFAEO DESIGN BY VALLLRS' 6PALE0 USED im UEU OF PURUrN� SPACING AS SPECIFIED THON (,r•)9 UTH TIETMVAIley q NGWVP� AIANo TH SLOPE OF T14E TOPPCHag. TRUSS (••) LARDER SPANS FAY•BE BUILT AS LONG AS TILE VERTICAL HEIGHT DOES HOT DWEE0 12-0. BOTTOM CHORD MAY BE SQUARE OR PITCHED CUT AS SHOWN. eQVARE Cur ••)10E2RUMM vALtET. � � SPACING. FneDan br roir Wn 1 oddo. R91 an4 e WMID t Plerce Dlvlelat 2eao ryry IOPB, M hno . Fort PI1o6 FL 4BB1 Ioff 4232—CBOB ((772 464—h1e0 TMUN M Far. 771)71B—OO1S Thu. no T 1pre014 o0 0 • ceaxo RE.�., OPTIONAL: STAB END VERTICAL 'V cl rr E—I T not ih. n.pa NiV of Ina pwmi tw .recllnp Weep am eon OPTIONAL HIP JOINT DETAIL FRAMING TO LL 20 20 PSF TO OL 10' 16 PSF 6C DL 10 10 PSF BC LL 00 00 PSF TOTAL LOAD 40 46 PSF 01113010L701 1.25 1.26 �j SPF p HF sp N DFL j o Sp a� o HF SP 0 DFL E C7 E o HPF v N SP : r DFL 0 or vPrtnaN• C��ble end rua E; EDE� SOUTHERN TRUSS COMPANIES M. REFER TO CHARS ABOVE FOR MAX FnuOon 6rvi(np 4 nm Ume la6tloola adrks nymdlnp 1 mid domkwlnp ui Fort Plerce D!V18106 ,poomo-appAau9oR 1I s • 0.^eLE'Itiube DETNL NDifai OVE LOAD DEFLEDIIDN CHNFAN I8 VZ40. "U'laE'UPLJFT Coll To"uNB FOR 139 V DOtGINu, 1149. is P8F 10 DEAD IDM oAeiE ENo BU�TRPNOPiOiRIs_ S°rD PROM a.{ 9L��DO�oYFAWWv v DyFAHANO.D%D1p' "I FACN I- GRADE WRN tod 11 i7 FOR [7pp77 L' BMC 9PAOE e�)FOR [3)ZBMCL91 SPADE AT 3 l8' FJi , ZDN6 AND a' 00. 11MW ZONED. G16 I�FF.vieMiuN� BE A MINMUM OF DOR of T' VEFm P 16 el O BP O e k—o 1R4 O 7x] 1E99 W7 11'-iB D•� BUF 2n4 v u ER _e s.en c Rse o R PFlni SPWE AHo HEEL PIATEe, //////i/e�e WLE VERi1CAL LEHM n/ Ct rat T 1-1 9 ml um InpcTim FI imn iTim"pal e Maximun Total Load 80 PSF SPACING AT 24" O.C. -Fypic;al PLgg�y C:-' k ED IE�- t Eii MINIMUM GRADE OF LUMBER -Top Chord 2x4 SW F2 or better Boll Chord 2x4 SYP $2 or better Web, 2x4 SYP #3 or bettor RUM TO SEALED DEMON FOR DASHED PLATES SPACAExPIQOYBACH VERnCAL9 AT 4' CC MAX R NOT) VVITOLY WCHORDER SPLICE MUST BE 9fAGUERED 50 THAT ONE SPUCE ATTACH PURUNS To TOP OF FIAT TOP CHORD. IF PIGOYBACx W 9olRl LUMBFA 0 BOTTOM CHORD 19 DMRTED PURUNS M4Y BE APPl1ED B 7H 70P CHORD of SUPPdRRNo TRUSS. REM TO ENOINEEA'S SEALED DESIGN FOR REQUIRED PURUN SPACING. THIS DETAIL 19 APPLIGBLE FOR THE FULLUMNO WIND COROMONS: 1_fa0 MPH WIND, 30' MFAN HOT. ASCE 7.10 CLOSED BLDG. LOCATED ANYNHERE IN ROOF. 1 MI. FROM CUASr CAT I EAP 0. WIND TO 01> 5 PSF, WIND BC D4" PSF 14U WH WIND. 30' MEAN W. FOC�,O 10 BATD9ED BLDD. LOCATED ANYWHENE IN HOOF WINO To OL-a PSF, WINO BC UL"a PST. WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7'9" NO BRACING 1x4 i" BRACE. SAME GRADE; SPECIES AS WEB 7T TO 10' MEMBER, OR BETTER AND BOX LENGTH OF WEB MEMBER. ATTACH WITH Bd NAILS AT 4" 0/C. 20 "To BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' MEMBER, OR BETTER AND BOY. LENGTH OF WEB MEMBER, ATTACH WITH 16d NAILS AT 4" O/C. JOINT SPANS UP TO TYPE 30, 34' 36' 52' A 20 2.5x4 2.50 3x5 B 4x6 5x6 5x6 5x6 C 1.5x3 1.5x4 1.5x4 1.5x4. D 5x4 I 5x5 5x5 5x6 �C I"I I -c I laic I i�Dr -- IDIc *ATTACH PIGGYBACK WITH 0"xl3xl/2" COX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES 0'4'-0" O.C. MAX. W/ a e— e-1 T r--e S:—; Decllon bracing Is rml the responvbblly of Lrur designer, plate mamdoala:er nor !rase labdcolar, penlmv ereclIng baeses one malloned to seek pmloselarld ishi a eegondIng Coogan bmdlq wMeh Is alwode mgalmd to prerenl toppling Pierce Division °� domb airy daring snatlmg end velmanent bracing which may be requhd In P0 N. xiepe HIyivi , eoedl'n apppnaliom. S" Iscst—BI $1 MM shoot Cammenkay and Ma mon— rrt Ple:ee, FL J4W r LaOanr fw hmdfmg, 5idabby 3 Emv6q meld plate ewelechd road twarer ilPl). 32-0505 (77I)04-4150 Twelve m to be erecled and Intend M radelnd In o sMlghl oM pp mb pon1lon Fox:(772)318-0010 who no shsatry�q Is oppl'Nd dbmllp to the lap di ph, Nay shall be braced w spseilbd on the 1.1 duigm TNvee shag be hard s wM nammMe care during Colon to Fred damwe. C. C Maxlmun Loading 55paf at 1.33 Duratfan Factor 50psf at 1.25 Duration Factor 47psf at 1.15 Duration Factor SPACING AT 24" O.C. SCAB -BRACE -DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bradng at midpo nt (or T-Brace) is impractical. Scab must cover full length of web +/- THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS REQUIREQAT'113•POINTS OR PBRACE IS'SPECIFIED.- APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131'1 NAILS SPACED 6"'O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. ' ' �\ MAXIMUM WEB FORCE 25001bs LE MAXIMUM WEB LENGTH =12'-0" SCAB BRACE 2x4 MINIMUM WEB — SIZE -MINIMUM WEB GRADE OF#3 Nails � Section Detail ®Scat}Bmm Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nailing Pattern . L-Brace size Nail Size . Nall Spacing 1x4or6 10d 8•=o.c. 2x4, 6, or 8 16d 800.0. Note: Nall along entire length of L-Brace. (On Two -Ply s Nail to Both Plies): LN® Section DetaO L-Brace SPACING 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 B090 of web length.' ' L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or2x4 114 2x6 1 1x6 "* 2x8 —DIRECT SUBSTITUTION NOT APUCABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or2x4 2x4 «. 2x6 2x6 *� 2x8 2x8 —DIRECT SUBSTITUTION NOT APLICABLE. T-BRACE / I -BRACE DETAIL I Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to cram ert T-Brace / 1-Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size . Nail Spacing 1x4or1x6 10d 8'o.c. 2x4 or 2x6 or 2x8 16d 8' O.C. Note: Nail along entire lengthnf•T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) . . alternate position 144M-7 Section Detail T-Brace �.'=M�- web alternate position Nails web Nails kBrace Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 I 1 x4 (q T-Brace .1x4 (') I -Br. W 1x6 (7 T-Brace 2x6 I -Brace 2z8 12x8 T-Brace 2x8 I -Brace Nails Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing \� SPACING Web Size 1 2 241 or 2x4 2x4 T-Brace 2x41-Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace T-Brace / I -Brace must be same species and grade (or better) as web member. (q NOTE If SP webs are used in the truss, 1 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 truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Bracell-Brace For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/l Brace 1462-A - 3116 in r -a = I 15 14 13 12 11 10 — 3x5 = R 3z0 M786H511 3x4 = 4x6 = 3x4 = 3x4 = 4x8 = 3x4 = 3z10 M189H51 LOADING(psf) TCLL 20.0 TCDL 7.0 BOLL 0.0 BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/TPI2014 CSI. TC 0.96 BC 0.76 WB 0.59 Matrix-S DEFL In (loc) Well Ud Vert(U 0.22 12-13 >999 240 Vert(CT) -0.42 12-13 >999 180 Horz(CT) 0.13 9 We n/a PLATES MT20 M18SHS Weight 213lb GRIP 2441190 2441190 FT =10°/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 9-043-0 (min. 0-1-8) Max Hoal=159(LC 8) Max Upllft1=529(LC 8), 9=529(LC 9) Max Gmvl=1529(LC 1), 9=1529(LC 1) FORCES. (Ib) - Malt CcmpJMax Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-2=325811114, 2-3=3083I1077, 3-0=-2966/1095, 4-5=2377/865, 5-6=-2377/865, 6-7=2966/1095, 7-8=3083/1077, 8-9=3258/1114 BOT CHORD 1-15=1097/2934, 14.15=-814/2449, 13-14=814/2449, 12-13=450/1809, 11-12=-654/2449, 10-11=-65412449, 9-10=9382934 WEBS 5-12=3291774, 6-12=650/441, 6-10=215/564, 8-10=297297, 5-13=3291774, 4-13=-650/441, 4-15=215/564, 2-15=297297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (&second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.0pst h=151t; Cal 11; Exp C; End., GCpi=0.18; MWFRS (envelope); 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 nonconcumant 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 Qrib)1=529. 9=529. LOAD CASE(S) Standard GENg��T� i P 5 �_ ! 1 r 1t STA OF 7 3x6= 3X6_ 5.00 12 Sx5 = Dead Load Deg. -114 in I$ 300 MISSHS 11 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x10 M18SHS 11 1-041 &2-6 1 17-0-13 1 24-11.3 I 32-9-10 1 41-0-0 42.OA 1-f�F 8.2-6 7-10.8 7-11 7.10-6 6-2-6 -0- Plate Offsets (Y Y1— f1:0-04 Ednel 11:0-0-14 Edoel t5:0.3.12 0.2.81 f6:0-2-8 0-3-01 P:0312 0-2A1 111:0.6-14,Edae), 111:0-0-4,Edael LOADING(psf) SPACING- 2-D-0 CSI. DEFL. In Poe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.84 Vert(LL) 026 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.5114.16 >968 180 M18SHS 2441190 BCLL 0.0 Rep Stress Ina YES WB 0.52 HDrz(CT) 0.13 11 We n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix-s Weight 211 Ib FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 •Except• TOP CHORD Shuctural wood sheathing directly applied or 3-0-12 oc purilns. T2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bmdng. BOT CHORD 2x4 SP M 31 WEBS - 2x4 SP No.3 WEDGE Lett 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1.8), 11=0-&D (min. 0-1-8) Max Hom1=148(LC 8) Max Uplift1=517(LC 8), 11=517(LC 9) Men: Grav1=1529(LC 1), 11=1529(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 259 (Ib) or less except when shown. TOP CHORD 1.2=326711089, 2-3=-3088/1051. 3-4=3012/1069, 4-5=2368/826, 7-8=236B/827, 8-9=-3012/1069, 9-10=.308Bf1051, 10.11=3267/1090,5.6-2133/810, 6.7=2133/810 BOT CHORD 1-17=1065Y2945, 16-17=-764/2428, 15-16-764/2428, 14-15=427/1826, 13.14=-615/2428,12-13=-615/2428,11-12=917/2945 WEBS 6-14-296f729, 8-14=5901402, 8-12=232/585,10-12=-318/313, 6-15-2951729, 4-15�5901401, 4-17=-231/585, 2-117=-318/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. It; Exp C; Encl., GCPI=6.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates we MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 6) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (p=1b)1=517, 11=517. LOAD CASE(S) Standard -Job Inuss inass Type Ory Ply Oakland La" -Lot 60 1452-A A3 HIP 2 1 Jab Reference o donal aoulttem Truxs, Fl Pearce, YL, 34aS1 ,mn: o.c.u. —a, a,. ..—.. w.., ID:EaPDUhgCVVA016wSO7VTFdz75cK-nVTKkQi4eYIVwIOFEDJSPtXyRygl7vA0iCgxErny JA60 633 N35 1]-fi-0 24-SD 30-511 3S&t3 42-00 63J 52-1 641t ]-0-0 6-0.11 52-1 1 '3-3 5x7 = 6.00 Fff 5x5 = Dead Load Deb. = 3116 in I¢ 3x5 = 3x4 = Us = 3x4 = 3x8 = 46 = , 3x4 = 3x5 = as 42aa 1-60 943 17$0 24-e-0 32-7-13 4a 4k , 4-011 M F &1-13 I M &1-13 I &0.4DWO bL0 1-0-0 Plate Offsets (X,Y)- fl:0.3-10,0-2-81, f6:0-5-4,0-2-81, f12:D310,0-2-81 LOADING(psf) SPACING- 24-0 CSI. DEFL In Qoc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.93 Vert(LL) -0.20 16 >999 240 MT20 244/19D TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0A71&18 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.77 HDrz(CT) 0.13 12 n1a n1a BCDL 10.0 Code FBC2017fTP12014 Matrix-S Weight 2271b FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 , WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-11-8. Right 2x6 SP No.22-11-8 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 741-0 oc bracing. WEBS 1 Row at midpt 6-15 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 12-0-8-0 (min. 0-1.8) Max Horz1=133(LC 8) Max Uplifts=500(1_C 8), 12=500(LC 9) Max Gmvl=1529(LC 1). 12=1529(LC 1) FORCES. (Ib) - Max CompJMax. Tan. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=325611053, 2-3=3178/1065, 3-4=-30361951, 4-5=2937/960, 5-6=23551M. 6-7=21241755, 7-8=2356?77, 139=2937/960, 9-10=3036/951, 1D-11=317811066, 11-12=3256/1053 BOT CHORD 1-18=1033/2933, 17-18=-805/2618, 16-17=805/2618, 15.16=504/2124, 14-15=672J2618, 13-14=-672/2618, 12-13=90012933 WEBS 3-18=237/256, 5.18=711428, 5-16=6431385, 6.16=165/556, 7-15=1171557, 8-15=6431395, B-13=-721427, 10-13=237M6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf; h=1fit Cat II; Exp C; Encl., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wiMstanding 100 lb uplift at)oint(s) except (It=Ib)1=500. 12=500. LOAD CASE(S) Standard oW p OS `7 r ti JL STATE OF ZZ RIDP ONA� �ENGa\\\ 129 Job InIn I was I ype Piy Oaaand Lake -Lot 60 1452-A A4 jQry I HIP 2 1 Job Reference (optional) i 6.00 12 5x5 = 3x4 = 5x5 = Dead Load Deft. -114 in 3z5 = 1.5x4 II 3X = 3x4 = 3x8 = UG = 1.5z4 II V^ 3x5 = 3x4 = 1.n-n 0.Md 7-0-14 7-1-2 5-5-7 6-2-9 7-1-2- 7-0-14 Plate Offsets (X Y)- f1.D310 0-3-01. 17.0-2-8 0-2-71 r11.0310 D.3-01 LOADING(psf) SPACING. 240-0 CSI. DEFL. In Qoc) Udall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.79 Vert(LL) 0.24 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.44 17-18 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.26 Horz(CT) 0.19 11 n/a nla BCDL 10.0 Code FBC2017rrP12014 Matra- Weighb 230lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2'Except' T2:2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-8-4, Right 2x6 SP N0.2 3-84 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. WEBS 1 Row at midpt 3-17, 6-14, 9-14 REACTIONS. (size) 1=0-8-0 (min. 0-1-13), 11=0-6-0 (min. 0-1-13) Man: Horz 1=118(LC 9) Max Upiiftl=-480(1-C 8). 11=-480(LC 9) Mau Gmvl=1529(LC 1). 11=1529(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3275/966, 2-3=3149/983, 3-0=2591/846, 45=2506/869, 5-6=-2437/904, 6-7=2279W% 7-8=2505/867, 8-9=25911844, 940=3149/984, 10-11=32751967 BOT CHORD 1.18-933/2950, 17-18=93W950, 16.17=-61212291, 1516=-61212291,14-15=68712448, 13.14=835/2951, 12-13=83512951, 11-12=835/2951 WEBS 3-18=0/314, 3-17=706/420, 6-17=100/462, 5-15=107/396, 6-14=-435/137, 7-14=1321627, 9-14>707/422, 9-12=01311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2ps(; BCDL=5.Ops, h=15f; Cat. II; Exp C; End., GCpi=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconctment with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift etjoint(s) except (jt=lb)1=480, 11=480. LOAD CASE(S) Standard I OOD Truss Inuss lype 0axland Lake-Lotea 1452-A A5 HIP jury jPiy 2 1 Job Reference (optional) Southem Toss, FL M.. FL, 34551 can' esou vn 2i zwni m u ID:EePDUIWCVVA016wS07vTFdY15cK-Fhliym)iPstLYB7RnwrKy446)MwMcPgX wvnCy H87 7-0.1d t3.6-0 2i-0-0 268-0 34-tt-2 azOo M14 GS-2 7-fie 74'+0 N:2 7-0-ta 5x7 = 1.5x4 11 5x7 = Dead Load Deb. = 114 In N I$ US = 1.5x4 II 4x6 = 3xe = 3x4 = 1.50 II US = 3x4 = US = i 0 42-M 1 1360 214L0 2BS0 3L11.2 46ea 4KW 'I se-1414 I ssz i ras i 7EU 1 eaz 1 sa144 as M eJ-0 1-0 0 Plate Offsets (X,YF f1:0310,0-3-01, f4:D-S4,0-2-81. [8:0-5-0,0-2-8], [9:0310,O-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.96 Vert(LL) 029 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5213-15 >957 180 BCLL 0.0 Rep Stress Ina YES WS 0.56 Hoa(CT) 0.19 9 We n/a BCDL 10.0 Code FBC20177rP12014 Matri(-S Weight: 223 lb Fro 10% LUMBER - TOP CHORE) 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-4-13, Right 2x6 SP No.2 34-13 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. REACTIONS. (size) 1=0-&0 (min. 0-1-13), 9=D-8-0 (min.0-1-13) Max HOrz1=103(LC 9) Max UpliR1=-472(LC 5), 9=472(LC 4) Max Gmvl=1529(LC 1), 9=1529(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-3281/1030, 2-3=3164/1045, 3-4=2724/963, 4-5=2855/1104, 5-6=2855/1104, 6-7=2724/963, 7-8=3164/1046, 8-9�3281/1030 BOT CHORD 1-16=89712955, 15-16=8972955, 14-15=-7232461, IX14=7232461, 12.13=-7192461, 11-02=719/2461, 10-11=8942955, 9-10=894/2955 WEBS 3-16=0269, 3-15=563/351, 4-15=79/443, 4-13=226/644, 5-13=457/348, 6-13=226/644, 6-11=-79/443, 7-11=563/352, 7-10=0269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=S.Opsg h=15$ Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DGL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (V-1b)1=472, 9=472. LOAD CASE(S) Standard M. OC & STATE OF �i F OR12P%�� Job Inas I runs Type Fly Oapantl lake-Lct60 1452-A A6 HIP ILIty 2 1 Job Reference o tlonel 6aNhem Tress, FL Pie=, FL, 34951 nwr. a<ou n -- cu m rn,' o...� e.... ', ....,...�. �..............a .�..- .. _........� .-..-.-_ �._ . _ ID:EaPOUIwCWAO16W6O7vTFdY75cK-jta496KKW9 6 KedLeM2UHcN 511-xt h9W92Jey HB- a614 17-6-e iiVoo 24-2-0 30-6-0 35-11-2 42-0-0 G0.14 &&2 G-4-0 t,d-0 6-0-D 55-2 60.79 5x5 = 30 = 3x6 — 3x4 = 5x5 = e . a Dead Load Dell. - 6116 in 3x5 = 1.5x4 II 3x6 = 416 = 3x4 = Us = 3x8 = 1.5x4 I 3,5 = de 42- F_41_Q� 12114 I 11de 21-0-0 I 30.60 I 3511-2 F 448-0 6HI0 , -0-0dd�� 4&14 662 Bb9 98-D SS-2 4-&11 0+40 ' nen 14W Plate Offsets (XY)-11:0310.0-3-01 f1:0-1-14,Edge1 fll:0310030] I11:1-0-3.Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.31 15 >999 240 MT20 244/190 .. TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.5613-15 >B79 180 BCLL 0.0 Rep Stress Ina YES WB 1.00 Hor2(CT) 0.15 11 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight 218I11 FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 ' SLIDER Left 2x6 SP No.2 2-10-6. Right 2x6 SP No.2 2.10.5 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. REACTIONS. (size) 1=0-8-0 (min. 0-1-8),11=M-0 (min. 0-1-8) Max Herz 1=88(LC 10) Max Upiiftl=-497(LC 5), 11=-097(LC 4) Max Gmv1=1529(LC 1). 11=1529(LC 1) FORCES. (Ili - Max CompdMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=3301/1099, 2-3=3248/1113, 3-0=28BB/1051, 4-5=2638MOIO, 5-6=3280/1257, 6-7=3280/1257, 7-8=2638/1010, 9-9=288811051, 9-10=324811113, 10-11= 330111099 BOT CHORD 1-18=965/2974, 17-18=965/2974, 16-17=1117/3216, 15-16=1117/3216, 14-15>1115/3216, 13-14=1115/3216, 12-13=96112974, 11-12=-961/2974 WEBS 3-17=403/292, 4.17=-208l782, 6-17=840/361, 7-13=8401361, 8-13=2081782, 9.13=-403/292 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL-5.Opsf; h=15f ; 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 pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcu rent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of vdthstanding 100 lb uplift atjoint(s) except (jt=lb)1=497, 11=497. LOAD CASE(S) Standard •Job Ims's Type Oakland Lake - Lot 60 1452-A A7 ILmss HIP jUly 2 IPly 1 Job Reference (ootlona0 SOMM I WW. rL rie=. rL. D4 ]..mu.-wn_r-.-_1......_____I__._.__._....._.....___-. �. ...____.._....______ _ . ID:EaP0111WCWAO16wSO7VTFdz75cKita496WA97C9KadLe 4fLi c WMe oZh9W92Jey H6_ 541-14 9-6-0 17-2-9 24957 32d0 36-11.2 42-0.9 5-0.14 4.62 7-8-9 7� 13 74Y9 45$ 60.14 Dead Load DO. = 51161n 5x7 = 1.5x4 II 34 = 3x4 = 5x7 = 5.00 F12 4 5 6 7 7i 8 Sm =10OPM 0.0m 5x7= 17 16 15 14 73 12 5x7= 3x5 = 3x4 = 4x6 = 3x8 = 3x4 = Us = 3x4 = W = 1-40 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.38 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.64 14-15 >772 180 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight' 21216 FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc pudins. T2,T3: 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 6-5-11 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 7-15 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-3-8, Right 2x6 SP No.2 2-3-8 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 11=0-8-0 (min. 0-1-8) Max Horz1=73(LC 9) Max Uplifts �523(LC 5). 11=523(LC 4) Max Gmvl=1529(LC 1), 11=1529(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) orlass except when shown. TOP CHORD 1-2--3273/1204, 2�3=3219/1211, 34=304511137, 4-5==-389911574, 5-6=3899/1574, 6-7=389911574, 7-8=3900/1575, 8-9=3046/1136, 9-10=3219/1211, 10.11=3273/1204 BOT CHORD 1-17=10572940, 16-17=-93712793, 1516=937/2793, 14-15=1429/3900, 13-14=9342793, 12-13=-934/2793,11-12=1054/2940 WEBS 3-17=176264,4-17=14/368.4-15=55911341,S15=-434/329, 7-14=4741330, 8-14=560/1342, B-12=14/368. 9-12=176264 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15f ; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Provide mechanical conneclion (by others) of truss to bearing plate capable of withstanding 100lb uplift atloint(s) except at=lb)1=523, 11=523. LOAD CASE(S) Standard 7x8 O 3x6 = 3x5,= 5x5 = 5x6 = 3x8 = Sx6 = 5x5 = Dead Load Defl. = 7/16 in 5,5 = 5,5 = 11 7x8 a o.e — m 4 Iy 0 42 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ven(LL) 0.68 18 >819 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.9018-19 >522 180 BCLL 0.0 Rep Stress Ina YES WB 0.78 Horz(CT) 0.15 15 n/a We BCDL 10.0 Code FBC2017/rP12014 MatrixS Welght 226lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No2'Except TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. T2,T4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. SOT CHORD 2x4 SP No.2 JOINTS 1 Bras at Jt(s): 10 WEBS 2x4 SP No.3 REACTIONS. (size) 21=0-M (min. 0-1-13), 15=D-M (min. 0-1-13) Max Hoa21=81(LC 8) Max Uplifl2l=-626(LC 8), 15= 485(LC 4) Max Grav21=1554(LC 1), 15=1554(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-470/210, 2-3=277911103, 3-5=3806/1587, 5fi6 -4048/1672, 6-7= 4569/1841, 7-8=-4569/1841, 8-9=4024/1556, 9-10=3784H477, 10-12=3784/1477, 12-13=-2768/946, 13-14=-489/190, 3-4=261/119, 11-12=2951140, 9-11=290/126 SOT CHORD 1-21=235/489, 20-21=-316/489, 19-20=-1010/2522, 18-19=1597/4048, 17-18=1481/4024, 16.17=8172509,15-16=217/512, 14.15>217/512 WEBS 2-21=1397/689, 2-20=687/2036, 3-19=67611700, 6-19=-6131364, 6-18=219/577, 7-18=377285, 8-18=315/704, 8-17=6371393, 12-17=741/1755, 13-16=645/2001, 13-15=14011543 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF h=15ft Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); 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 bad noncotim ent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atloint(s) except Qt=1b) 21=626, 15=485. 6) Graphical purlin representation does not depict the size or the orientation of the pudin along the top end/or bottom chord. LOAD CASE(S) Standard \\\\lll l///// \GENS�� / P 5 t1 STA OF 7 i O v` .P I)`IL-I� Az HIP 5.00 F12 5x7 = 1.Sx4 II 3 22 23 4 24, 25 Us = 4x6 = 1.5x4 II 3x4 = Sx7 = 265 27 6 28 7 29 30 " 318 32 33 9 Dead Load Deff. - 3181n i WINSPIr 'A Wwoo-10A INA, 21 20, 34 35 19 1e 36 37 3817 39 40 41 7642 43 15 14 44 45 46 13 123x5= 3x5 = Sx5 — 3xB M185H5= 1.5x4 II axe = 3x5 — 5x5 — 3x8= 5x6 WB= 1+ 42o LOADING(psf) SPACING- 2-0-0 CSI. DEFL In Coo) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ver(LL) 0.60 16-17 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 I Ver(CT) -0.8316-17 >568 180 M18SHS 2441190 BCLL 0.0 Rep Stress Ina NO WB 0.80 Horz(CT) 0.12 12 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-S yyelght 4321b FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 8-2-0 or: bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 21=041-0 (min. 0-"), 12=1F8-0 (min. 0-1-8) Max Horz21=57(LC 8) Max Uplifl21=1298(LC 5). 12=1298(LC 4) Max Gmv21=2852(LC 1), 12--2852(LC 1) FORCES. (Ib) - Max. CompJIVI . Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-7641353, 2-3=5434/2601, 3.22=7744/3791, 22-23=-7743f3791, 4-23=774313791, 4-24=7743/3791, 24-25=7743/3791, 25-26=7743/3791, 5-26=774313791, 5.27=-909714437, 6-27-9097/4437, 6-28=9097/4437, 7-28=9097/4437, 7.29=9097/4437, 29-30=-9097/4437, 30-31=9097/4437, 8-31=9097/4437, 8-32=7764/3797, 3233=-775513797, 933=7755/3797, 9-10=543212600, 10-11=767/359 BOT CHORD 1-21=368f766, 20-21=-4261766, 2034--2311/4943, 34-35=2311/4943, 10.35=231114943, 19-36=-4335/9118, 1&36=-0335/9118, 18-37=4335/9118, 37-38=-033519118,1738=4335/9118, 17-39- 4335/9118, 39-40--4335/9118, 40-41=433519118, 16-01=-4335/9118,16-02=-368"54, 42-43=36827T754, 15-03�3682f7754, 15-04=3682f7754, 14-04--36827754, 14-05=2307/4941, 45-06=230714941, 13-46=2307/4941, 12-13=,374f770, 11-12=374/770 WEBS 2-21=2569/1274, 2-20=199014224, 3-19=157813274, 4-19=5721500, 519=1615/767, 5-17=0/430, 7-16=553/491, &16=745/1578, 8-14=1388/886, 9.14=1587/3289, 10-13=1987/4219, 10.12=2567/1273 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131°x3°) nalls as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-7-0 oc, Except member 20-2 2x4 -1 row at 0-9-0 oc, member 20-3 2x4 -1 row at 0-9-0 oc, \\`11 I I I +I//// member 19-3 2x4 -1 row at 0-9-0 oc, member 4.19 2x4 -1 now at 0-9-0 oc, member 19-5 2x4- I row at 0-9-0 oc, member 5-17 2x4- 1 row at G-9-0 oc, member 16-5 2x4 -1 row at 0-9-0 oc, member 7-16 2x4 -1 row, at 0-9-0 oc, member 16-8 2x4 -1 row at 0-9-0 oc, member 8-14.\0 n\ (\fl- 8� 2x4-1 row at 0-9-0 oc, member 14-92x4-1 now at 0-9-0 oc, member 13.92x4-1 row at 0-9-0 oc, member 13-102x4-1 row at 0-9-0 2) All loads are considered equally applied to an plies, except If noted as front (F) or back IS) face in the LOAD CASES) section. Ply to p(z, q �\CE/V& connections have been pmvided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ABCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.OpsF h=1fife, Cat II; Fxp C; End., GPSTIAI)', 11 MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding.t &l%& KT210 plates unless otherwise indicated. -O 1 -p t S/ �0) .c f)-IG-IF- �NAI A o rlls6 iruss lype Fly Oakland Lake -LW 60 1452-A me HIP 1 2 Job Reference (optional) auuu,em cuss , mw d.LJY B UM [1 Zulu vn= a.ZJU a u=21 Lulu MI I eK IOdas m IBG Wed Nov 1412:4227 NOTES- 201a Pe B 2 ID:EaPOUIwCWA016wSO7VTFdz?5cK-dqb?TngEOVeeyLOaUQVf/n_LNiHPc2G477FRQy.PH7w 7) This truss has been designed for a 10.0 psf botom chord five load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) except Qt=1b) 21=1298. 12-1298. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)176 lb down and 238 to up at 7-6A, 94 lb down and 139 lb up at 9-6-12. 94 lb down and 139 ilb up at 11-6-12, 94 lb down and 139 to up at 13-13-12, 94 lb down and 139 lb up at 15-6-12. 94 lb down and 139 lb up at 17-fr12, 94 Ib down and 139 lb up at 19-6-12, 94 lb down and 139 lb up at 21-0-0, 94 lb down and 139 lb up at 22-54, 94 lb down and 139 lb up at 24-54, 94 lb down and 139 lb up at 26-54, 94 to down and 139 lb up at 28-5-4, 94 to down and 139 lb up at 30-5-1, and 94 lb down and 139 lb up at 32-5-4, and 176 lb down and 238111 up at 34-6-0 on top chord, and 252 lb down and 123 lb up at 7-&0, 70 lb down at 9-6.12, 70 Ib down at 11-6-12, 70 lb down at 13-6-12, 70 to down at 15-6-12, 70 lb down at 17-6-12, 70 lb down at 19-6-12, 70 lb down at 21-041, 70 lb down at 22-5 -4, 70 lb down at 24-5-4, 70 lb down at 26-5-4, 70 lb down at 2&5-4, 70 to down at 30-54, and 70 lb down at 32.54, and 252lb down and 123 lb up at 34-5-4 on bottom chord. The deslgntselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1.9m-54, 3-9=54, 9-11-54, 1-11=20 Concentrated Loads (1b) Vert 3=129(B) 6=94(B) 9=129(B) 20=252(B)13=252(B) 22=94(B) 23=94(13) 24=94(B) 25=94(B) 26=94(B) 27=94(B) 28=94(B) 29=94(B) 30=94(B) 31=94(B) 32=94(B) 33=94(B) 34=47(B) 35=47(B) 36=47(B) 37=47(B) 38=47(B) 39=47(B) 40=47(B) 41=47(B) 42- 47(B) 43=47(B) 44= 47(B) 45= 47(B) 46=47(B) 84 �P 05 I/) 1�.ti'' _^n % A. p STA OF 7 zz /'�'iisONAIN EG\`\�� Dead Load Deft. =118 in 4x4 = 3 Id LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-9 >966 180 BCLL 0.0 Rep Stress [nor YES WB 0.17 Horz(CT) 0.04 6 n/a nla BCDL 10.0 Code FBC20177fP12014 MatrixS Weight 96 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 44-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 841-5 oc bracing. WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2 SLIDER Right 2x6 SP No.22-9-10 REACTIONS. ,(size) 6=0-B-0 (min. 0-1-8),1=0-8-0 (min. 0-1-8) Max Ho¢ 1=81(LC 9) Max Upiinfi=-252(LC 9), 1=-258(LC 8) Max Grav6=740(LC 1), 1=740(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 1-2=1381/484, 23=1206/440, 3-4=1121/405, 4.5=1215/442, 5-6=-1274/428 BOT CHORD 1-9=45711224, 8-9=204/837, 75=204/837, 6-7=319/1093 WEBS 2-9=-290/272, 3-9=182/449, 3-7=139/329 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0pst h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss haslbeen designed for a 10.0 psf bottom chord live load nonconcunent with any other live leads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 6=252, 1=258. LOAD CASE(S) Standard M. `ICEAjs�`T�i PE.7Q051/ ? �' STAfro�F r� I 6-2-7 104D 10-& •.. _ iSi-7 20-4-0 6-2-7 3-9A 08-0 0.6-a 3-a-7 52-9 3x4 = 5x5 = 3z4 = C 1.0-0 7-11-13 P 13-4-2 20-4-0 r�11_13 Shy 6-11-14 Dead Load per. - V8 in Plate Offsets ky)_ f 1 0-001 3 21 (1 0 1 14 0-0.21 f3.0-2A 0.2 111 (4.0.2-8 0.3-01 (50-2.0 0-2-111 [8.04-4 0.0.51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vart(LL) -0.12 1-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-11 >950 180 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/fP12014 .Matrix-S Weight 95lb Ff=10% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2 SLIDER Right 2x6 SP No.22.9-10 REACTIONS. (size) 8=0-8-0 (min. 0-1A), 1=0-8-0 (min. 0-1-8) Max Hom 1=-76(LC 9) Max UpIUt 247(1-C 9), 1=253(LC 8) Max Grav8=740(LC 1), 1=740(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc puriins. BOT CHORD Rigid ceiling directly applied or 8-10-12 no bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=1373/468, 2-3=1204/424, 5-6=1120/391, 6-7=1211/427, 7-8=1268/413, 31=1066/416, 4-6=995/389 BOT CHORD 1-11=-436/1215, 10.11=192/839, 9-10=192/839, 8-9=305/1088 WEBS 2-11=-268/258,4-11=172/436,4-9=131/317 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.OpsF, h=15R, 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) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 8=247, 1=263. LOAD CASE(S)i Standard i P 5 f I STA OF -5�OT..c S/�NA� 1ENG\\\\\\ JJob Truss was I ype UNYy Oaklantl Lake -Lot 60 1452-A B3 HIP 1 7 Job Reference (optional) soumem true, FL Pierce, rL., aasm RID:EePOUIwCWAO16wSO7vTFdz75cK-0rOzCpo - - T7idVG6SbeBxkBLK9Nn¢_BEJOJnlpzsy H7v 8-0-0 13-4-0 20-0-0 8.0-0 5-4-0 7-40 LOADING(pso SPACING- 2-0-0 TCLL 20.0 Plate Gdp DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 "Except' T3: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right 2x4 SP No.3 4x4 = 5x7 = Dead Load Defl. =1/8 in Us 11 CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.95 Vert(LL) -0.13 1-7 >999 240 MT20 244/190 BC 0.80 Vert(CT) -0.28 1.7 >852 180 WB 0.10 Hom(CT) 0.04 4 We n/a Matrix-S Weight 91 lb FT =10% BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1U-D-0 oc bracing. REACTIONS. .(size) 4=0-&D (min. D-1-8), 1=D-B-0 (min. 0-1-8) Max Harz 1=61(LC 8) Max Uplift4=228(LC 9). 1=235(LC 8) Max Gmv4=740(LC 1), 1=740(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1294/395, 2-3=-1118/408, 3-0=1228/3B0 BOT CHORD 1-7=290/1112, 6-7=-270F1061, 5-0=270/1061, 4-5=273/1056 WEBS 2-7=0/262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat II; Exp C; Encl., GCpl=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss haslbeen designed for a 10.0 psf bottom chord live load nonooncument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except at —lb) 4=228, 1=235. LOAD CASE(S) Standard A Id N-134 El � 7 STA OF / SOT S0NAI let' o Truss Nss type y Oakland Lake -Lot 60 4452-A a4G HIP 1 1 Jab Reference (optional) SouNem Truss, FL Pierce, FL.34951 ID:EaPOUlwCWA016wSO7vTFdz?ScK-4ruzCpoT7idVG65beBxkBL --..--08BoOJn�zsy.�H7v 6-0-0 105-0 154-0 21-4-0 6-D-0 07 = s one 12 1X4 II 13 4 14 15 4x7 = Dead Load Deli. =1/16 in Us = 1X4 II 3x4 = 1X4 II 515 3xe = LOADING SPACING- 24)-0 C91. DEFL in Doc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.15 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.21 9-11 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.26 Hoa(CT) 0.07 7 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 1031b FT o 10% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2.15 oc pudins. BOT CHORD 2z4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No-2 2-10-12. Right 2x6 SP No.2 2-10-12 REACTIONS. (size) 1=0.8-0 (min. 0.1-8), 7=0-8-0 (min. 0-1-8) Max Ho¢1=46(LC 9) Max Uplift1=-541(LC 8), 7=541(LC 9) Max Gmv1=1109(LC 1), 7=1109(LC 1) FORCES. 0b) - Max. CompJMax Ten. -All forces 250 0b) or less except when shown. TOP CHORD 1-2--2284/1147, 2-3=2213/1160, 3-12=2601/1401, 12-13=2600/1400, 4-13=2600/1400, 4-14=-2600M,100, 14-15=2600I1400, 5-15=2601(1401, 6-6=2213/1160, 6-7=2284/1147 BOT CHORD 1-11=10042041,11.16=-1005/2055, 10-16=1005/2055, 9-10=10052055, 9-17=1004/2055,17-18=10042055, 8-18=1004/2055, 7-8=10032041 WEBS 3-11=28/342, 3-9=347/683, 4-9=453/404, 5-9=347/683, 5-6=29/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psF, BCDL=5.Opst h=15R Cat II; Exp C; End., GCPi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.6D 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except OWb)1=541, 7=641. 6) Hanger(s) or other connection devlods) shall be provided sufficient to support concentrated load(s)121 Ile down and 169 Ib up at 6-0-0, 57 Ib down and 107 Ile up at 8-0-12, 57 lb down and 107 lb up at 10-0-12, 57 to down and 107 lb up at 11-34, and 57 Ile down and 107 to up at 13-3-4, and 121 lb down and 169 lb up at 154-0 on top chord, and 1061b down and 10016 up at 6-0-0, 41 lb down at 8-0-12, 41 It, down at 10-0-12, 41 Ib down at 11-3-4, and 41 Ile down at 13-3-4, and 106 lb down and 100lb up at 15-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard \ 1) Dead +Roof s Live (balanced): Lumber Increase=125, Plate Increase=1.25 \��\ \A\J M a Vert 1-3=54, 3-5=54, 5-7=54, 1-7=20 \��. \CENS��`�� Concentrated Loads (lb) _ Vert 3 74(B) 5=74(B)10=27(B)11=106(B) 8=106(B)12-55(B)13=55(B)14=55(B) 15=55(B) 16=27(B) 17=18�-27= i P O$ / l J\. �-O STA OF pp��,c 1l-IG-I� iry�� 44 = .Dead Load Deb. = 31161n Ib LOADING(psf) SPACING- 2i CS'. DEFL in (IOC) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL .25 TC 0.72 Vert(LL) -0.17 1-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) .0.35 1-6 >558 180 BCLL 0.0 Rep Stress Ina YES WB 0.16 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix-S Weight: 67 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 no pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 'Except* BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. W3: 2x6 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 5=0-8-0 (min. 0-1.8), 1=D-BA (min. 0-1-8) Max H0 rz1=86(LC B) Marc Upl8t5=-206(LC 9), 1=-213(LC 8) Max Gmv5=608(LC 1),1=608(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1054/388, 23=814/280, 3-0=-866/254, 4-5=530/246 BOT CHORD 1-7=377/928, 6-7=377/928, 6-6=1711717 WEBS 2-6=3031248, 3-6=-45/409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vesd=124mph; TCDL=4.2pst BCDL=S.DpA h=15ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (envelope% Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss hasbeen designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) Provide mochardad connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except QI=Ib) 5=206, 1=213. LOAD CASE(S) Standard Dead Load D.H. - 31161n 3x4 = tx4 II 3 4 5 3x4 = 1-0-0 9-0.0 17-0-0 1N kH 7-6-r1 8 0-0 Plate Offsets, C/Y)--f1•D-0-013-21 f1.0-1-140-0-21 13:0-2-00-2-111 f5:0-2-00-2-111 f6.0-0-40-2-01 LOADING(psQ SPACING- 24)-0 CSI. bEFL in Ooc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 1-8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 i BC 0.72 Vert(CT) .0.36 1-B >541 180 BCLL 0.0 Rep Stress Ina YES WB 0.15 Horz(CT) 0.02 7 n/a me BCDL 10.0 Code FBC2017RPI2014 Matrix-S Weight 6711a FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' BOT CHORD W3: 2x6 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 7=0-&0 (min. 0-1-8), 1=0-B-0 (min. 0-1-8) Max Horz 1=78(LC 8) Max Uplitt7=197(LC 9), 1=205(1-C 8) Max Gmv7=608(LC 1), 1=608(LC 1) FORCES. Ob) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1041/362, 2-3=828/264, 5-6=889242, 6-7=-526/235, 3-0=7441273, 4-5=744/273 BOT CHORD 1-9=346/914, 8-9--346/914, 7.8=164f744 WEBS 2-8=-281219, 4-8 =28/398 Structural Wood sheathing directly applied or 6.0-2 oc puriins, except end verticals. Rigid calling directly applied or 9-1 D-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=4.2W, BCDL=5.Opsh h=15f ; CaL II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other Ilve loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) except (It -lb) 7=197, 1=205. LOAD CASE(5) Standard M- f t �ro 1t STA .OF Z' 4x7 = 12 13 44 = Dead Load Den. = Us in LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (too) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 B-10 >892 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.31 8-10 >602 180 BCLL 0.0 Rep Stress Ina NO WB 0.11 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 721b FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puriins. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 11=0.8.0 (min. 0-1-8), 7=0-8-0 (min. 0-1.8) Max Horz 11=46(LC 8) Max Upliftl1=462(LC 8), 7=-462(LC 9) Max Gmv11=928(LC 1), 7=928(LC 1) FORCES. (lb) -,Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD it-2=1198/606, 2.3=1356f721, 3-12=1192/683, 12-13=11921683, 4-13=11921683, 4-5=1356f720, 5-6=11981606 BOT CHORD 1-11=59211184, 10-11=606111B4, 9-1D=-60411192, 9-14=6D4/1192, 8-14=-6D4/1192, 7-8=-592/1184, 6-7=592/1184 WEBS 2-11=463/318, 3-10=01285, 4.8=0/284, 5-7=463/318 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; VulM 60mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Dpsf; h=15ft; Cat. 8; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.B0 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunant 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=lb)11=462, 7=462. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)121 lb down and 169 to up at 6-0-0, 55 lb down and 107 lb up at 8-0-12, and 55lb down and 107 lb up at 9.11.4, and 121 lb down and 169 lb up at 12-0-0 on top chord, and 106 lb down and 100 lb up at 6-0-0, 41 lb down at 8-0-12, and 41 to down at 9-114, and 106lb down and 100 Ib up at 11-114 on bottom Chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S)I Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=-54, 34=54, 4-6=5411-6=20 Concentrated! Loads (lb) Vert 3=74(F) 4=74(F) 9=27(F) 10=106(F) 8=106(F)12=55(F)13=55(F)14-27(F) P OS \ r 1 1 I �rt.n I b 1` STA E OF 7 C) a r)-J&-($ i ¢� S'ONA� �Et' a 5611 LOADING(psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2017rrP12014 CSI. TO 0.38 BC 0.35 WB 0.06 Matdx-P DEFL in Ven(LL) -0.07 Vert(CT) -0.09 Horz(CT) -0.02 (Ioc) Vdefi L/d 6-7 >999 240 6-7 >834 180 4 We We PLATES GRIP MT20 2441190 Weight 30 lb FT = 10% LUMBER- TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP NO2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-11-5 (min. 0-1-8) Max Horz7=123(LC 4) Max UpliR4=59(1-C 4), 5=57(LC 4), 7=166(LC 20) Max Gmv4=95(LC 17), 5=108(LC 1), 7=254(LC 1) FORCES. (Ib) - Max. CompJMax, Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=1A Cat It Exp C; Enck G54M 8; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hasibeen designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift atjoint(s) 4, 5 except at --lb) 7=166. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110lb up at 2-11-0, 30 lb down and 11101b up at 2-11.0, and 261b down and 52 lb up at 5-8-15, and 26lb down and 52lb up at 5-8-15 on top chord, and 71 lb up at 2.11-0, 71 lb up at 2-11-0, and 5lb down and 2lb up at 5.8.15, and 5lb down and 2lb up at 5-8-15 an bottom chord. The design/selection of such connection device(s) is the responsibility of others, 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) iStandard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Uniform Loads (pit) Vert 1-4=-54, 1-5=20 Concentrated Loads Ila) Vert B-72(F=38,B=36)10=94(F=47,B=47) \tM. B� // r 1 STA OF r 0�� OR 10 P'\��\�� o russ NssType y Oakland ake - Lot 60 1452-A CJ7 JACK 2 1 Job Reference o Lionel SouNem Truss, K. Platte, YL, :14901 LOADING(psf) SPACING- 2.0-0 CSI. DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.04 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Hom(CT) -0.03 4 n/a We BCDL 10.0 Code FBC2017rTP12014 Matrix-S Weight 41 lb FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1"-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 8=0.11-5 (min. 0-1-8) Max HoR6=153(LC 4) Max Upllft4=94(LC 4), 5=104(LC 4), 8=-186(LC 4) Max Grav4=111(LC 1), 5=234(LC 1). 8=481(1-C 1) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=381/115, 2-9=-443/159, 3-9=394/169 BOT CHORD 1-8=1081383, 8.11=-249/383, 7-11=249/383, 7-02=249/383, 6-12=249/363 WEBS 2-8=-303/190, 3-6=-431/281 NOTES- 1) Wind: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer 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 at joint(s) 4 except (jt=1b) 5=104, 8=186. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentratedload(s) 23 lb down and 38 lb up at 5-0-7. 23 lb down and 38 lb up at 5-0-7, and 51 lb down and 93 lb up at 7-10-6, and 51 to down and 93 lb up at 7-10-6 on top chord, and 4 Ib up at 5-0-7, 4 lb up at 5-0-7, and 21 lb dawn at 7-10-6, and 21 lb down at 7-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S)i,Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Invease=1.25 Uniform Load's (plf) Vert: 1-4=54, 1-5=20 Concentrated Loads (lb) Vert: 10=-39(F=19, 13=19)12=24(F=12,.B=12) 0 Job Truss rum fype y Oaldand Lake-Lot60 1452-A J1 JACK 4 1 Jab Reference (Optional) SWUM I MSG. YL Pierce, tL., 8 Ub1 nun: a.LJU S vaLl euln rnnc LL2JU S Um Li OUIU MI J ex lnoumnm, lnc, vvea Nov 191zRt:]l [ule .1 10:EePOWrH7sLH.0_B 1-6-0 1-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In floc) I/deft. Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vart(LL) 0.00 1 n/r 120 TCDL 7.0 Lumber DOL 1.25 SC 0.02 Vert(CT) -0.00 1 rdr 120 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 We We BCDL 10.0 Code FBC20171TP12014 Matrx-p LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. !(size) 2=Mechanical, 3=0-8-0 (min. 0-1-8) Max Horz2=124(1-C 1), 3>124(LC 1) Max Upl'If12=54(1-C 8) Max Gmv2=95(LC 1), 3=29(LC 3) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight 5lb FT=10% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bradng. NOTES- 1) Wind: ASCE 7i 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=1 Sit Cat. II; Exp C; Encl., GCpi=D.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hasbeen designed for a 10.0 psi 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 lb uplift atjoint(s) 2. 5) Non Standard bearing condition. Review required. LOAD CASE(5) Standard LIGEIJS��'\'r�� P 5 1 lob Truss i suss Type y.. Oakland Lake - Lot 69 1452-A J2 JACK 8 i Job Reference (ppt'pna0 Swfi,.. TNss, FL Pierce, FL, 34951 Run: 6.230 s Cd 212018 Pd m e.230 s Oct 212U19 MI I ek Indusbift Ine. We Nov 412.42,31 2018 Per 1 ID:EaPOUIW CWA016 W SO7VTFdz?5cK-U036grgLld?47ZBApJVRprysO_A7LhFs?15TaBy9H7 1-4-0 1-0-0 WO l)-&0 1 LOADING(psQ SPACING- 2-0-0 CSI. DEFL, in (loc) I/deb Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.07 Ven(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Hom(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 7lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2z4 SP No2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (sae) 3=Mechanical, 4--Mechanical, 5=0-8-0 (min. 0-1-8) Max Hom5113(LC 8) Max Uplift3=34(LC 1), 4=-43(LC 1), 5=66(LC 8) Max Gmv4=5(LC 8), 5=223(LC 1) FORCES. Qb) - Max Comp.IMax. Ten. - All forces 250 (lb) or lass except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 , 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 3) Refer to girders) for truss to buss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of wfthstanding 100 lb uplift at joint(s) 3, 4, S. LOAD CASE(S)Ztandard \\PN `M- e< //��i / 4\CE/us� \'� i P 05 �1 Y/� t 1 STA EE OF ice= o ruse truss ype y Oaklard Lake - Lot 60 1452-A J3 JACK 4 1 Job Reference (optional) soumem I mss, M neree, tl, :14a>l IVRLe.2aab Iaznzmernvco.nwc,rnn <oiomneemousme BAp VRpzyvv_BBLbar auro ra ai ID:FaPOUIwCWAO16w507vTFdz75cK-U036gryLId747ZBApJVRpzysE_BBLb9s?I5TeBy H7s Plate Offsets ()(,Y)— 12:0-0.12,0.1-121. I2:0.1.11,1.2.81,15:0-0-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In goo) gdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(-L) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight 12 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-B-0 (min. 0-1-6) Max Horz5=72(LC 8) Max UpIM3=-48(LC 8), 5=62(LC 8) Max Grav3=38(LC 1), 4=28(LC 3), 5=208(LC 1) FORCES. (lb) - Max Comp./Max Ten. -AII forces 250 (Ih) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=1SN Cat II; Exp C; Encl., GCpl=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 nonmricurrent 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 100lb uplift atjoint(s) 3, 5. LOAD CASE(S) Standard M. g/�F�q/'/ i P STA OF OR 11 ;_ r ='� y �OT� q fI-IL-I� ilV�� PCs< �I o "es mss ype y OaWand Lake -Lot 60 1452-A J4 JACK e i Job Reference o donel _ oaumem , mss, I.D:E.POUI_._.__._......._.______._.__._....._.....____.__... ID:EaPOUIw4-D-0 wSO7vTFdz75cK•UO36grgLId7472BApJVRprys6_A6Lb4s715TaBy H7s 1-4-0 4-0-0 1 LOADING(psf) SPACING- 2-0-0 CSI. 13EFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 45 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-P Weight 13lb FT=10% LUMBER- BRACING - TOP CHORD 2z4 SP No2 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=1VIechanical, 5=0-0-0 (min. 0-1-8) Max Horz5=83(LC e) Max Upllft3=-59(LC 8), 5=66(LC 8) Max Grav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) 3, 5. LOAD CASE(S)i Standard Job Truss I mss I ype Qty oakland Lake-Lot6o 1452-A JS JACK 4 jlj1Y 1 Job Reference o 8onal __._.__._......._______. _. __._..... _.....___-.__ ..._ ..__.._. .. ._. _.____ _ ID:EaPOUIwCVVA016WS07vTFdz76CK-ycdU2Brz3w7>v)m N1 OgMBU770V_4227EPr06di H7r i 4 0 6-6-0 1.4-0 { 4-2-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in Qoc)/daft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ver L) -0.01 4.6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.05 Hoa(CT) -0.01 3 nla Na BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight 18 lb FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc pudlns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=113(LC 8) Max Uplift3=93(LC 8), 5-80(LC 8) Max Grav3=96(LC 1), 4=71(LC 3), 5=267(LC 1) FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonancument with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100lb uplift atjoint(s) 3, 5. LOAD CASE(S) Standard M. 1 1t STA OF / Job Imes mw ypeUW Fly OaNan Lake-Lot60 1452-A J58 MONO TRUSS 2 1 Job Reference (ootiona0 southe�Ft Pierre, FL, M951 Run. aPos wC 212ma Pnnt 7vT s Os1212a19 MTek 3w7) I Inc Wed NOV 1412.420? 2019 Page 1 ID:EaPOUIwCWA016w507vTFdz75cK-YedU2BrCiw7xljMMN10gMBU7pOVk4207EPN6dyJH i 1d-0 5-8-0 _ i 1-0-0 i 4-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight 18 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (sae) 3=Mechanical, 4=Mechanical, 5--04B-0 (min. D-1-8) Max HorzS=117(LC 8) Max Upli13=97(1-C 8), 5=81(LC 8) Max Gmv3=100(LC 1), 4=75(LC 3), 5=272(LC 1) FORCES. (Ib) - Max. CompJlvl . Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2ps(; BCDL=5.Opsh h=1510 Cat. II; Exp C; End., GCpl=0A8; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hasibeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 5. LOAD CASE(S) Standard � 1 STA (DF' '/ Z: �R W oTruss Inuss lype y OaMand LeXe - Lot 60 1452-A J6 JACK 10 1 Job Reference (optional) Southern Truss , Ft Pierce, FL., 34951 Plate Offsets (X,Y)- 12:0-0.12 0-1-121 I5:0-1-8 1-2-01 15:0-0-0 D-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in 00c) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.26 Vert(LL) -0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) -0.02 3 n/a Na BCDL 10.01 Code FBC20171TP12014 Matrix-P Weight 191b FT = 10% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2z4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2z4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-D (min. 0-1-8) Max Horz5=124(LC 8) Max Uplift3=104(LC 8), 5=85(LC 8) Max Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. (Ib) -.Max. Corrp./Max. Ten. -AII forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst; h=15ft; Cat 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (It -lb) 3=104. LOAD CASE(S) Standard Job Inlss Nss Type Qty Fly Oakland a - Lot 60 1452-A J7 JACK 15 t Job Reference o tlonal Soulhem Truss, FL Pierce, FL, 3 551 M nun: .':ID a. 11 Tula M Vu s V neuie.'en If1aY6u,Cl, mC rvwnur,»,a.»a.aa cu,o reyo, ID:EaPOUIWCWA016WS07vTFdZ75cK-ycdU20rY F41' MNIDgMBUxJORE41b7EPrOSdyJH7r DII 1-0-0 7-6-0 t-n.n I 6-s-0 Dead Load Defi. - the In Plate Offsets (XY)-12:0-D-120.1-12115:0-1-81-2-01 f5-D.0-00-1-121 LOADING(Psf) SPACING- 2-0-0 C51. DEFL In (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-5 >978 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.13 4.5 >569 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.05 3 n/a nla BCDL 10.0 Code FBC2017/fP12014 Matrix-P Weight 24 lb FF=10 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanlcal, 5=0-8-0 (min. 0-1-8) Max Horz5=155(LC 8) Meer UpIM3=136(LC 8). 5=101(LC 8) Meek Gmv3=148(LC 1), 4=11O(LC 3), 5=335(LC 1) FORCES. (lb) - Max. CompJMax Ten. - A0 forces 250 (Ib) or less except when shown. WEBS 2-5=2951272 BRACING - TOP CHORD Structural wood sheathing dlrectly applied or B-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD1-=5.0psf, h=151t; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl 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 lb uplift at joint(s) except (1-I1h) 3=136, 5=101. LOAD CASE(S) Standard Joe Truss I ruse I ype Qty PP.oakleMLake-Lotsm 1452-A- MV2 VALLEY 2 1 Job Reference o Oonal s nnR-2 2 3 2x4 I LOADING(psi) TCLL 20.0 TCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 CSI. TC D.D4 BC 0.03 DEFL Vert(LL) Vert(CT) In Doc) Na - Na - Ildes Na Na Ud 999 999 PLATES GRIP MT20 244/190 BCLL 0.0 Rep Stress Ina YES WE Elm Harz(CT) -0.00 2 We nfa BCDL 10.0 Code FBC2017/fP12014 Matrix-P Weight 5lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc puriins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 0o bracing. I REACTIONS. (sae) 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 Horz 1=26(LC 8) Max Uplift1=14(LC 8), 2=31(LC 8) i Max Gmvl=47(LC 1), 2=34(LC 1).3=25(LC 3) FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0W,, h=1511; Cat. 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 nonconcurent with any other live loads. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift atjoint(s) 1, 2. LOAD CASE(S) Standard PE 605 - i l sr/�U OF i = � 1 STA E OF / oRloP-�� p I I 2' 3 I 2z4 1.5z4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In goc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) nla— - Na 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n!a - nla 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 nla We BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 13lb FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc puriins, except BOT CHORD 2x4 SP No.3 and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0 (min. 0-1-8),3=4-0-0 (min. 0-1-8) Max Horzt=S4(LC 8) Max Uplift1=35(LC 8), 3=-62(LC 8) Max Gmv1=116(LC 1), 3=116(LC 1) FORCES. (lb) - Max. CompJMam Ten. - All forces 250 gb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15R; Cat II; Exp C; Encl., GCpF-0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This Was has, been designed for a 10.0 psf bottom chord live load nonwricurrem with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 1, 3. LOAD CASE(S)'Standard �1t STATE OF URIDP: Job ruse I nlss i ype UTY My OananCLexe-Lot6a 14M-A We VALLEY 2 1 I Job Reference (optional) wumem i mss, r� rierm. r�., .wno, ID:FaPOUIwCWA016w5O7vTFdz75cK-OpBsFW'bgEGoMtLYxkXwOl2cnlwpV59T3aae3y H7q 2 3 2r4 i 1.5x4 II I LOADING(psf) SPACING- 241-0 CSL DEFL in Qoc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a - We 999 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.56 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Suess Ina YES WB 0.00 Hmz(CT) 0.00 n/a rda BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight 20lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structure] wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2X4 SP No.3 end verticals. WEBS 2X4 SP No.3 BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. REACTIONS. (size) 1=6-0-0 (min. 0.1-8), 3=6-" (min. 0-") Max Hors 1=105(LC 8) Max UplifH=57(LC 8), 3=101(LC 8) Max Grav1=190(LC 1), 3=190(1-C 1) FORCES. Qb) - Max. CompJMax. Ten. - Ali forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151K Cat II; Exp C; Encl., 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 nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at --lb) 3=101. LOAD CASE(S) Standard r 51_ i PlEal it STAOFi-7 . `� ORID i I ENG \\\\ �a I