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HomeMy WebLinkAboutTRUSS PAPERWORKso N COP' T U COMPANIES Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772)464-4160 * Fax: (772)318-0015 Jab Number. J1800497 Customer. Ryan Homes Name: Oakland Lake Lot-63 Adtintss: 5283 Oakland Lake Circle City, 8T, LP: Fort Pierce, FL 34951 General Truss Engineering Criteria & Design Loads Building Code and Chapter FBC2017frP12014 Computer Program Used: MiTek Version: 8.23 Oct 2 Gravity: G2vhy. SCANNEU 37.0 psf ROOF TOTAL LOAD N/A BY Wind Building Authority: St. Lucie County 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County �PN M. 84F i��� e • No 7, 05" STATE`pFa No. Date Twss ID# 1 11/14/18 At 2 11/14118 A2 3 11114118 A3 4 11/14/18 A4 5 11114118 A5 6 11114/18 1 A6 7 11/14118, A7 8 11114/18 As 9 11/14/18 A8G 10. W14118 B1 11 11114/18 B2 12 11/14/18 B3 13 11/14118 B4G 14 11/14/18 C1 15 11114/18 C2 16 11/14/18 C3G 17 11114/18 Us 18 111141181 CJ7 19 11/14/18 A 20 11/14/18 J2 21 11/14/18 J3 22 11114/18 J4 23 11/14/18 JS 24 11/14/16 J6 25 11/14/18 J7 26 11/14118 J58 27 11/14/18 MV2 This cover sheet is provided as per Florida Statute 61 G15-31.003 In lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentificadon 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 No. Date Truss ID# 28 MUM MV4 29 11114/18 MV6 s Page 1 of 1 TYPICAL DETAIL @ CORNER. - HIP ~ NOTE: NDS=Na ional Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. OA UP TO 265p = 2-16d NAILS REO'D. 132.5# per Nail (D.O.LFactor=1.00) rids toe nails only have 0.83 of _ 0 UP TO 394# = 3-16d NAILS REQ-D. lateral Resistance Value. 12 s0 7a� --IAA l- HIP GIRDER 12 OVER 9-9-5 CORNER JACK GIRDER s0 Typical jack 45' attachment 2-15d nail TYPICAL CORNER LAYOUT a use 3-16( toe nail & 2-16d 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 — — — — —— — 2-16d nails — —— —— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails — — — —— HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — - 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — SOUTHERN MINIMUM GRADE OF LUMBER OL INCR_ o0x LOADING (PSG S T.C. 2x4 SYP J2 L 0 F13C2017 B.C. 2s4 SYP f2 TOP 20 WEBS 2x4 SYP Na.3 BOTNM 00 10 SPACING 24' D.C. Fort Pierce Division TRUSS 2590 N. Kings Highway, Fort Pierce, FL 34951 COMPANIES (800)232-0509 (772)464-4160 Ids://news Uihmne�m Fax:(772)318-0016 Brian M�_ Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4150 TYPICAL DETAIL @ CORNER - HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 132.5# per Nail (D.O.LFactor=1.25) UP TO 265 = 2-1sd NAILS REq'D. nds toe nails only have 0.83 of © UP TO 394# = 3-16d NAILS REQ'D. lateral Resistance Value 12 1.5 &� OVER HIP GIRDER CORNER JACK GIRDER III III 0111 0111 0% 01 i ice` _� /' V C✓`s use 2-16d H5 (HIP GIRDER) `. `\ toe nail ® \ `.� 0 G ` Tc & BC. i. \ \ t Typical jack 45' -------}- ' . attachment use 3-16d toe nail 0 TC`� TYPICAL CORNER LAYOUT & 2-16d 5_0_Bc Typical Hip -jock' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1-J3 TO HIP JACK GIRDER ' TC - - - - - -- 2-16dnails ----- BC - - - - - -- 2-16dnails ---- J5 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - -- 2-16dnails - - - -- TC j - - -- - -- 3-16d nails - - - - - BC - - - - - -- 2-16dnails - - - - - HIP JACK GIRDER (CJ5) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - - 12-1 Ed nails - - - - IIMUM GRADE OF LUIN T.C. 2x4 SYP2 B.C. - 2x4 SYP 2 wM5 2x4 SYP Na.3 LOADING (PSF) L 0 TOP. 20 BOTTOM 0o 10 SPACING 24' O.C. SOUTHERN TRUSS Fort Pierce Division 2590 N. Kings Hi hway, COMPANIES (6DD)23-0509'( 72)4 4'4160 ht4x//w .ouBhemtru.m Fox:(772)31 B-DO16 Brian M. Bleakly Struct Eng #75051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 Hangers Face Mount Hanger Charts M iTe k* JomtSias _ StockNa 'Act: Na - Steel Gauge -- Donensimis m) Fas7eiorSaeduleu - - - DF15P Allowable leads Ms-)x a :: u W - T. -Pet. . Ileadw-. ; Joist _ _ . W H .=: ' -0 -. - A"` MIN , Mai' �' .[ :' .Nail . . -. `.. fNail Rem 'Foot �,.Cotle k 100% 71M Yfi0% JL24 W24 20 1-9116 3 1-1/2 15116 - 4 tad 2 1 10dx 1-1/2 470 54D 1 580. 1 5, P5, F2 4 16d 2 { 10d x 1-12 55D 1 64D { 695 320 JL24 -TZ - 18 1.9/16 SAM 1-1/2 - _ 4 10d Has 2 16dx 1-12 HDG .455 535 580-1 280- { 31, al. F32 4 16d Has 2 1adx 1-12 Has :550 615 i 615 280 2x4 JUS24 WS24 18 1-9/16 3-1/B 1-3/4 1 4 lad 2 { 10d '675 7751 M 510LU - OH24 U24 16 MA6 3-1/4 2 1-am _ 4 10d 2 10dxl-12 'S00 .550 1 605 1 380 S. 4 led 2 1 10dz1-12 590 6651 720. 380. ND26 HU26 14 1-4116 3-12 2,11 1•1/8 Mb 4 t6d 2 led zt-12 615 Gas ;1 745 369 - B5, F2 Maz 4 : 675 l figs l 745 i 595 . .JI2G + 1H26 20- 7c9/16 4-34 1-72 - 1M6-.- '8 „19d 4 = 10dx772°. 71-0 8051870 650 . 6 - ]fid 4 "- 10dx,t-12.' 840 1 960 1 1045 650' JL261F-TZ WC26Z 18 7-9g6 4-12 7"12 - - 6tOd HDG 4 'I 10dx7-12HOG.l 695. 800 870' 730 - 31, RI. ( F32 6`•16d NDG 4170d x1-1/2HDG B301950''11035 730' "JU526 -, J US26' :1 18 11-9116 4413N6 1-3/4 1 :... - '. 4 :: 10d 1 4 - 10d% - 870 1000:1 10801 1115 $ 5, R5, F2 .: -MUS26,-: .,'•:MU526 1`" 18. ; 1-9f16,'Stlt 1 u2.,...7.` = ..i 6 .110d 6 ':.."s1Od. •. :{ 1285 1475' 1605j 865' 131, B1, F32 SUH26- "" ]26^ - 16 . - 7-9f16 5118 .. .. 1 3@6 �: '- ..6 -1ad 4:10di1-72 750 840{970 755 .: ,.6 ' 16d 4 - - -10dx 1-12 1'BBD { 100011030 755 _ �701526' '-4us26 -. 15.,1-SrB S7Afi" '3'---2- - "141. led 1-6 '1. '1Bd 12760 13140! 3345- 1925 _ `.- 9-12 2-12 .. - Y.7R .. Min Mmr A _'16d 2 1. 10dz1-02 - 615 695 i 745 '1 365. I S. I R5, : 4 . 1 615 695I .J45 { 595 '- HD28 HUZB 74 1-9716 - 5114 2-12 -.'. 7-7/8 _ Min B - `16d 4 J ' - 70dz7-12 - 1230 139011490 so. ' F2 '.Maz'. 123011390j 1490{ 825 &26 LU26 20 1-9f16 4-3/4 1-12 15116 - 6 1Ud 4 I 106x1-12 710 BD5 '; 770 650 6 16d 4 10d x1-1/2 80 96011045,1 650'. JL261F-TZ WC26Z 18 1-9f16 4-12 1-12 - _ fi 10d HDG 4 110dx1-12 HDG 6951 Ba01 970. 730 I 31, H7, F32 6 Ed HDG 4 10d x 1-12 HDG - 830 950 j 1035 730 JI2B LU28 20 1.9116 S3/B 1-12 15116 _ 10 IN 6 IN x1-12 1986 1295112951 855.. 5 R5 F2 10 led 6 10dx 1-12 1400 1000{ 1740 { BW JI281FTZ - 18 1-°JI6 S7/8 1-12 - _ 8 10d HDG 4 10dx1-12 HDG �:930 1oss11760. 730. 31, M, F32 B 16d HDG 4 tOdx1-12 HDG 1305, 1215112151 730 JI7526 LUS26 18 1-91i6 4-13/16 1-3/4 1 - 4 10d 4 10d .e7o 1005 1080 1175 5 JUS28 11M 18 1-9/16 6-5/8 1-314 1 fi IN { 4 10d 1110 { 12701 1375 1115 � M11526 ill 1-oJl6 S1f16 2 1 - 6 tOd 1 6 10d 1285{1475!1605 865' 31. In, 2x8 MUS29 MUS28 18 1-9/16 7-1/76 2 1 8 lad 8 10d '1710 1970j 2140 1 1230 F32 SM26 U26 16 1-9f16 5-1/8 2 1-3/16 _ 6 10d 4 tdx A .750 Boot 9101 755' 6 16d 4 ladx1-12 880 1 IDOOJ 1080, 755 SUH28 - 16 1-916 6-5/8 2 1-M6 - 8 tad 6 1 10d0-12 1000 11120 1121B 800 { 8 ted 6 lad x1-12 11751133511440,1 800: HUS26 HUS26 16 1S/8 S7/I6 3 2 - 14 16d 6 16d 2760 3140: 3345 1975 5 HLIS28 HUS28 16 1-518 7-3116 3 2 - 22 16d 8 led 4174 4345 '43451 2570 F2 HD28 NU28 14 1-9/i6 Si/4 Min 8 16d 4 10ds1-12 .1230 13901 1490.1 78D Max 6 1230 1390 12 825Mm W210 ' 14 1.9116 7-3�6 W2-1/21-1/8 10 ted 47560 101XI-12 173511865M210 ' Mar 14 6 2I55 2430a 26151 1170 1) Uplift leads have been imeased 60%for wind w seismic loads; no lurmwinaresse shall ba pemdded 2) led sinkers (0.148 da x 3-1/4' long) may be used at 0.84 of the table bad whore led commons are specified This does not applyto JUS, HUS, MUS slard nail hangea 3) FmJUS, HG$ and MUS tamgers Nails must be dmen ate 30` tD 45 angle through fhejoist ar tms hrlo the headwto acWm the table bads. 4) NAGS 1Dtl x 1-12' naBs me 0.148' dra x 1-t2' WQ 10d mas me 0.148' dia. x 3' bng,16d nsUs are 0.162' dia. x 3-12' beg. New products w updated pmduct irdormafim are designated In blue feet. Corrosion Finish EStainless Steel Gold Coat E5HDG ETriple Zinc 112 Continued on next page Hangars Face Mount Hanger Charts Ivl ITe ke . 7ofst Bite . -. USp �" stock No. : -..: Fief. No. .. 81ee1 Gauge Dimensions(m)FaiierierScheduk'-' I... AOowahSo Loads(Lbs)' b ,-e..Code u 6ef: .;...Heads(:., :. Jaat. .. ' W H D A Mud Max - . : Nail - Nall Rnor. Roof UpSSi tOD% 715%. 125% 160% JUS24-2 WS24-2 18 3-1/8 1 3-7/i6 2 1 - 4 16d 2 1 16d 1 805- 920 1 965 t 325 (2) 2 x 4 SUH24-2 U24-2 16 3-1/8 3-1/8 I 2 1 1-1/8 _ 6 10d 2 1 10d 1 750 840 1 910 1 38a . 6 16d 2 10d -.880 10DO 1.1030 i 380 HD24-2 HU24-2 14 3.1/8 3-12 2-12 1-1/8 - 4 16d 2 10d . 615" fi95 1 745 ) "3B5 HUS24-2 - 14 3_118 3-7/16 2 1 - 4 16d 2 16tl B50 965 110401 495 HUS24-21F - 14 1 3-1111 1 3-7/16 1 2 1 - 4 166 2 1611 . 850 965 1 1D401 495 18 1 3-1/81 5-114-j 2': 1 - 6'1: 76d' -:4 16d 7040 17851 12201 1355 . SUH26-2 ; 1126-2 _.•.. 1� 16-"..I 3-1/8. 5-1116 . 2- 11/8 _• 10 ;111d 4 1 10d.1 1250. 1405115151 755 ' { a0 166 • 4 .j -lOd' 1470 9fi70118001 755 N024-2 -� . - _ HU24-2' : ' ' 14 3-7/B r 3-12 { 2d2 j 1 7ffi - - i :'4 =1. 16d 2 10d J 615 1695 745 V 3115 I {2J2x6 -"HUS26-2r - -� HUS26-2-;"- 94"1 3-1/8 -5-.1/4' 2. 1'.) '� 4- 16d 4 lad 1085 1235113DO1 1155 -.-- HU526-2157 .1-". f..HUSC26-2 ;1 ::14 3-118 j� 5-7/4 ..2 1.` : - 14 '.16d - _4:'.1 16d 1085' 1235f 130D1 1155 �. #ID26-2 tHU26-2 ;. 14 3-1/8 :. 51/4 2-121-1/8'M� Max "B- 12- i6d iDd 1230 1390i 1490 f. 7B0 - .4 6 1850 20BS i 2235 i 1170 H026-20==-� 7HUC262 f i.;-14". 3-1181'_5-1/4 I lit 1 2-12: _ '� :Mn j 16tl -I 10d: 1730 1390. f490 . 780 Max 72 6.. 1850 f 2085 12235 J. 1770 JUS26-2 LUS26-2 1 18 3-1/8 5-1/4 2 1 - 4 16tl 1 4 166 10401 11851 12-201 1355 R 1-1 JUS28-2 WS28-2 18 3-18 7-1/8 2 1 - 6 16d 1 4 16d 1 13251 1510 11645 i 1355 SUH26-2 , ! U26-2 1 16 3-1/8 15-1116 I 2 1-1/8 - 1L 10d 4 10d 1 12501 14051 15151. 755 10 16d 4 10d 1-1470 1670' 18001 755 SUH28-2 - 16 3-113 6-1/4 2 1-1/e _ 12 10d 4 tOtl .1500. 16851 18151 755 12 16d 4 lDd .1765 19151 19151 755 HUS26-2 HUS26-2 14 3-1/8 5-1/4 2 1 - 4 16d 4 16d .1095 1235113001 1155 HUS26-21F ) HUSC26-2 14 3-1/8 5-1/4 2 1 4 fed 4 16d 1 10851 IMJ 1300 1 .1155 (2)2xB HUS28-2 HUS28-2 14 3-1/8 7.1/8 2 1 - 6 16d 6 16d 1 16251 1850119951 1810.1 HU328-21F HUSC28-2 14 3-1/8 7-1/8 2 1 - 6 16d 6 16d .1625 1850 1995 1810 5 HD26-2 HU26-2 14 3-1/8 5-1/4 2-12 1.18 Mm Mal a 12 16d 4 10d '1230 33M 1 1490i 790 I R, F2 6 1650 2085 2235 1170 HD26-21F HUC26-2 14 3-1/8 5-1/4 2-12 _ film 8 16d 4 1ad .1230 139g 1 1490 1 790. Max 12 6 IBM 2085122351 1170 HB28-2 HU28-2 14 3-1/8 7-1/8 2-12 1-1/8 Mm Max 10 14 16d 4 10d 1540 173511801 780 6 2155 2430126104, 1170 HD28-21F HUM-2 14 3-18 7-1/8 2-12 - 10 16d 4 10d 1540 17351 1865 ' 780 Max 14 6 21551 2430126101 1170 - .- JUS2B-2' - WS282 ,'.-' 18 ': -a4/8' :7-1/6 `:2;: 1 .6 ,16d- .4-•1 16d 1325 1510. 1645. 1355 JU5210.2 :-':,:.LUS2102. '. :78 .3-18 .'9d8^- 2'... '1' - '8' 15d '':6116d 1845: 210512290 1980 ',l SUH282 :- .i 1fi 3-18' -8,1/4 2,. 118 :_ •12 . 10d' - 4'{::dodo 1500 1685 18151'.755 ""-10d 1765. 191511915 755' .SUH210.2 -' U210 2 .; 16 3 1/8- 6-9716 2.�.-16 10d '6;" tOd 1 20D0. 2245 2420 1135 16 16d- 6 --1 10d 2350 2670 zeeDi 113s.: . -HU528-2HLt57B 2-•. _.14 "3.7f8 '.7-118 :2'.1--- --6' t6d.--,6:_76dI 1fi25 '1850 199.5 1870' " HUS2B-21F -- HMC282 '14 .3-18 '7178 2' : 1- = 6 t6d .6 16d• 1625 1850 1995 1870 ,. ij212z10 HD282 _HU2B2 -- 14 3-18. "T18 2112 mm .- -Mm Max -10- "14- tfid1Dd H4...•: 1540'1735 1865 :.780'<. - 2155 2430 2610 1170'. - _ H028-2IF F61C28-2 '14 3 1/8 7 78 2 12 " - Mn -_10 ,10d ..4 10d- ':>•' 1540. 1735 1B65 - 78I1. 6:- 2155 .2430 2610 1170 .. HU5210-2 -':_ HUSZ10 2 :-14 '348 9-78 i 2' 1 '-, .._8 j 16d ''8 16d -.1 2170' 2465 2660 2210.. 111$210.21F HUSC210-2 •:. 14 ': --3-1/8 -9-1/8 ,.2 .-1 ' =' 16d 2170 '2465 2660 2210 - HD210-2 N7T110 2 7 3118 9 2 12 1A/B.1Dd Min Max . - 2755'•2431 2qO 11711 - ,; 306D 3475 3T15 ';1950Mm '. -9 21 - Max. 41, .=` d, 10'd.,y� 2I55'243g '26Ig ' 11711-18 ,. ... 3080 gTg 1950 - HD0210-2R;,HU00210-2-14 "3-1/4 9 1 -3-1-12 = ,. WS3r 'n15:.5590 .5590{.2975: 31, R1, F32 ii upun woos nave am mareased 609h nor wad or seuraic loads; no further increase shaft be permitted. 2116d sinkers (0.148 dia. x 3-1/4' hang) may be used at 0.94 at the table bad More 1Gd commons, are apedfied. This does not apply to JUS, RUM, MUS start na'I hanger& 3) For JUS and HUS hangers: Nab; must be driven at a 30'to 45'angle through the jdst mtruss into the header to achieve the table loads. 4) WS3 Wood Screws are 1/4' x 3' long and are Included V& HD0 hangers. A rt 5) NAILS:1 Od mes are 0.148' die x 3' long, 16d we 0.162' ma. x 3-12' [mg. New -'fi T products or updated product information are designated in blue fdrrL IT H Corrosion Finish ■Stainless Steel OGold Coat EHDG MTdple Zinc C 0 3 a 3 9 9 0 114 Continued on next page Bangers Face Mount Hanger Charts MiTek0 .�... 'Jolstsire .. USP - Stbcx No. .: Ref. No. Steel Gauge Osions (in)'- unen Fastener5chbduk:''�. 7 DFW , AIID=ble loads Wm) a t.Cade S E Pet. Header:' .- Jolsf. .: r' ....' . W • _ . N .- --D . : k MiN. Ma: Nag :..- aw ,.. - Nan Road. .Roof 11p1iRa: 100% 115% 125% 160% SUR314 U314 16 2-9/16 10-9/16 2 I 1-1/8 _ 18 10d 6 led x 1-1/2 2250.1 2M ZM 11135 18 led 6 led x 1-1/21 264513000 30101 1135 H0314 HU314 14 2-9/16 11-5116 2-12I1-1B Min 16 t6d B 110dz1-12[246512780 36951417014435 2980'1 1280 - ( 2045 : Max 24 12 3 x 16 H0314F HUC314 14 2-9/16I 11.5/I6 2-12 _ Min 16 led B 12 110d x 1-12l I z46s 1 3695) 1 27811 4170144351 1 29891 12a0 2045 1 j Max 24 H0.316 HM16 14 2.9116 13-5116 2-12 1-1/8 Min 1 Maz 18 1 26 led B led z1-12 �B M 31�' 14435 14435 11560 12 H0316ff HUC316 I 14 2-9/16I 13-5/Ifi 2-12 - min18 Max I 2N612 166 8 10d xt-12 2770 �,` i 3125 � 1 3355 j �1 i 15fi0 � j2)3z8_:.'I . ilD38 2 i .. I Hl]138-2:' I .. 14 �5=1A. 6-1/8 212 1-1/8led -Mm a 10. "' 4 _ led 1540 � 1735' 1865.� 780,:. Max 1 14 6 .2155 1243012610 1170 H038-2 HU38-2 14 5-1/8 6-1/8 2-12 1-118 Min 70 led 4 led 1540l1735 1 18651 780 Max 14 6 215512430 2610 1170 (2)3x10 HD310-2 HU31D-2 .14 5.1/8 8 2-12 1-1/8 Min Max 14 1 20 led B 1 led EN 12a301 26f0 1170 . 1 10 30BC 13475 3725 1 1625 T4 3 x12- MI312 2 , - 'HU312 2 74 .5-1/8 - 10 212 .11/B I Mm I Mai.: 1 16" I' 24., ifid 1 . S j 12.1 ' . 10d 12�`' I ZIBO 29B0.1 1065' 1369514170 -0470: �2340 . (2)3x14 HD312-T HU312-2 iI 14 5-1/8I 10 I 2-1/2 1-101 I Min 16 24 led1 B�12455 �i 80j1 1065': 13M514 42470Max 234D - -_ 1326-3 WS2513 "i _ 1 B ' 1 45/8 1- 4-12 - 2`- ; 1 1 - '' . 4 1 led .j 4:! led :' .11040) 1185 11220 ( 1355 1 .'SUH26-3 U26-3 - - t 16 4-5/8 - 51/4 2 1 - ;{. 8 .led .Z I. led ,'I low 1120 1165 380': 8_1 led 1 2.1 led _(116511165 111651 380 (3) 2 xfi -,,. _ NO26-3' .:... HU26-3... .. 14 , -, 45I8 - ,. 4-12. .. 2-12 .1 VB Min 1 B y6d �. .. 4 10d I • ;:: , 1230 ( 1390: 1490 .7801 5, Max -1 12. 6 1350 2W5 223s 1 1Y70 ' H026-3IF' HU(x6-3: ,1 j 14 :4-5/- 4-12-2.12 - `Min' -8: ]6tl 4 1 10tl .�.1 123011390 1490. 780 R5, F2 Ma 12 6 18.50: 2085 Z7351 1170 JUS26-3 I WS26-3 18 4-5/8 4-12 2 1 4 led 1 4 1 led 11134111 11115 11220 1 1355 1 JUS28-3 I WS28-3 18 4-5/8 6-31B 2 1 6 led 4 led 11325- 1510 116451 .1355 SUH26-3 U26-3 16 4-511 I 5-1/4 2 1 _ 8 led 2 I 10d 1" 1120 1165, 380: 8 led 2 10d 1165: 1165 1465:1 380 : HD26-3 HU26-3 1 14 4-5/8 4-12 2-12 1_118 Min 8 led 1 4 1 led 12304 1390 114901 780 Max- 12 1350- 2085 2235 117D (3)2xB HD26-3IF I HUG26-3 14 4-5/8 4-72 2-12 _ Min 8 led 4 led 1230113M 1490.1 780 Max 12 6 1 185012085 2235 1170 HD28-3 - 14 4-M 6-38 2.12 1-1/8 Min 10 led 4 10d 7540j 1735 1865 - -M - Max 14 6 2155. 4430 2610:1 1170 HD26-3IF - 14 4-5/8 6-3/8 2-1/2 _ Min 10 led 4 led 1540 1735 180 780 Mes 14 6 Z155 2470 2610 1170 JUS283. I.US2W. -18" ;4!5/e j 6-3/8.: , 2` 1 - ::6 ;:led -:::4.. :1 ,16d 11325. 1510, 1645: 1355 JUS210-3...-'.LUS210-3, 18: .-4-5111 B-Zll 2-- .?1"-- _ B -pled: 6 1:'�: led 1845 2105 2290 1980' SUH210-3 ' UZ10-3 � 16 - 9�5/8 8-3/B- 2 1, -= -14 ' -. led' 6:-1--"10d ' ' 175D 1955- .2120 . 1135 14 - 16d 6^ -- -led-. 2060 2335 2520:1 1135, .; 14. 4-5/8 6-3/B 2-12 _ 1118 . Max - -10 -10 _ 14 -_ '16d j -4.• - . led - - 1540 1735 1865. 780:. 3 - 2155 2430 26101 1170 {3)2x10. fg)ZB-31F-- -BCm'-10 14 438- 6-3/8 2112 . - ._4 i6d -. --:-led ' . 1570j 1735 1865 =Max 14 ,6 21554 2430: .2610:1 1170:; - HD210-3 - AMD1 14.:�4-5/8. 8-114 2412 1 Ve Min-1-0 dJhdt 1-::9 led ' ': 6 led . 2155: 2430 2610 1170' t10 3080. 3475 13725.. 1950. . HD21 D-3IF RUG210-3 -: n .. 14 45/8 -' `.. 8114 21%2 - Min Max: .14. -;20� .- 16tl .- '.- ..a 1od� 7 .::.. 2155� :2430 2MM0 117D ., b J 10 3080 3475 3725 19SO -�' HDO210317 '.`-_H000210-3-r' 14= 4-W8' .9 7 1 3" 712 ;: �,72 :W53 6 1-•: WS3 5015 i590 '5590 2975 `. 31. R1, F32 1) Uplift bads have been Increased 60%torwind or seismic load; no further increase shall be pDmftd. 2)16d sinkers (0.148 dia. x 3-1/4' long) maybe used at 0.84 of the table Ind where led cammons are specified This does not apply to JUG, HUS, MUS shard nail hangars. 3) WS3 Wood Screws are 1/4' x 3' long and are included with RDO hangers 4) NM1S 1 Od mots are 0.148' da. x 3' long, led nails are 0.162' dia. x 3-12' long. New products Q updated product irdwrriabon are designated in bbe hot. i Ar- Corrosion Finish IIIIIIStaiNess Steel PGold Coat EMHDG NTliple Zinc A z .a sue_ ly�'� Continued on next page 117 Hangers Face Mount Hanger Charts MfTeke ... Joist Sue oyr SWct Nw .. ReI No. -. steel Gauge <U'unensinns.Cml '. ..- dredule DFIR Allowable leads (Lbsa c. .e-L �. u it 'coati Ref. `: -joist . W . � N -... D A . Mini Nlai ''m O1Y : Nail ,. MY :.. - Nail. Four Root Upl 10D% 115% 12S% 1fi096 JUS46 I WS46 1 18 3-5/81 5 1 2 1 1 4 16d 4 1 16d 1104011185112201 1355 SUH46 U46 16 3-9A6 4-13116 2 1-1/8 - 10 1Dd 1 4 1 10d 1250,1 1405 11515 1 755 IRW 755 10 16d 1 4 10d 1470'1157D HUS46 HUS46 { 14 3-0 5 2 1 4 16d 4 16d 10851 1235 13DO:I 1155 1 4 x 6 HUS461F HUSfil6 14 3-SM 5 2 1 1 4 16d 4 16d 110351 1235 13DO"I 1155 1 ' HD46 HU46 14 3-9/16 5-1116 2-12 1-1/8 Ming 166 4 10d 1 12301 139D 1 149D 1 760 2T35j 1170 Max 6 1850.1 2085 HUGA6 14 3-9/16 5-7/36 2-12 - on lfid 4 10d 123011390!1490I7B0.HD46ff 1223b 1 7.' Mex 1 6 185012085 . ,. .,. 7 WS46 I 13:'. 3-518:1 -: 5 t ". 2" 1 1 -. - ,�-.:a::1:: 16a -4 I 16d'.' {704011185.1 17101 1355" ,-;`9 iL548 „183-5/81' 6-7/8-!' 2 I 1'- -: !- fi ' 16d. 1 -0-1 16d. 19375.1 1510 116451 1355 - SUH4fi ' '". -. 1 U46 16 3 9A6 .:. `4-7311fi 21 I 1/B - .•. 10 70d 4 ` it. - 10a'.- i 125011405 1515 ' 755 11800 755 1 T .1 ' Ad 1 ' 4 J Jot, 1470: 1670 ":.:._ HUS46' ;_- NUS4b. ..;.; "14. 3-5/8' "" 5. .2 ... 1.-.. _... 4 -16d':. 4 15d 'r-'11085� 1235113001 1155 1 - HU546ff :`--- HUS64fi - 1>s 3-98 ;^5 2 '.1:' 4 16tl. -0�: '" .16d11085 1235 113DO.- 1155 " 14 " 79F 7 : " 2: 1 1': I - , 6 16d'] 6 I 1Sd_ m 1 163-1 185011995 11810' ' HUS48ff I HUSG4B' ! 14 3-5/8 I ' 7 I - 2 i' 1 --" 6 16d 6 1 16d- 1 16251-1850 1995 1810 1 4 xe " " H046 =•- HU46 : 114 - 3-YI8 S-7/16 :1212� 11 11/B 111111 No'1 a .16d ,- 4 I in6- 1230 1390 11490780. Max: .12 6 1950121185.2235,1 1170 ./ HUG46" :") 14 13-9/I6 I I �Stg6` -- 2-12 - . Mi 8 16d 4 1'.. - - 10tl 12111 11 1490 780 _. 51 R5, Maxn" 6 ! 1850'I TO85 1T735.1 1170 HU4B,. I 14' 3-9116 - 6-15116 �2-12 7,,/B N6n " 10 16d ' 4 1Dtl :" 1540 ; 1735 18fi5 1 .780 F2 Max 1"-14 fi -:. 2155Td30 2610 17170. _ ND48ff �'-. HUG48; . 14 3-9/1fi 6.15/16. 2:12.�: _ an. . 10 .. Y6d ... 4 1 � ` 1011 = . t . 1540 1 1735 1865 I 780 Mat"'I' 14 6 2155 2430 2610:1 .117G . JU548 LU548 18 3-5/B 6-7/8 2 1 6 16d 4 16d 1325 1510 1645 1355 JU5410 WS410 1 18 3.5/8 B-7/8 2 1 8 16d 6 16d 11945 2105 2290 19BO SW410 I U410 16 3-9/16 8-3/8 2 1-1/8 - 16 10d 6 1 1Dd 2000 2245 2420.1 1]35 16 16d 6 1 10d 1 23501 26713 28B0 j 1135 HUS48 HU548 14 3-5/8 7 2 1 6 16d 6 1 16d 1 1625 1850 1985 1910 HU5481F HUS04B 14 3-0 7 2 1 6 16d 6 1 16d 1162S11850 1995:. 1810 "1 HD48 HU48 14 3-9116 6.7SM6 2-12 1-1/8 Min 10 16d 4 10d IUD 1735. IBM 1 780 Max 14 6 215512430 2610'1 117D 4 x 10 H0481F ` I HUGAB 14 3-9/16 6-15116 2-12 - MN 10 1� 4 1� 15401 1735 1885 j 780 - Max 14 6 2'155 2430 �10 . 1170 HI1S410 HUS410 14 3-58 B-7/8 2 1 8 16d 8 16d 1 21701 2465 2660'1 2210 'I HUS41OF HUSG4ID 14 3-5/8 8-7/8 2 1 8 16d 8 16d I217012465. 2660 2210 HD41 HHU410 14 3-9/16 8-13116 2-12 1-1/8 MN 14 16d 6 1� 21551 2430WMax 20 1030801 3475HD4101F HUC410 14 3-9/1fi B-13116 2-1rz - Mn 14 1� 6 1� 2fi5 2430Max 20 10 -30M .3475 HD04101F HUC0410 14 3-M6 9 3 1-12 12 WS3 6 WS3 151115'1 5590 5590. 2975 1 1 31, R1, F32 1) Uplift loads have been incnaased 60%forwind or seismic loads; no further increase shall be permitted. 2) led sinkers (0.146 dla. x 3-1/4' long) maybe used at 884 tithe table load where 16d commove: are syecified.This does rwtapply to JUS, MA, MUS sbra tell harpers 3) WS3 Wood Screws are 1/4- x 3- long and are Upluded vddl HDO hangers. 4) NAUS IDd nails are 0.148' da. x 3' long, 1Gd nails are 0.162' da. x 3-1 IT long. New products or updated product Infon, iion are desgnmed in blue ford. Corrosion Finish ■Stainless Steel Gold Coat OHDG OTrlple2inc 119 G MINIMUM GRADE OF LUMBER Top Chord 2A4 SYP f2 SPY i1/#2 Or•bitt•r BER OwN 2x3(+) OR 294 SP #2N OR SPF 11/12 or bNt•r WEbE 20 57 #3 or butter (•)•see MAY Do RIPPED FROM A US- MGM OR SQUARLI (••) ARADH EACH VALLEY 70 VERY SUPPORTING TRUE$ WHIG (2) IOd BOX (0,175' W 4.0''�� �NA�LS ICE—)WLED FOR RID g1— ASCE 7•ID ,)r•=H Wm .—ice_ NUN HEIGHT, ENCLOSES BUILDING. DIP. 0. RESIDEHCIN. WIND TO MID FDA CUT2Ee on lMOES AS REQUIRES 4'-0" Max ' EM B'-0" max D 6'-0"Max 20'-0" Max S AT 24" 0.1 TRUSS OOMPA➢VIES EENh••.•no..•..,..�, 7Fru �E; SPACING, Bo H I IWMW Go ED oehtzai I UNLESS SPEOIRES ON ENGINEERS SFA,EO DESIGN, MPLI 10 'I• -BRACE, 009 LENOTH OF y�[[� Y,yp,'�yEY BAML SPUMES AND ORAD OR SCITEA • ATft E UALLY eP,x1CF1M'IS Y291 L5 lY WEDS OD 07ER NTNUwN �Ue7�N5L BR101N0� MAIUMUM VALLEY VERTICAL HEIGHT HAY NOT MEED IV-0 TOP PHURD OF YRUSS DENTATH VALLEY SET MUST BE BRACED WRHI P` OTOAFIII 'OATTAOHLDj RATED SHMTHIHO MPLEO PRIOR TO VALLEY TRUSS oil PVRUNS AT SV DO. OR AS DTAERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN OR orVAEBUEAoraN LIEU OP PURLIN SPACING AT SPECIFIED ON ENGINEERS'END ('••)HFUSS GTYNWALGTPETHEPFH�H ALY W URDALONG SLOPE TOCDR, (4•) URGED SPANS I.N • BE BUILT AS LONG AS T)IE VERTICAL HEIGHT'DOES NOT EXCEED 12. BUROM CHORD MAY BE SQUARE OR PRUNED CUT AS SHOWN. CHORD f STUB END VERTICAL G r n I 11-1 I rupulmv DI Irm deski VISE OPTIONAL HIP JOINT DETAIL FRAMING TO LL 20 20 PSF TO DL 10' 16 PSF BC DL 10 10 PSF DO LL 00 00 PSF TOTAL LOAD 40 46 PSF dR4 m 0DR0 1.25 1.26 E SPFI HF r*cq SP DFL SPF HF m o R SP C7 DFL SHSp E o rDFL r SOUTHERN TRUSS COMPANIES Lac-:tai� rnXPnSLJRE �.. tp p 3-B I7-s• IV-0 14'-C• 0.°RJE TRUSS DETAIL NCI 0-E 1s-B 7-_ 14-0 t4-p UVE LOAD p�0T1ON CRRFRIA 19 1/240. yore tart to -a -�- _p Pxpyl°E'1 IF C°N ONS FDUa naa IF 1-2 17-s -O 14-0 _p• 14-D 4-D' CDNIINUDUs 6EPAINO. lv P6F 1C CFNt tDAv -O -O -p UMLE END 6UPPORW YW_ FROM 4'•-O• . -0 -a t4-0 -O 4-v OUM1VONERS EtyRRRIt a-O OVFJ�W1NO.Ux ta' -p -O-O• FLTWOOD OYERWWO. A . FOR ° 1 �L' E�pADE' WITH IN NA11 1�.5 PT 2' OG I1r� pp ) °LLDMOES' SPAuE AT 3 DO - la EN , ZONES AND a o0r SsiW= ZONES. 'L• EMOIINO MUST BE A MINIMUM OF EOx OF WED 1 MEMOBI IENDRL P 16 SIz NO DP D 1 • t) 95 4-O na4 OR 2w7 L°ER59�TNNt 11'-IFI'°•' D°T 21 O 9, p R 1 _w a.On4 PFAI, 9P—a PAID HEELRPIIAT®• ° P iD N 70 CFWdiF ABOVE FOR MAX CABLE VERTICAL LENGTH F•-1 Fhohn 61vday h Rol the nlpanolhllll) of Ilan do, 1pnm, plI nRlNlaclmof nm h1m lolvinlm, ponvm BoaWlq'I eaull°aod to n.h pvhdmd a,.a 1. nrnml Iwoano mW dmIlCla101 aWDll afeuuvni mw .uMnn..,........-.....-' -- -- eM - Fort Plet'ce DIVIE41oFt ryepnnOlo applcaikn. Sao 'sF5F21 ammm7 ohoal L'mnmmimy mld naollm Maxlmun TvtDl Load BO PSF 2swv N. IDnvm NI mrvY. voPolO Im hmnlMlr tutaONg k W,*g mind phle ammelted ewd Imm� M Far! Plereer FL 34051 iM,u on to 6e ore led mld f'III ft fmimad la E glAhl and hob PwRbn (900)Ztz-DSDO (77z)4E4-4190 F."r(77213 v-OO1E when m ahm to opphl dlnclb to the Iu ohmic, Cry Ad o tooted n SPACING AT 24" O.C. apecAled on Ue 4un iielpn. Trvnn elml 6. a wM uueclm6lo ema dmM9 in 1d Typical Ping_yback FDEAEA l rIPNIMLNM- GRADE OF- LDbtlw - Chord 2s4 SYP 82 ll Chord 2x4 SYP %2 Webs 2x4 SYP P7 a REFER TO SEALED DESIGN FOR BASKED PLATES SPACpE PPNCYBACN'YBOIGLS AT a OC MAX T NOE DINE BOTTOM OVER ANOTHER, SPLICES PLICE MUST BE STAGGERED 50 THAT ONE SPACE &?BBIIDATFACH �LUMBBER UNS OR X7NEBp IMM FLAT CHORRD IS CHORD. PUNININS WW BE APPLIED BERFAH 7HE 70P CHORD OF SUPPU"G TRUSS. REFER 70 ENGINEER'S SEALED DESIGN FOR REQUIRED PURUN SPACING. THIS� ��D��E/IA�IL 19 APPUGBLE FOR THE FDLI=NG WIND CONDITIONS: .ltu_—MPH WIND, 30' MEAN NOT. A9CE 7.10 CLOSED BUG. LOCATED ANYRNERE IN HOOF. 1 MI. FROM COW CAT DF C, W001 M TO DLPSF, WIND Bo DL- PSF 140 YPH WIND. Jo' MEAN HOE. FBCL010 ENCLOSED BLDO. LOCATED ANYWHERE IN ROOF WIND TD DIJ-5 PST. WINO Be DL-B FSR WEB BRACING CHART WEB LENGTH REQUIRED BRACING O' TO 7'B' NO BRACING 1x4 i' BRACE. SAME GRADE; Sp1DIEs AS WEB 7'e' TO 10' MEMBER, OR BETTER AND BOX LENGTH OF WEB MEMBER. ATTACH WITH Bd NAILS AT 4' O/C. 2x4 'r BRACE. SAME GRADE. SPECIES AS WEB 10' TO 14' MEMBER, OR BETTER AND BOX LENGTH OF WEB MEMBER. ATTACH WITH 16d NAILS AT 4' O/C. JOINT SPANS UP TO TYPE 30' 1 34' 3B' 52' A 2x4 2.5x4 2.50 3x5 0 4x6 5x6 5x6 5x6 C 1.50 1.5x4 1.5x4 1.5x4. D 5x4 5x5 5x5 5x6 * ATTACH PIGGYBACK WNH 111700/2' COX PLYWOOD WITH 4-#5d NAILS IN EACH BOTH FACES 0 '4'-0' O.C. MAX. V V cm r- r--e T t—E 9 ` EmIon bmdnS Is ml the reepmelb®y of two dwipner, plait mamffwtmr nor Ims Iabrkalor, perwne i mOn homes me rnutbned to seek Rohalaw Sdeka IegardN -ereaBm 6eoalnIIdish Is Senile required to plarznl toppkg Fort Pierce Division 01d am mDN audw IRtItax Vol yamonenl brarsry shish EDT be Daubed IS 2sep N. KIn9a HIg viY, oplobollu s. See 'SCSI-BI SunurmT th"I Cmm"Iny old mmmer Fart Plate, FL 349S1 olbm for hmdraF, Imity A braobl mdd pelt wateb'd PW laud (IPQ. (609)Z32-0908 ((T72 464-41 SO Tmot oa to M elecled and haler d M fademd e S stru*l and rb petition Foe:(77 11-�016 whom w A Ie apFpplaied dlnoly to the lop dWrdA the? dRk Be braced m spuMad on the dedgR Tmun Wd be hurdle eM mosonoble we Moo Dnum to Pneol MIA ..._._ "_�C Maxlmun Loading 55pef at 1.33 Duration Factor 50pof at 1.25 Duration Factor 47p9f of 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 bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +/- 6". THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS — REQUIREDAT'1(3•POINTS OR PBRACE IS'SPECIFiED.' APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (W X 0.131' NAILS SPACED 6"'O.C. SCAB MUST BE THE SAME GRADE SIZE AND SPECIES (OR BETTER) AS THE WEB. ' �\ MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH =17-0" SCAB BRACE 2X4 MINIMUM WEB SIZE MINIMUM WEB GRADE OFf13 Na➢s� / Section Deta➢ Web Scab -Brace must be same species grade (or better) as web member. a L-BRACE DETAIL Nailing Pattem . L-Brace size Nail Size . Na11 Spacing 1x4or6 10d B."•o.c. 2x4, 6, or B 16d B" O.C. Note: Nail along entire length of L-Brace..' (On Two-Piy's Nall to Both Plies): ILL C9 Web L-Brace must be same species grade (or better) as web member. • Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover MOW of web length: ' • L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing INeb S¢e 1 2 2x3or2x4 1x4 — 2 US ... 2x8 2x6 - DIRECT SOBSTrnMON NOT APLIC4BLE L-Brace Size forTwo-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or2x4 2x4 — 2x6 2x6 .. 2x8 W «» - DIRECT SUBSTrrLrnON NOT APUCABLE T-BRACE / I -BRACE DETA1L Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90`Y. of web length. Note: This detail NOT to be used to ccfiJert T-Brace / kBrace webs to continuous lateral braced webs. Nailing Pattern T-Brace stze I Nail S'¢e Nail Spacing 1x4 or 1x6 I 10d 8' c.c. 2x4 or 2x6 or 2x6 I 16d 8" o.c. Note: Nail along entire length-of:T-Brace [ I -Brace (On Two-Ply's Nall to Both Plies) .: ' alternate position Nails Jr r } ` Jr SPACING r 11 k WEB ; , t "1 r 1: t t T-BRACE r `,: % ./ Naffs Section Detail �T-Brace ��. web alternate position Naps Web I -Brace Nei s Brace Size for One -Ply Truss Specified CAntinUDUS Rows of Lateral Bracing Web Size 1 2 2x3 •or 2x4 1x4 (7 T-Brace 1 x4 (') I -Bra 2x6 1x6(7 T-Brace 2x61-Brace 2x8 2x8 T-Brace 2x81-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2a'd or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace o..o i_m__ T-Brace / I -Brace must be same species and grade (or better) as web member. (7 NOTE If SP webs are used in the truss, U4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Bracell-Brace For SP hiss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Braoe/l Brace 1452-A = 3116 in 3x5 = 1 15 14 13 12 11 10 — 3z5 = 300 M185HSII 3x4= 4x6= 3x4= 3z4= 4x6= 3x4= 3z10 M16SHS11 I� 0 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017rrP12014 CSI. TC 0.96 BC 0.76 WB 0.59 Mafix-s DEFL in (loc) Udell L/d Vert(LL) 0.22 12-13 >999 240 Vert(CT) -0.4212-13 >999 180 Horz(CT) 0.13 9 n/a n/a PLATES MT20 MIBSHS Weight: 213lb GRIP 244/190 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=D-0-0 (min. 0-1-8), 9=041-0 (min. 0-1-8) Max Horz1=159(LC 8) Max Upl'dt1=529(LC 8), 9=529(LC 9) Max Gravl=1529(LC 1), 9=1529(LC 1) FORCES. Qb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3258/1114, 2-3=3083/1077, 3-4=2966/1095, 4-5=2377/865, 5-6=-2377/865, 6-7=-2966/1096. 7-8=3083/1077, 8-9= 3258/1114 BOT CHORD 1-16=1097/2934, 14-15=814/2449, 13-14=-814/2449, 12-13=-450/1809, 11-12=-654/2449, 10-11=-654/2449, 9.10=938/2934 WEBS 5.12=329/774, 6-12=650/441, 6-10=215/564, 8-10=2971297, 5-13=3291774, 4-13= 650/441, 4-15=215/564, 2-15=297/297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vu1r160mph (3-second gust) Vesd=124mpN TCDL=4.2pst BCDL=5.0psF, h=15f : CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are. MT20 plates unless othenvise indicated. 4) This truss has been designed for a 10.0 psr bottom chord live load noncencurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)1=529, 9=529. LOAD CASE(S) Standard MI GENS��7��ii_ 1 !U i — �'a STA OF f i[v� �j, F� •� ORIO o, as Nsa ype y 00xland Laxa-Lot 60 1452-A A2 COMMON 2 1 Job Reference (optional) Soul11em Tmee , FL Fleme, FL, 39se1 wa a.cw o ..u. ume run,. a.a.+. e...... -.." .-...........,�....... ............1 ._.�.._. _........ ID:EaPoUiwCVVA01 BwS07vTFdz7ScK-nVFKkQi4eYlVwlQFEDJ5PIXzyybt7y40i griE H80 7-53 157.3 78-fi-0 2�1-0-L�72-67� 28413 I 3E4i13 I 42-0-0 IN 121 510.13 7.6-01E-0 5.70.13 62-0 7.53 5.00 Ff2 3x6 = 3x6 = Sx5 = Dead Load Deg. =114 in axe = .. _ _ 3x10 M18SHS II 3x4 = 46 = 3x4 = 3x4 = 416 = 3x4 = 3x10 M18SHS If I 7-10.6 I 7.10-6 I 8-2&26 7 -1-0-0is70.--6 Plate Offsets XY)- I1-0-0.4 Edoel (1:D-0-14 Edgel 15:03.12 0.2$ I6:0-2-e D.3-01 T7:04-12 0.2.81 M 1:0-D-14 Edgal (11:0." Edoel LOADING(psf) SPACING. 2-0-0 CSI. DEFL in One) I/defl L/d - PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.84 Vert(1) 0.26 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Verf(CT) -0.5114-15 >968 180 M18SHS 244/190 BCLL 0.0'. Rep Stress Ina YES WB 0.52 Horz(CT) 0.13 11 n1a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix-S Weight 211 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied or 3-0.12 oc pudins. T2:2x4 SP No.2 BOT CHORD Rigid ceiling dire* applied or7-6-12 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. (sae) 1=0-&C (min. D-13), 11=03-0 (min. 0-1-8) Max Horz1=148(LC 8) Max Upliftl=517(LC 8), 11=517(LC 9) Mu Grav1=1529(LC 1), 11=1529(LC 1) FORCES. (lb) - Max. Conq, Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=3267/1089, 23=3088/1051, 3d=301211069, 45=2368/826, 7-8=2368IB27, 8-9=3012/1069, 9.10=3088/1051, 10-11=3267/1090, 5.6=2133/810, 6-7=-2133/810 BOT CHORD 1-17=1065/2945, 16-17=-764/2428, 1&16=76412428, 1415=427/1826, 13-14=-61512428, 12.13=-6152428, 11-12=917/2945 WEBS 6.14=296/729, 8-14=-590/402, 8-12=232f585, 1&12=318/313, 6-15=296/729, 4-15=590/401, 4-17-2311585, 2-17=-3181312 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE'7-10; VuIY-i 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=151p CaL It: Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)1=517, 11=517. LOAD CASE(S) Standard Job InIss j ruse I ype My My Oakland Lake -Lot60 1452-A Ae HIP 2 1 I Job Reference o tlonal aouNam Tess. FL Pier . FL. 34951 5.00 12 5x7 = Sx5 = Dead Load Defl. = 31161n US = 3x4= 46= 3x4= 3x8= 4x6= 3x4= 3x5= 1d 42A 1--0Dqq�� 9.1-3 1rd0 26E-0 ffi-7-13 de&e dtfia e-1-13 I 1-0O I &1-13 I BOA Mrn 1-0d Plate Offsets (Y Y)- 11:03-10.0-2-81, 16:O-5-4,0-2-81.112:0310,D-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.20 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL ,1.25 BC 0.42 Vert(CT) -0.4116-18 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(CT) 0.13 12 We n/a BCDL 10.0 Code FBC2017rTP12014 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.2 2-11-e BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-8-0 0o bracing. WEBS 1Row at midpt 6-15 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 12-041-0 (min. 0-1-8) Max Horz1=133(LC 8) Max UplfR1=500(LC 8), 12=500(LC 9) Max Grav1=1529(LC 1). 12=1529(LC 1) FORCES. Qb) - Max. Comp./Max Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=3256/1053, 2-3=317811065, 3-4 -30361951, 4-5=2937/960, 5-6=2355=7, 6-7=2124f755, 7-8=23561777, 8-9=2937/960, 9-10=3036/951, 10-11=-317811066, 11-12=3256/1053 GOT CHORD 1-18=1 033/2933,17-18=805/2618, 16-17=805/2618, 15-16=5D4/2124, 14.15=672f2618, 13-14=67212618, 12.13=90012933 WEBS 3-`18=237/258, 5-18=-71/428, 5-16=643/385, 6.16=165/556, 7-15=-1171557, 8-15=643/385, 8-13=72/427, 10-13=237/256 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=15ft; CaL II; Exp C; Encl., GCpi=L18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.50 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at)oint(s) except Qt=lb)1=500, 12=500. LOAD CASE(S) Standard M- 84F/q///�% i P 5 r 1 STA OF r Joe I Mae I russ I ype Lily Oakland Lake - Lot 60 1452-A A4 HIP jely 2 1 Job Reference (optional) $..them Truss, Ft. Pierue, FL., M951 5,0012 5x5= 3x4= 5x5= Dead Load Defi. -1/4 in I¢ 0 3x5 = 1.5x4 II 3x6 = 3x4 = 3x8 = 4x6 = 1.Sx4 II Us = 3x4 = 1-0-0 8-0-14 15-2.1 1 20.7-7 26-10-0 33-11.2 1 41-0-0 42-0-0 1 7-0-14 7 6-2-9 Plate Offsets (KY)— f1:0.3.10,0.3-01 r7:0.2.8,0.2.71 111:0-3-100-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) IldeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.24 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT)T -0.4417-18 >999 180 BCLL 0.0 Rep Stress Inv YES WS 0.26 Horz(CT) 0.19 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight:2301b FT=10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 BOT CHORD 2z4 SP No.2 WEBS 2z4 SP No.3 SLIDER Left 2x6 SP No.2 3-8-4. Right 2x6 SP No.2 3-BA REACTIONS. (size) 1=0-8-0 (min. 0-1.13), 11=0-8-0 (min. 0-1-13) Max Horzl=118(LC 9) Max Uplift1=-480(LC 8). 11=480(LC 9) Max Grav1=1529(LC 1), 11=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-0 act bracing. WEBS 1 Row at midpt 3-17, 6-14, 9-14 FORCES. (lb) - Max. Cc mp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3275/966, 2-3=J149/983, 3-0=2591/846, 4-5=2506/869, 5.6=-2437/9D4, 6-7=2279/838, 7.8=2505/867, 8-9=2591/844, 9-10=3149/984, 10-11=3275/967 BOT CHORD 1-18=-933/2950, 17-18=93372950, 16-17=612i2291, 15-16=-612/2291, 14-15=-687/2448, 13-14=-835/2951, 12.13=835/2951, 11.12=835/2951 WEBS 3-18=0/314, 3.17=-706/420, 5-17=100/462, 5-15=107/396, 6-14=435/137, 7-14=132/627, 9-14=-7071422,9.12=0/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i60mph (3-second gust) Vasd=124mph: TCDL=4.2psF, BCDL=S.OpsF, h=15$ Cat II: Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.50 plate grip DOL=1.60 3) Provide adequate dralnage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 at=lb)1=480, 11=480. LOAD CASES) Standard M.84 �ICENs \ STA OF 7 ////SS�aNAi 111NG�a\\�� Job Twss I was I ype Fly Daidend Lake - Lot 60 1452-A A5 HIP jQty 2 1 Job Reference c donal Soalhem Truss , Ft. PIS=. FL, a 1151 -1.o.-.--...o..,ri,i,...,...,.,a..................... �.._-..- ...._.._. .. ._.._.__�._._ ID:EaPOUIwCWA016w907VTFdz7ScK-FhliymJiPstLY6lRnwrKy446JMwkkPgXxsQVnCy HB7 1.5.2 L410 110 3411-2 42-o-0 7.0.14 FS2 7-6-0 7-60 6 7-0.14 5x7 = 1.5x4 II 5x7 = Dead Load Defl. =114 in I� 0 3x5 = 1.5x4 11 4x6 = Us = 3x4 = 1.5x4 11 3x5 = 3x4 = 4,11 = rya 42-0 10 ]-0.14 fabe V4 Rabe 3411.2 40.6a 41-e-a 5�14 Bb2 7-6a ]-a-e a5.2 6b1 64,a 1-Da Plate Offsets (X Y)-- (1;0-3-10 0-3-0] 14:0-5.4 0.2-e1 I6:0-540-2-81 f9:0-3.10 0301 LOADING(pst) SPACING. 2-0-0 CSI. DEFL In (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.29 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5213-15 >957 ISO BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(CT) 0.19 9 n/a n1a BCDL 10.0 Cade FBC20171TP12014 Matrix-S Weight: 223 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 34-13, Right 2x6 SP No.2 3A-13 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. REACTIONS. (size) 1=0-8-0 (min. 0-1-13), 9=0-8-0 (min. 0.1.13) Max Horz 1=103(LC 9) Max Uplift1=472(LC 5), 9=-472(LC 4) Max Grav1=1529(1-C 1), 9=1529(LC 1) FORCES. (lb) - Max. Comp./Max. 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=897/2955, 15-16=897/2955, 14-15=723/2461, 13-14=723/2461, 12-13=719/2461, I IA2= 719/2461, 10-11=894/2955, 9.10=89412955 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: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcum nt 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 Ot=lb)1=472, 9=472. LOAD CASE(S) Standard o Mae mss ype y Oaldandlake-Lot60 1452-A A6 HIP 2 1 Job Reference (optional) SoulSem Trace, FL Pierce, FL.. 34951 HUn: 6.23U a UM 21 2U16 Pont 823U 6 UM 21 2U16 MI eK Intusvnes, Inc. Well NOV 1412:4z24 IU10 Ya e 1 ID:EePDUIwCV VAO16wSO7vTFdz75cK-)ta496kKA97C9KadLeMZUHcNCILATIxh9W92Jey.�H6_ I 64-0 A-2-0MIN !"V2, I M, 3S5S1122 O4 5X5 = c nnRT 3x4 = 3xB = 3x4 = 5X5 = c = e e Dead Load Dell. = 6/161n 10 10 14 3x5 = 1.5x4 II 3X8 = 4x6 = 3x4 = 4X6 = axe = 1.5x4 II 315 = 1d 428 1 6 4 113-0 2f AU 3Do-0 3511-2 dDa-0 d 4&14 6S2 9-60 Be-0 6S2 d$14 o+0 1-6D Plate Offsets 0(,YI- 11:0310,0-3.01.I1:0-1-14,Edae1, 111:0-3-10.0301, It IA-4-3,Ednel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deb Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.59 Vert(LL) 0.31 15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.5613-15 >879 180 BCLL 0.0 Rep Stress Inrr YES WB 1.00 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC2017/IPI2014 Matrix-S Weight 2181b FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 - SLIDER Left 2x6 SP No.2 2-1 D-5, Right 2x6 SP No.2 2-100.5 REACTIONS. (size) 1=0-8.0 (min. D-"), 11=0-8-0 (min. 0-1.8) Max Horz 1=88(LC 10) Max Upliftl=-097(LC 5), 11=-097(LC 4) Max Grav1=1529(LC 1), 11=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9.3 oc pudins. SOT CHORD Rigid ceiling directly applied or 7-4-7 no bracing. FORCES. Qb)- Max. CompJMax. Ten. -All forces 250 Qb) orless exceptwhen shown. TOP CHORD 1-2=3301/1099, 2-3=3248/1113, 3-0=2888/1051, 4-5=2638I1010, 5-6=3280/1257, 6-7=3280/1257, 7-8=2638/1010, 8-9=2888/1051, 9-10=324811113, 10-11=3301I1099 BOT CHORD 1-18=965/2974, 17-18=96512974,16-17=111713216, 15.1 fi=1117/3216, ' 14-15=1115/3216, 13-14=111513216, 12-13=961/2974, 11-12=-961/2974 WEBS 3-17=-003/292, 4-17=-2081782, 5.17=-840/361, 7-13=840/361, 8.13=2081782, 9-13=-003/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf h=15$ Cat 11; Exp C; End., GCpl=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 nonconcu ent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atoint(s) except at -lb) 1=497, 11=497. LOAD CASE(S) Standard 01 rues Was ypa 1452-A A7 HIP1 =,"— Job Reference o tonal .dAnc 1— wntl umr 1n 11 Al- 3 JMR Pwna 1 — ID:EaPOUIwGWA016wS07vTFdz75cK-jta496kKA97C9KadLe c e ey _ 5-d14 &6-0 17-2.9 249-7 32ti-0 3G-11-2 42-0-0 5-d14 4S2 7'mi 7-F13 7 1 45-2 5-614 5x7 = 5.00 12 4 1.5x4 II 3x6 = 3x4 = T9 5 6 7 5x7 = 6 Dead Lead Deb. - 5/16 in 17 16 15 3x4 = Us = Us = 14 13 12 3x4 = 4x6 = 30 = 5x7 = 3z5 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Poo) I/deft L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.56 Vert(LL) 0.38 1415 >998 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.64 1415 >772 180 SCLL 0.0 Rep Stress Ina YES WB 0.77 Hom(CT) 0.15 11 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 212 lb 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 ceiling directly applied orb-6-11 oc bracing. BOT CHORD 2z4 SP M 31 WEBS 1 Row at midpt 7-15 WEBS 2z4 SP No.3 SLIDER Left 2x6 SP No.2 2.3-6, Right 2x6 SP No.2 2-3-8 REACTIONS. (size) 1=0-8-0 (min. 0-15), 11=0-8-0 (min. D-1-8) Max Harz 1=-73(LC 9) Max Upli tl=523(LC 5), 11=523(LC 4) Max Gravl=1529(LC 1), 11=1529(LC 1) FORCES, Pb) -. Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 1-2=327311204, 2-3=3219/1211, 3-4=3046/1137, 45�3899/1574, 5-6=-3899/1574, 8-7=389911574, 75=3900/1575, 8-9=-304611136, 9-10=-3219/1211, 10.11=3273/1204 BOTCHORD l.17=1057t294O. 16-17=-93712793, 15-16=-93712793, 14-15=-1429/3900, 13-14=934/2793, 12-13=-934/2793, 11-12=1054/2940 WEBS 3-17=176/264, 4-17=-14/368, 4-15=559/1341, 5-15=434/329, 7-14=-474/330, 8-14=560/1342, 8-12--14136B, 9-12=176/264 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst,, BCDL=5.0psg h=15ft; Cat II; Exp C; Encl.. GCpl=D.1 B; 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 nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (irib)1=523, 11=523. LOAD CASE(S) Standard -CE -����i� r _ 1 A � � AOF �STA OF / I 7 oI russ Cuss I ype My Demand Lek. - Lot 60 1452-A A9 aPECIAL jury I 1 1 Job Reference o wrial Southem Trues, Ft. Pierce, FL. M951 Run: 9.2305 Oct 21 2ula PMY azioa Qat 21 Zone MI leK IncYSNes, Inc. wec NOV 1411:42:24 ZOle V 5e l ID:EaPOUIWCVVA016wSD7VTFdZ75cK-B48SMSlyxT73nU9gvLtolV9VU9z4CFmgOAvbg5yJH7z 1.4-0 T30 9-0-0111-Fn 14314 21-M 27-8-2 29-2-0 31d0 34-6-0 IM 1.4-0! W1 11L-011-6.OI iNI F 6- 2 1 6-6-2 9-5- 31- I b2-o bz-0 Dead Load Deft. =7116 in Sx5 = 7xe G Us = 5x5 = 11 7x8 C US= 5x5= 5x6= Us= 5x6= 5x5= 14 42 0. 5-001 7.6a /4J-14 21d0 27-§2 34-GU 4o8(I 4U0.o A�1 uza MIT M se-z aa14 I IN to o� 64-0 1-aa Plate Offsets (X,Y}- [3:0-2-12,Edge], f [4:0-3-0,Edge], [5:0-0-3,0-3-4], [7:D-2-8,0-3-0], [9:0-5.13,0-3-0], [12:0-2-12,Edge], 115;0-0-11,0.1-10], [16:0-2.8,0-2-4], [17:D-2-0,0-3-4], 19:0-2-0.0-3-41.120:0-2-8,0-2-01.121:0-0.11,0-1-101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.58 18 >819 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT)-0.9018-19 >522 180 BCLL 0.0 Rep Stress Ina YES WB 0.78 Horz(CT) 0.15 15 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Welght 2261b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2,T4: 2x4 SP No.3 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 21=0-8-0 (min. 0-1-13), 15=0-8-0 (min. 0-1-13) Max Hoa21=81(LC 8) Max Upii021=626(LC 8), 15=485(LC 4) Max Gmv21=1564(LC 1). 15=1554(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purilns. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. JOINTS 1. Brace at Jt(s): 10 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=470/210, 2-3=-2779/1103, 3-5=3806/1587, 5-6=4048/1672, 6-7=4569/1841, 746=4569/1841, 8-9=4024/1556, 9-10=3784/1477, 10-12=3784/1477, 12-13=-2768/946, 13-14= 489/190, 3-4=261/119, 11-12=2951140, 9-11=290/126 BOT CHORD 1-21=235/489, 20-21 =-316/469,19-20=1010/2522, 18-19=1597/4048, 17-18=1481/4024, 116-17=817/2509, 15-16=217/512, 14-15=217/512 WEBS 2-21=1397/689, 2-20=6872036, 3-19=676/1700, 6-19=613/364, 6-18=219/577, 7-18�377285, B-18=-315/704, 8-17=637/393, 12-17=741/1755, 13-16=-645/2001, 13-15=1401/543 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=151q Cat. II; Exp C; Encl., 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 pat bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except at --lb) 21=626, 15=485. 6) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard M. 05 / STA OF f o Iru Na6 N66 ype y Oaklantl Lake -Let 60 1452-A HIP 2 Job Reference o 0onal . o.,...�..,,��.�„e,.,�,Vee;'.. v.eonuv w,x:rau tine raet ID:EePOUIwCWAO16w5O7vTFdz75cK-ctg67TngEOVeey[OaUpVt7n_LNIHPc2G477FRpy 7w 1-0-D 7.6-0 12.11-14 18-3-15 23-&1 29-0-2 34-6-0 46&0 2-0- 1-4A 62-0 SS_1 5d-2 5-0-2 12 SS-14 E2-0 Dead Load Deft. - 3181n 5.0b F12 5X7 = 1.5x4 II 3x8 = 4x8 = 1.Sx4 II 3x4 = 5x7 = 3 22 23 4 24, 25 265 27 6 28 7 29 30 318 32 33 9 ?� 6x9 \\ 6x9 1 2 10 11 o I� 3x5 21 20 34 35 78 18 36 37 3817 39 40 41 1842 43 15 14 44 45 46 13 0 123x5- Sx5 - 3x8 M18SHS= 1.Sx4 11 3x8 = 3x5 = 5x5 = 3x8= 54 WB= +0 1 73-0 tU"N' 18316 23A-1 2882 348-0 4D80 -0-0 e-2-0 a 14 4 42-0-0 Sd2 SL2 S 14 6-2-0 D4-0 Plate Offsets (),Y)- [2:0.2-8,0.3-0], [3:0-5-4,0-2-8], [6:0-3-1;,Edge], [9:0-5-4,08,63-0], (12:0-0-11,0.1-10], [13:0.2-8,0-2-g], [19:6-3-m-i-a], [20:0-2-8,0.2-0), [21:0-0.11 o-t•1ot LOADING(psf) TCLL SPACING- 2-0-0 C51. DEFL in Qoc) 1/deft Ud PLATES GRIP 20.0 TCDL 7.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) 0.60 16-17 >787 240 MT20 2441190 SCLL 0.0 Lumber DOL 1.25 BC 0.51 Vert(C) -0.8316-17 >568 180 M185HS 244/190 Rep Stress Ina NO WE 0.80 Horz(CT) 0.12 12 n/a We BCDL 10.0 Code FBC2017/RPI2014 Matdx-S Welght' 432lb FT= 10°/ LUMBER- BRACING. TOP CHORD 2x4 SP M 31 SOT CHORD 2x4 SP TOP CHORD Structural wood sheathing directly applied. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 21=0-8-0 (min. 0-1-8), 12=0.8.0 (min. 0-1-8) Max Horz21=57(LC 8) Max UPIA21=1298(1-C 5), 12=1298(LC 4) Max Gmv21=2852(LC 1), 12=2852(LC 1) FORCES. (lb): Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=764/353, 2-3=5434/2601, 3-22=7744/3791, 22-23=7743/3791, 4-23=774313791, 4-24=7743/3791, 24-25=-7743/3791, 25.26=7743/3791, 5-26=-7743/3791, 5-27=9097/4437, 6-27=9097/4437, 6-28=-9097/4437, 7-28=9097/4437, 7-29=909714437, 29-30=-9097/4437, 3D-01=9097/4437, 8-31=9097/4437, 8-32=7754/3797, 32-33=7755/3797, 9.33=7755/3797, 9-10=-5432/2600, 10-11=767/359 BOT CHORD 1-21=3687766, 20.21=4261766, 2(1.34=2311/4943, 3435=2311/4943, 19-35=2311/4943, 19-36=4335/9118, 18-36=-433519118,1837=-0335/9118, 37-38=4335f9118,17-38=4335/9118, 17-39=-4335/9118, 39-00=4335I9118, 40-01=4335/9118, 16.41=4335/9118, 1642=368N7754, 42-43�368217754, 15-43=368211754, 15-04=3682/7754, 14.44=36821/754, 14-45=2307/4941, 45-46=230714941, 13-46=2307/4941, 12-13=3741770, 11-12=3741770 WEBS 2-21=2569/1274, 2-20=1990/4224, 3-19=157a/3274, 4-19=572/500, 5-19=16151767, S-17=0/430. 7-16=553/491. 8-16 _745/1578, 8-14=1388/886, 9.14=1587/3289, NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3°) nails 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 20 -1 row at 0-9.0 oc, member 203 2x4 - 1 row at 0-9-0 oc, member 19.32x4-1 row at 0-9-0 oc, member 4-192x4-1 row at 0-9-0oc, member 19-52x4-1 row at 0-9-0 oc, member 5-172x4-1 row at0-9.0oc, member 1652x4-1 row at 0-9-0 oc, member7-162x4-1 row at 0-9-0 oc, member16.82x4-1 rowat O-9-0oc, member B-14�\\ �\ jljl 2x4-1 row at 0.-Ooo, 9member14-92x4-1 rowat O-Mcc, member13-92x4-1 row at0.9-0oc, member 13-102x4-1 now at 0.9-0!a' \P�____� 2) All loads are considered equally applied to all plies, except H noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to p)Z- <j,�' �CEN connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. \ �- & 3) Unbalanced roof live loads have been considered for this design. i 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.W; BCDL=S.Opst; h=15f; Cat. II; Exp C; End., G� ! p MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ! 1 5) Provide adequate drainage to prevent water pending. - L6b�0 plates unless otherwise indicated. 1\ -TA E OF Job truss I CussI ype y Oa antl ake- of 60 1452-A ABG HIP 1 2 Job Reference o fional SouOrem Truss, FL Pierce, FL, M51 Run: 8.230 s Od 212018 Pmtt We a Od21 20lu Mrek lndustriav, Inc Wed Nu+1 12:4227 2015 Pa e 2 ID:EePOUIwCVVA016wSO7vTFdz750K-cfgb7TngEOVeeytOaUQVf7n INiHPc2G477FRQyJFl7w NOTES- 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile 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 Ib down and 238 He up at 7-6-0, 94 lb down and 139 lb up at 9-6-12, 94 Ile down and 139 lb up at 11-6-12, 94 Ile down and 139 Ile up at 13.6-12, 94 Ile down and 139 Ile up at 15-612, 94 Ile down and 139 Ib up at 17-6-12, 9416 down and 139 lb up at 19-6-12, 94 He down and 139 It, up at 21-0-0, 94 lb down and 139 lb up at 22-54, 9416 down and 139 He up at 24.5-0, 94 lb down and 139 It, up at 26.5-0, 94 lb down and 13916 up at 28-54, 94 Ib down and 139 lb up at 30-54, and 94 Ile dawn and 139 lb up at 32-5-0, and 1761b down and 238 lb up at 34-6-0 on top chord, and 252 Ib down and 123 Ile up at 7.6-0, 70 He down at 9-6-12, 70 lb down at 11-6.12, 70 He down at 13-6-12, 70 lb down at 15.6-12. 70 Ile down at 17-6-12, 70 Ile down at 19-6-12, 70 lb down at 21-0-0. 70 He down at 22-54, 70 Ile down at 24-54, 70 Ib down at 26-54, 70 Ile down at 28-54, 70 It, down at 30-54, and 70 Ile down at 32-54, and 252 lb down and 123 lb up at 34-54 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.3=54, 3-9=54, 9-11=54,1-11=20 Concentrated Loads cab) Vert 3=129(B) 6=94(B) 9=129(B) 2D=252(B)13=252(13) 22=94(B) 23=94(B) 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(8) 35=47(B) 36=47(B) 37=47(B) 38=-47(B) 39=47(B) 40=47(8) 41=-47(0) 42�47(13) 43=47(13) 44=47(B) 45=47(B) 46=47(B) -134 05 8TA z OF r �i C(��•<ORIDP: ���� Job ruse russ ype y Oakland Lake - Lot 60 1452-A a1 COMMON 1 1 'onal Job Referenceo soutnam Truss, Frwerm, FL., 34951 15cOID EePOUIWCWA06wSO7vTFdz7K�cfgb7TngEOVUQVf7n2dNfwPmxf477FROyH7w 6-2-7 10-8-0 15-1-7 20-0-0 0-2-7 4-5-9 4-5-7 5-2-9 Dead Load Den. =1/8 In 4x4 = It LOADING(pst) SPACING- 24)-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 SLIDER Right2x6 SP No.22-0-10 CSI. DEFL. in Qoc) Well L/d PLATES GRIP TC 0.70 Vert(LL) -0.12 1-9 >999 240 MT20 2441190 BC 0.66 Vert(CT) -0.26 1-9 >968 180 WB 0.17 Hom(CT) 0.04 6 n/a rda Matrix-S Weight: 961b FT=10% BRACING - TOP CHORD Structural wood sheathing directly applied or 44-0 oc pudins. BOT CHORD Rigid calling directly applied or B-8-5 oc bracing. REACTIONS. (size) 6=0-8.0 (min. 0-1-8), 1=0-8-0 (min. 0-15) Max Horz 1=81(LC 9) Max Upllfl6=252(LC 9), 1=258(LC 8) Max Grsv6=740(LC 1),1=740(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-2>1381/484, 2-3=12061440, 3-4=1121/405, 45=1215/442, 5-6=-1274/428 BOT CHORD 1-9=457/1224, 8-9=204/837, 7-8=204/837, 6-7=-319/1093 WEBS 2-9=290/272, 3-9=1821449, 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.OpsF, h=15ft; Cat II; Exp C; Encl., GCpi=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joint(s) except at -lb) 6=252, 1=258. LOAD CASE(S) Standard Job mas I rase I ype Uty Viy Oa and Lake - Lot 60 1452-A 92 COMMON 1 1 _ Job Reference (optional) Southern Trues, FL Pierre, FL, U951 Run: 9.230 c Oct 21 ZOIa Pnnt e23a s OC 21 2ma MTek Industnes, Ina Wed Nov 141242:28 21118 Pa e 1 ID:EePOUIwCVVA016WS07vTFdz75cK-4rOzCpoT7idVG6SbBBxkBLKDNm7980HOJntpuy9H71 11-0 G27 10-0-0 1p.g� 157-] 204-0 i 6-2-7 �dS 1p&01 39-7 I 52-9 Dead Land Dee. = 118 in 3x4 = 5x5 = 3x4 = t 1-6-0 7-11-13 13-0-2 20-4-0 1-M a-11-13 5l5 6-11-14 Plate Offsets (X.Y)- 11:047-01-3-2t (1 •G-1-14 0-0-2t (3:0-2-0 0-2-11t r4:0-2-e D3-0t r5.0-2-0 D.2.111 (B:0-0-4 0-0.5] - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 4-11 >999 240 MT'20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-11 >950 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.03 8 nla n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 95 lb FT= 10% LUMBER - TOP CHORD 2x4 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. D-1-8),1=048-C (min. D-1-8) Max Harz 1=76(LC 9) Max Upllft8=247(LC 9), 1>253(LC 8) Max Gmv8=740(LC 1),1=740(LC 1) BRACING - TOP CHORD Structural wood sheathing dimc8y applied or 4-2.13 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-1D-12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -Al tomes 250 (lb) 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=12681413, 3d=1066/416, 4-5=9951389 BOTCHORD 1-11=43611215, iD-11=192/839, 9-10=192/839, 8.9=-305/1088 WEBS 2-11=2681258, 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) Vasd=124mph; TCDL=4.2psh BCDL=S.OpsF, h=151q CaL II; Exp C; Encl., GCpl=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 nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 10D lb uplift st)oint(s) except (It -lb) 8=247, 1=253. LOAD CASE(S) Standard M. �10EN,p��T�i P� OS �t At p 1t STA OF jO�F RIDL- /��\� s of III 111NG�\\� i! 01 mas mss yps y Oa and Lake-Lut6o 1452-A B3 HIP 1 1 Job Reference (optional) Southern Tula, FL Place, FL, M951 Run: EaPO a OC 21 201E Ynne E.230 a Oct 21 2m8 Mi po I?ic[V 6 Inc. Wed Nov 1412.42.26 2916 PagH� ID:EaPOUIwCWA016wSO7vTFdz75cK-4rOzCpoT7idVG6SbeBxkBLK9Nrnz_BEJOJntpzsyJ 8-0-0 i 13d-0 zl - -u 8-0-0 o 7-0-0 04 = 2 Dead Load Deg. =118 In 5x7 = ...... 3x6 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.95 Vert(L-) -0.13 1-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.28 1-7 >852 180 BCLL 0.0 Rep Stress Ina YES WB 0.10 Hom(CT) 0.04 4 n/a nla BCDL 10.0 Code FBC2017ITP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x6 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right 2x4 SP No.3 REACTIONS. (size) 4=0-8-0 (min. 0-1-8), 1=0-8-0 (min. 0-1-8) Max Horz 1=61(LC 8) Max Upliftt=228(LC 9), 1=235(LC 8) Max Gnw4=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, 3-4=1228/380 BOT CHORD 1-7=290/1112, 6-7=270/1061, 5-6=270/1061, 4-5=273/1056 WEBS 2-7=01262 PLATES GRIP MT20 2441190 Weight 91 lb FT = 10% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7.10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; CaL 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.50 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 nonconconent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except (jl=-lb) 4=22B, 1=235. LOAD CASE(S) Standard M. B4 �10E/VS /r P ^ O5 1i 11 STA E OF / DNA' I Job Imes I mss I ype y Oakland Lake - Lot 6o 1452-A 134G HIP 1 1 Job Reference (optional) soumem imss. rr. rierce.r�. sgam n„n. o.�.,,,s wv'z, 2UjGF,, uc.cal.,....;_�.,,....�,��w.mu............ ID:EaPeUIwCVVA016wSO7vTFdz75GK-0fOzCpoT7idVG65b8BxkBLKFBm008BoOJntpm H7v 60-0 10-B-0 15-0-0 214-0 6-0-0 4.8-0 4-8-0 6-D-0 4x7 = ix4 II 4x7 = Dead Load Dell. =1116 in 5x5 = 1x4 II 3x4 = 1x4 II 5x5 = LOADING(psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 7.D Lumber DOL 1.25 BC 0.60 BCLL 0.0 Rep Stress Ina NO WS 0.26 BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.3 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 Horz 1=46(LC 9) Max Upliftl=541(1-C 8), 7=541(LC 9) Max Grav1=1109(LC 1), 7=1109(LC 1) DEFL in Qoc) I/deft Ud PLATES GRIP Vert(LL) 0.15 9 >999 240 MT20 2"1190 Vert(CT) -0.21 9-11 >999 180 Horz(CT) 0.07 7 n/a n/a Weight 103 lb FT= 10% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc puriins BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250.(lb) 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=-2600/1400, 14-15=2600/1400, 5-15=2601/1401, 5-6=2213/1160, 6-7=2284/1147 SOT CHORD 1-11=1004/2041, 11-16=-1005/2055,10-16=1005/2055, 9-10=1005/2055, 9-17=1004/2055,17-18=-1004/2055,8-18=1004/2055,7-8=-100312D41 WEBS 3-11=28/342, 3.9=-M7/683, 4-9=-453/404, 5-9=-347/683, 5.8=291341 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=5.0psF h=15ft; Cat. II; Exp C; Encl., GCpl=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 psi 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 It, uplift at joint(s) except at--Ib)1=541, 7=541. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)121 lb down and 169 Ib up at 6-0-0, 57 lb down and 107 lb up at 6-0-12, 571b down and 107 lb up at 10-0-12, 57lb down and 107 lb up at 11-3-4, and 57lb down and 107 lb up at 13-3-4, and 121 lb down and 169lb up at 154-0 on top chord, and 106 lb down and 100 lb up at 6-D-0, 41 lb down at 8-0-12, 41 lb down at 10-0-12, 41 lb dawn at 11-34, and 41 lb down at 13-3-4, and 106 lb down and 100 lb up at 15-3-4 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 �I I I I I/ 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 \ M Bl // Uniform Loads (plf) \\ �P Veit 1-3=-54, 3-5=54, 5-7=-54, 1-7= 20 Concentrated Loads (lb) Vert: 3=74(B) 5=74(B)10=27(13) 11=106(B) 8=106(B)12=-55(8)13=55(13) 14=55(B)15=55(B)16=27(8)17=27 B � �\'L �ir 11� STA F . _O S � t Job Twss russ I ype kXly Wry Oakland Lake - Lot 60 1452-A cl COMMON 2 1 Job Reference (optional) E 3oumem 1 MS. rL Ylerce, M., J9 el 4x4 = 3 Dead Load Dell. = 3116 in LOADING(psf)' SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.6 Plate Grip DOL 1.25 TC 0.72 Ver (LL) -0.17 1-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.35 1-6 >558 180 BCLL 0.0 Rep Stress Incr YES WE 0.16 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-S Weight 67lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc pudlns, except SOT CHORD 2x4 SP No.2 and ver9cals. 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) 6=D-BA (min. 0-1-8), 1=04i-0 (min. 0-1-8) Max Horz 1=B6(LC 8) Max Uplffi=206(LC 9), 1=213(LC 8) Max Grav5=608(LC 1), 1=608(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1054/388, 2-3=814/280, 3-4=866/254, 4-5=530/246 BOT CHORD 1-7=377/928, 6-7=377/928, 5-6=1711717 WEBS 2-6=303/248, 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) Vasd=124mph; TCDL=4.2psf; BCDL=5.gpsh h=151t; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 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 Ib uplift at joint(s) except (It=lb) 5=206, 1=213. LOAD CASE(S) Standard 0CEN&-, 7F0 Job russ ruse ype y Oakland Lake -Lot 60 1452-A C2 COMMON 1 1 Job Reference (optional) scumem Truss, FL Pierce, FL, 34951 Run: 8.230 s 0421 2018 Pdnt 8.230 s Oct 212018 MRek Indust ies, Inc. Wed Nov 1412:42:29 2018 Pa e 1 ID:EePOUIwCV VA016wSO7vTFdz?ScK-Y1yL09o5m?IMuFl nivTzkYsOnAKMtglZYRcMVly.�H7u s57-1a4 -00 0.17-0-0 7-1zz 9o-0o-I 7-0-0 3 Dead Load Defl. - 31161n 3x4= 7x411 53x4= 1.0-0 1-4-D 9-0-D 17-o-o 19090 1-0 a a-o-o 1 Plate Offsets (KYl— f1:0-0-0 1-3-21 f1:0-1-14,0-0-21 13:D-2-0.0-2-111,15:0-2-0 0-2-117 16.0-0-40-2-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 1-8 >999 MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.36 1-8 >541 140 180 BCLL 0.0 Rep Stress Incr YES INS 0.15 Horz(CT) 0.02 7 n/a n/a BCOL 10.0 Code FBC2017/TPI2014 Matrix-S Weight 67 lb 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=0-6-0 (min. 0-1-8), 1=0-8-0 (min. 0-1-8) Max Hom 1=78(LC 8) Max UpliR7=197(LC 9), 1=205(LC 8) Max Grav7=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=1041/362, 2-3=828/264, "6 889/242, 6-7=526/235, 3-0=744/273, 4-5=-744/273 BOT CHORD 1-9=346/914, 8-9=346/914, 7-8=164t744 WEBS 2-8=281/219,4-8=28/398 Structural wood sheathing directly applied or 5-0-2 oc pudins, except and ver9cals. Rigid ceiling directly applied or 9-10-14 cc braclng. 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=15f0 Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water porn ing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at -lb) 7=197, 1=205. LOAD CASE(S) Standard Job I ma5 I m6a I ype Ijiy Oakland Lake -LW 60 1452-A C30 HIP 1 1 Jab Reference o Bonal j5mlhem Trus, Ft. PIM%FL., 3 Ubl 4x7 = 12 13 4x4 = Dead Load Defl. =118 in LOADING(psf)' SPACING- 2-0-0 CS'. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.78 Vert(LL) 0.21 B-10 >892 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) .0.31 8-10 >602 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Hom(CT) 0.02 7 nla n/a BCDL 10.0. Code FBC2017ITP12014 Mafrix-S Weight 72 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc pudins. 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=D-8-0 (min. 0.1.8) Max Harz 11=46(LC 8) Max Uplitll1=-462(LC 8), 7=-462(LC 9) Max Grav11=928(LC 1), 7=928(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1 198/606,2-3=1356/721, 3-12=1192/683, 12-13=-1192/683.4-13-11921683, 45=1356, 720, 56=1198/606 BOT CHORD 1-11=592/1184, 10-11=606/1184, 9-10=604/1192, 9-14=604/1192, 8-14=604/1192, ' 7-8=592/1184, 6-7=59211184 WEBS 2-11=-463/318, 3-1 0=0/285,4-8=0/284, 5-7=-463/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE,7-10; Vu8=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Dpsf; h=1511; 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 ponding. 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 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 lb up at 6-0-0, 55 Ib down and i107 lb up at 8-0-12, and 55 lb down and 107 lb up at 9-11-4, and 121 lb down and 1691b up at 12-0-0 on top chord, and 106 to down and 100 Ib up at 6-0-0, 41 lb down at B-D-12, and 41 lb down at 9-11-4, and 106 lb down and 100 lb up at 11-11 4 on bottom chord. The design/selection of such connection 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 Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=-54, 3-41=54, 4-6=54,1-6=20 Concentrated Loads (lb) Vert:8=74(F) 4=-74(F) 9=27(F)10=106(F) 8-106(F) 12=-55(F) 13=55(F) 14=27(F) -\CEIV& P 05 11 1 STA OF 7 Job Truss ruse I ype Qty Ply Oakland Lake - Lot 60 1452-A mo JACK 4. 1 Job Reference (optional) Soulhem Truss, FL Pierce, FL, 34951 2x6 II 1-0-4 11-9-14 5-6-6 B-0-4 U5 1-4d 0.5-11 3A-8 2-9-14 0. 1 Plate Offsets (XY)— t2:0-D-8,0-1-121, 17:0.1.10,1-8-61,17:0-0-0.0-1.121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ildell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.07 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.09 6-7 >834 180 BCLL 0.0 Rep Stress Ina NO WS 0.06 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight 30 lb FT = 10 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=10echanical, 5=Mechanical, 7=0-11-5 (min. 0-1-8) Max Horz7=123(LC 4) Max Upl11114=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, (lb) -. Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat 11; 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 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girde(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 OD 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 dawn and 110 lb up at 2-11-0, 30 Ito down and 110 lb up at 2-11-0, and 26 lb down and 52 lb up at 5.8-15, and 26lb down and 52 lb up at 5-0-15 on top chord, and 71 lb up at 2-11-D, 71, lb up at 2-11-0, and 5lb down and 2Ib up at 5-8A6, and 5lb down and 2lb up at 5-&15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=64, 1-5=20 Concentrated, Loads (lb) Vert 8=72(17=36, B=36)10=94(F=47, B=47) Job Inuss Truss Type y Oakland Lake-Lot66 1452-A CJ7 JACK 2 1 Job Reference o Bonal southern Imes, M Plen:e. tL.,: 9a 1 nun:o.aeue.aai.-1,..—.. 11 �,,,o �=u= ID:FaPOUIwCWA016 WS07vTFdz75cK-OE WkdVpjXJtDVPaFc_CGmPbfal6c6ljm5Mv21yJH7l 1-9-14 6-4-7 10-5-12 -o-an a0.n 4-1-5 1-0-4 1-9-14 6-4-7 10-5-12 10.5-12 1dd 10.5-11 4-6-9 I 4.1-5 0.0.1 Plate Offsets (X )]— f2:0-0-8 0.1-121 [2'0.1-71-7-141 f8:0.0.0 0-1-12] LOADING(psf) SPACING- 24-0 CSI. DEFL. in floc) 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 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 6.7 >999 180 SCLL 0.0' Rep Stress lnor NO WS 0.16 Horz(CT) -0.03 4 We n/a BCDL 10.0: Code FBC2017/TPI2014 Matriu-S Weight 41 to FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 8=0-11-5 (min. 0-1-8) Max Horz8=153(LC 4) Max Uplift4=-94(LC 4), 5=104(LC 4), 8=186(LC 4) Max Grev4=111(LC 1), 5=234(LC 1). 8=481(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) • Max. Comp./Max. Ten. - Al 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=108/383, 8.11=249/383, 7-11=-249/383, 7-12=249/383, 6-12=249/383 WEBS 2-8=303/190, 3-6=4311281 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 3) Refer to girder(s) for buss to truss Connections. 4) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100lb uplift atjolnt(s) 4 except (jt=lb) 5=104, 8=186. 5) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 5-0-7, 23 lb down and 38 lb up at 5-0-7, and 51 lb down and 93 lb up at 7-10-6, and 51 lb down and 93 no up at 7.10.6 on top chard, and 4lb up at 5-0-7, 4 Ito up at 5-0-7, and 21 lb down at 7-10-6, and 21 It, 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) Standard 1) Dead + Roof 'Live (balanced): Lumber Increase=1.25', Plate Increase=1.25 Uniform Loads(p0) Vert: 1-4=54, 1-5=20 Concentrated Loads (lb) Vert:'1 O=39(F=19, B=19)12=24(F=12, B=12) �, M. 84��/qq//'�//rr �10ENS�` P 5 � I r I STA E OF / I' Job rase Inuss lype City y OoWand Lake- Lot 60 14M-A J1 JACK 4 1 Jab Reference o Lionel sauthem Truss, FLI Pierce, FL., 34a51 nun...cauu —a. cu...,.... .......... ........ .... . . .. ID:EaPOUIwCWAOi6wS07vTFdz75cK-U036grgLId747ZBApJV rpz ta_BpLbcs7157aBy H7s 1-6-0 1-6-0 LOADING(pal) SPACING- 2-0-0 CSI. DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 1 ntr 120 MT20 244/190 TCDL 7.0' Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix-P Weight 51b FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 2=Mechanical, 3=0-84 (min. 0.1-8) Max Hom2=124(LC 1), 3=124(LC 1) Max Upli112=54(LC 8) Max Grav2=95(LC 1), 3=29(LC 3) FORCES. (lb) -. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc puriins. BOT CHORD Rigid calling directly applied or B-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., 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 lead 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 Ito uplift at joint(s) 2. 5) Non Standard bearing condition. Review required. LOAD CASE(S) Standard M. �iCENs��T��/i 1 -0 1 STATE OF J _ �NALIENG Job rues I lush I ype UTY Fly Oakland Lake - Lot 60 1452-A J2 JACK 8 1 Job Reference (optional) Southern Truss, FL Pence, FL., 34951 B D 8.230 3 OwCWA015wS z5rJC-U036 b.z3u s O 4ek no usin s _Inc. Wee Nov 14 12:42:31 2015 Peg 1 qrq BApJVRpzys0A7LbFs715TeByJH7s III 14-0 1-o-0 I Vo z Plate Offsets (X,Y)—12:0-0-12,0.1-121,12:0-1-11.1-2.81.15:0-0-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in goo) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(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 Ina YES WB 0.02 Hone(CT) -0.00 3 nfa Na BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight 71b FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-B-0 (min. 0-1-8) Max Horz5=43(LC B) Max Uplift 34(LC 1), 4=43(LC 1), 5=-66(LC 8) Max Gmv4=5(LC 8), 5=223(LC 1) FORCES. (lb) - Max. Comp.IMaX Ten. - All forces 250�(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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; BCDL=5.0psf; h=151t; Cat 11; Exp C; Encl., 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 nonconcum nt 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) 3, 4, 5. LOAD CASE(S) Standard Job Truss Iruss type Uty OaMand Lake - Lot 60 1452-A J3 JACK 4 jV1y 1 Jab Reference (optional) Southem Tmss, R. Pierce, FL, Mast Run: 8.230 s Oct 2121318 Pn� 8.230 6 Oct 21 2018 MTex Industries, Inc. Wed Nov 14 12:42:31 2078 Pa a i - ID:EaPOUIwCVVA016wSO7vTFdz7ScK-UQ36grgLId747ZBAPJVRpzysE—BBLb9s715TeBy�H7s 1-4-0 3-6-0 ' 1-4-0 2-2-0 1-0-0 3-&0 1410 2-6-0 Plate Offsets (X,Y)— t2:0-0-12,0-1-121, f2:0-1-11,1-2-BL f5:0-0-0,0-1-121 LOADING(psf) SPACING- 2-13-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0� Plate Grip DOL 1.25 TC 0.08 Vert(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 Ina YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight 121b FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. D-1-8) Max Haz5=72(LC 8) Max UpIIft3=48(LC 8), 5=62(LC 8) Max Grav3=38(LC 1), 4=28(LC 3), 5=208(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-D oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=1511; 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 pet bottom chord live load ❑onconcurrent 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 stjoint(s) 3, 5. LOAD CASE(S) Standard o I ruse russ Type Qty Ply Oakland Lake - Lot 60 1452-A AJACK 9 1 Job Reference (optional) Sourhem Tmsa , FL Pierce, FL, M951 nun: a.[au s um n zma rrm a.zau s umn euio mi i ea inousmes, me nw ID:EaPOUIwCWA016wS07vTFdz?5cK-UQ36grgLId747ZBApJVRpzys6—A6L64s715TaBy H7s 10 4-0-0 1-4-0 2A-0 1-0 0 4-0-0 Plate Offsets (X Y)— r2:0-0-1z 0-1-121, t5:0.1-e 1-2-Dt t5:0-0-0 0-1-1z) LOADING(psf)I SPACING- 2.0-0 CSI. DEFL. in goo) Wed Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.09 Vert(LL) -0.00 45 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 45 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight 13 It, FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-9-0 (min. 0-1-8) Max Horz 5=83(LC 8) Max UpIi03=59(LC 8), 5>66(LC 8) Max Gmv3=54(LC 1), 4=40(LC 3), 5=220(LC 1) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsf; h=15R; Cat II; Exp C; Encl., GCpl=D.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 noncancument 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 Jov Inuss I was I ype LIty My Oakland Lae - Lot 60 1452-A JS JACK 4 1 Jab Reference o donal SouOem Truss, FL Pierce, FL, 34e51 I0:EaPOUIwCWAO1 6w507vTFdz75cK-ycdU26rz3w7zljmAAN10gMBU770V_4221EPrO6dyJH7r Plate Offsets KY)- f2:0-0-12 0-1-121 15:0-1-81.2-01 I5:0-0-0 0-1-121 LOADING(psf) SPACING- 241-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) .0.01 4-5 >999 240 MT20 244/19D 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 Harz(CT) -0.01 3 nla We BCDL 10.0 Code FBC2017frPI2014 Matrix-P Weight 18lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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 Upll113=93(LC 8), 5=80(LC 8) Max Gmv3=96(LC 1), 4=71(LC 3), 5=267(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purilns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3second gust) Vesd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=1511; 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 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) 3, 5. LOAD CASE(S) Standard P 5 i I STAi-E OF / Job Truss I was I ype y Oaldand Wke-LalfiO 1452-A J6 JACK 10 1 Job Reference o tlonal 12 '4' 18P 1 Soulhem Truss , FL Plen e. FL, 34951 Run: 8.230 s Od2 2018 Pnrr, 8.230 s Oc121 2018 RTek lndustdes, [no Wed Nov l4 . 232 20 age ID:EaPOUI W CWA016wS07vTFdz75cK-yedU2Bm3w7xljmMN1 OgMBU-70UC42x7EPrO6dyJH7r 1-0 0 6-0-0 1-4-6 I 4-B-0 M0 &0-0 5-0-0 Plate Offsets (X Y)— (2�0-0.12 0-1-12t (5:0-1-a 1-2.01 15:0-0.0 D-1-121 LOADING(psf) SPACING- 240-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 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 nla n/a BCDL 10.0 Code FBC20171TPI2014 Mabfx-P Weight 19 lb FT =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 Herz5=124(LC 8) Max UpIi03=104(LC 8), 5=85(LC 8) Max Grav3=109(LC 1). 4=81(LC 3), 5=283(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 no pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF, h=15ft Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) 5 except gt=lb) 3=1 D4. LOAD CASE(S) Standard o mss russ I ype Uty Fly Oakland La -Lot 60 1452-A J7 JACK 15 1 Job Reference (optional) Souffiem Truss , FL Plena, FL, 34951 2xs II rwn:e.zeus0namorhnce.enusLeineme mueemeusmaa, me. tree rvw w 141e..." rays, ID:EePOUIwC WAO16wSO7vTFdz?5cK-ycdU2Brz3w7xljmM,N1 OgMBUxJORE41 b?EPr06dyJH7r Dead Load Deft. = 1116 in Plate Offsets (XY)-I2:0-0-120-1-12] f5:0.1-81-2-07 r5:0-0-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Usti Ud PLATES GRIP TCLL 20.0' Plate Grip DOL 1.25 TC 0.51 Vergi-L) 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 I BCLL 0.0 Rep Stress Ina YES WB 0.08 Hom(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2017RPI2014 Matrix-P Weight 24 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP N0.2 WEBS 2x4 SP. N0.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0.8-0 (min. 0-1.8) Max Horz5=155(LC 8) Max Upiitl3=136(LC 8), 5=101(LC 8) Max Grev3=148(LC 1), 4=110(LC 3), 5=335(LC 1) FORCES. (lb) -. Max. Comp.IMax. Ten. - All forces 250 (lb) or less except When shown. WEBS 25=2951272 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTFS- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15fq Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (It -lb) 3=136, 5=101. LOAD CASE(S) Standard o rues russ ype y Wldand Lake - Lot SO 1452-A J5a MONO TRUSS 2 1 Jab Reference o Bonet Southern Truss, Ft. Pierce, FL, 34951 Wetl N.W12:42:322018 Page l 09MBU?pOVk420?EPrO6dyJH7r Plate Offsets (X Y)— 12:0-0-12 0-1-121 15:0.1.8,1-2-01, I5:0-0-0.0-1.121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TO 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 LumberOOL 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 n1a n/a BCDL 10.0' Code FBC20177TPI2014 Matrix-P Weight 18 lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=1VIechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) Max Hom5=117(LC 8) Max Uplift3=97(LC 8), 5=81(LC 8) Max Gre0=100(LC 1), 4=75(LC 3), 5=272(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc pudins. BOT CHORD Rigid ceiling directly applied or IG-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsF h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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 at)oint(s) 3, 5. LOAD CASE(S) Standard M. E4 i P305 f I i .n.r- _ 1 STAt OF '] a Job Truss I ruse I ype Lily My Oakland Lake - Lot 60 1452-A MV2 VALLEY 2 1 Job Reference (optional) 50UMem I Mss, rL Merce rl, A Wbl 20 0 .;.." a V=(l Q-Mr LLL.1u5 0xl"I.MI. In... R "-M l9.....;.1L v, - rage, ID:EaPOUIwCWA016wSO7vTFdz75cK-ycdU2BIz3w7xljmMN1 OgMBU2gOXx42r?EPrO6dyJH7r S MIS 2 3 LOADING(pst) SPACING- 240-0 CSI. DEFL in Qoc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) rda - We 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a rda BCDL 10.0 Code FBC2017frPI2014 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 pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0 (min. 0-1-8), 2=2-0-0 (min. 0-T S), 3=2.0.0 (min. 0-1-8) Max Hom1=26(LC 8) Max Upliftl=14(1-C 8), 2=-01(LC 8) ' Max Gmv1=47(LC 1), 2=34(LC 1). 3=25(LC 3) FORCES. (Ib) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=151 ; Cat II; Exp C; End., GCpi=0.16; 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 nonooncurrerd with any other live loads. 4) Bearing atjoint(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 lb uplift at joint(s)1, 2. LOAD CASE(S) Standard M. GENS� P 05 A\ i = � 1t STA I c OF r i���T� \ 0r ONA, I ENG?��\ n1 Job I russ I rush I ype y Oakland Lake-LM6a 1452-A MV4 VALLEY 2 1 Job Reference o Oonal aoumem „uss, rL rm, . ram, aaaoi wn: o.zeu 6 Van Lel a roll[c. u unn Lulemu e6 mausmea, run... rvw� a lL:4L:S1zme ra al ID:EePOUIwCVVAOl6wSO7vTFdz75cK-OpBsFWrbgEGoMtLYxkXWCIA4nrdpV59T3aae3y H7q 3 3 2x4 i 1.54 II I LOADING(psf)� SPACING- 240-0 CSI. DEFL. In poc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) We - rda 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) We - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(CT) 0.00 Na n/a BCDL 10.0 Code FBC2017/FP12014 Matrix-P Weight 13 lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 1=4-0-0 (min. 0-1.8), 3=4-0-0 (min. 0-1.8) Max Horz1=64(LC 8) Max Upllftl=35(1-C 8), 3=62(LC 8) Max Grevl=116(LC 1), 3=116(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudlns, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15fk 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 psi 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)oint(s)1, 3. LOAD CASE(5) Standard 0 H O Truss Iruss lype y Oakland Lake-1.060 1452-A MV6 VALLEY 2 1 Jab Reference (optional) n:e.ceu<me rnn, e.wus�an<meaer ID:EaPOUIwCVVAO16WS07VTFdz75d(-0pBsFWrbgEGoMtLYxkXvu012mlwpV59T3aae3y H7q 2 3 2x4 1.5x4 II I LOADING(psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.73 DEFL in Doc) I/deg Ud Vert(LL) n/a - We 999 PLATES GRIP MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a WE 999 BCLL 0.0 Rep Stress Inv YES WE 0.00 Horz(CT) 0.00 rda n/a BCDL 10.0 Code FBC2017/TP12014 Mablx-P Weight 20lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except SOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. REACTIONS. (size) 1=6-0-0 (min. 0-1-8), 3=6-0-0 (min. 0-1-8) Max Horz 1=105(LC 8) Max Upl t1=57(LC 8), 3=101(LC 8) Max Grav1=190(LC 1). 3=190(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; VuIY-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0pst h=15fq Cat 11; Exp C; End., GCpl=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 noncencurrent with any other live loads. 4) Provide mechanical connection (by otters) of buss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) 1 except (Jt=1b) 3=101. LOAD CASE(S) Standard `M. P 5 � r 1 A,. i = rA ILO LORIDP ONA I I ENG