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Home My WebLink AboutTRUSS PAPERWORKt SOUTHERN TRUSS COMPANIES Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 * Fax: (772) 318-0015 Job Number. J1900135 Customer. Ryan Homes LOf Name: Oakland Lake Address: City, ST, ZIP: General Truss Engineering Criteria & Design Loads Building Code and Chapter. FBC20171rP12014 Computer Program Used: MTek Version: 8.23 Oct 2 Gravity: Gravity; SeANNED 37.0 psf ROOF TOTAL LOAD N/A BY Mod BuildlngrAuthorliy: St. Lucie County 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County No. Date Truss IDN 1 02101/19 Al 2 02/01119 A2 3 02/01/19 AAA 4 02/01/19 A3D 5 02/01/19 AAA 6 02/01/19 A4D 7 02(01119 A5A 8 02/01/19 A5D 9 02/01/19 ABA 10 02/01/19 Aso 11 02/01/19 VA 12 02/01/19 A7D 13 02/01/10 A8 .14 02/01A9 A9G 15 02/01/19 A10D 16 02/01/19 A11DG 17 02/01/19 C1 18 02101119 C2 19 02/01/19 C3G 20 02/01119 CJ2 21 02101119 CA 22 02/01119 CA 23 02/01/19 CJ8 24 02/01119 D3G 25 02/01/19 J2 26 02/01/19 J2A 27 02/01/19 J4 This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentification and date of each drawing. Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Truss ID# 28 02/01/19 36 29 02101/19 JB 30 02/01/19 V4 31 02/01/19 V8 32 02/01/19 V12 33 02/01119 V16 34 02/01119 V19 Fi1je ro? Page 1 of 1 ,_ ) '_ ___.. f i .� _ �� ` �! _ � � - "t ' � - � �J . - _. ,� :. `` . ^� _ / '`� - ___ .'�� - �' t TYPICAL DETAIL @ CORNER. - HIP ~ NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 132.5# per Nail (D.O.LFactor-1.00) UP TO 265 = 2—t6d NAILS REa'O. nds toe nails only have 0.63 of Q UP TO 394i = 3-15d NAILS REWD. 'lateral Resistance Value. HIP GIRDER 12 1w5�& 9-9-5 CORNER JACK GIRDER use 2-16d toe nail Tc e 90. H7 Typical jack 45' attachment TYPICAL CORNER LAYOUr A A � use 3-16d `. toe nail 0 TIN k 2-16d 0-9a!N Typical Hip —jack attachment CHORD HANGERS FASTEN ER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — BC — — — — — —— 2-16dnails ———-- J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — —— — 2-16d 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 ---— IIMUM GRADE OF WMBER T.C. 2x4 tYYP2 LOADING (PSF) L D B.C. 2a4.GYP 2 TOP 20 WEBS 2i4 SYP 11a3 BOTTOM 00 10 SPACING 24r O_G SOUTHERN TRUSS Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 COMPANIES (600)232-0509 (772)464-4160 Fax:(772)31 ii-0016 Brian M. Bleakly Stmct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 I TYPICAL DETAIL @ CORNED - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (DA.I-Factor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. ALLOWABLE REACTION PER JOINT Q UP TO 265# — 2-15d NAZIS REO'D. Q UP TO 394$ — 3-16d NAILS REQ'D. 12 -O ;OA 1-0 J1 A �A J3 I i A S 0 A @ 1 j I use 2—"II16d ' H5 (HP GQiDEA) HIP GIRDER TC ac BC Typical jack 45 attachment TYPICAL CDRNER LAYOUT use 3-1 toe nail Typical Hip —jack' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — — — 2-1 Bd nails — — — — — J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — —— — —— 2-16dnails — — --- TC — — — — — —— 3-16dnails —- --— BC — — — — — —— 2-16dnails --——- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — • ' MINIMUM GRADE OF WM9ER LOADING (PSF) stiL WCB: Zsz T.C.7s4 SYP }2 L a Tsa3O17 Mo. - 2:4-SYP 2 TOP. 20 WEBS 2s4 SYP Nn3 naM Ba00 10 SQACAIG 24' 0.0 SOUTHERN TRUSS COMPANIES Fort Pierce Ds Hiivision 2590 N. Fort Pierce, FL 3495a1' (800)232-0569 (772)464-4160 IIUF//w..muemntrum Fox:(772)318-0016 Brian M. Bleakly Struct Eng #78051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-454-4160 E Hangers Face Mount Hanger Charts MiTel( :13FPR ...... ...... )a Luis r -asp 't, :C.; R064: .1 Ubw M)W*_ Fla tfix: aim, my my JL24 LLr24 20 1-9016 1 3 1.1'21 Is" - 14 0' ?2 lodZI-112 ::470.1540 4:5M 30- 1 5, li-I 1 lodxl-1/2 see M 1: as.- 320 1 R5, F2 4 IOdHDG 1 2 10dxl-lAMG . 465' SW 280 31, RI, &240U - 18 1-W6 3-lia I-IJ2 - F32 4 lGdHDG 2 10dxI-I/2H06 SSS . -535--1 GIs- GIs: '280: 2%4 1=24 UIS24 1B 1-MG 3-1/8 1-W41 I - 4 10d 2 10d 'S75* 775. WE 510 led 2 lodxl-12 See :'501 665" 380 SUW4 U24 is 1-9,16 3-1/4 2 1-3116 - 5. -L 4 16d 2 1 dXl-112 SM a-- 6R 2AO HD26 WS 14 1-SA6 3-1/2 2-112 1-1/8 Min 4 16d 2 led x 1412 615 GGS 1 74G' '30: Kl� Max 4 el 5 MS 7W so F2 J_� t .. ... 1-:15M a - 7* lodilli,22 BaS_ US' 656 840' REO-I Im. 650 . . . . . . i 6 'IDdk= GdXI-1/2HDGI M BDO SM' 73D.. 31. RI, fi+1.116d MG. 7,4 I0d)ClwI12HW a3O. .0 MG. 730, F32 'JUS26 1 a 4-13116.1474 4!1-. '47 10C. -.4. IrOd SM- IODD ION'l 1115 S, RS, F2 .1mims. ---_._'jAUS2fi, l2aS 17EH 1475 105 GGS - 131. R1, F32 SUH26 6 . 6' IS& 74: -led .75a No' 6 h,"lfid . jt4- A06m TAJ2 880 1 tom: 10BO M• n .... laa.� 11-W s _7116"..3 -14 J-,'..16d t '6 :'..'.16d Z76G I M40 13W 1,925 102q '-;14, ',3-112 2�:I'M �.112 4 '546d '27 48d, !2, 615 05 745. :3850 5. YAU , �4. 615 1 695 t 745 SM - R5, 'i-lis We. 4-1 i 1230 11390 11490 .780 F2 •123OFlMDI Hum;, &TK 8' 10d 1-1), 1490 825. 6 led 4 I lOdxl-lJ2 710.- WS I SM 650. JL26 U25 20 1 1-M6 "4 11 1-1/2 16/16 - 6 16d - —,171 _- 10dxl.112 960 IM 6w, &269:TZ LlIC26Z 18 I•M 4-112 I-lJ2 - - .6 IGdHDG 4 10dxl-112MG 31, Al, 6 16d HOG 4 lodxl-JtZHDr 0L 99500 103MS .730 1 F32 an LLMS 20 1-MG 6318 14A ISMS - 10. led a 10dxl-112 11M 1295 .1295 -855- S. FIG, F2 10 16d 6 10dxl-1,7 1400 16MJ17401 855-: a2BIRZ - 18 1-M6 6-118 1-112 - - a lOdMG 4 1 M -.930 1065 1 T160 730:' 31. RI, 16dHOG 4 flle. 1 10d x _112HM 1105 421511215 730 F32 •---Fi-- JJS26 UIS26 IS 1-2116 4-13116 1,V4 1 - 4 10d 4 IN lose me ills- . S.KF2 LUS28 18 1-9,16 6.0 1-V4 1 - 6 led 4 10d IM .12701 F375 .1115 2x8 NAW25 ULMS 18 I-M6 SAA6 2 1 IMM - 6 10d 6 lod IM 14751 IBBS- 865- 31. RI, MUM I MLWB 18 1-MG 7-1/16 2 1 - a led a 10d 1710 ISM.) Z140 IVO F32 SUH25 U26 16 1-WIG 5-118 2 1-116 - 6 led 4 lOdxl41Z ..750-1 B401 910. 755 6 16d 4 10dxl-lt2 880.1 10M 11080 755. I 1 1 a lad 6 10dxl.lf2 10M 1120 7210 800 SUH28 - 16 1-M6 6-518 2 1-3116 - a 16d 6 10dxl-1)2 1175 133511"0 BDO' HUS26 HUS28 16 1-M 5.7/16 3 2 - 14 16d 6 16d 2760 314013345 1925 HLIS28 N 16 1-51B 7-3/1 6 3 2 - 22 16d a 16d 4M ji F2 M028 RM 14 I-S116 5114 2-112 14 — a 16d 4 lOdxI_IT2 Z Max 13901 M 10 kfl '1540 .173911265-1 7 HMO KMO 14 1-816 7416 2-112 1-1 led ladxl,n .. I I 1)UP111hadshave been k=aSedGO%1arM1dwSe!M*Wa# bapermMed. 2) 16d drdm (0.148 cMLx 3-114* Iced maybe used ajM alft bble bad wtime 16d commas are sped5ed. This does not ap*10 JA HUS, MI6 SW=15 hwgas. 3) lbrJA Kr, and MUS bangers Ness mustbe &hw ate 301 ta4S'antgle ftwoughlbeldstartims laba the headarto achim thetabta WAL 4) NAR&-10dx1-12' rolls ate 0.148* cfiaxI-lJT bi% 10d ads are 0.148' dlLx3' long. 16drosare O.16r dhLx3-Ire ft Nzwpm&Ebwupdated Wodudb9amaganamdesignaladinbiweladL Eammdoandsh WtalnlessSteel MQW Coat MHDG WdpleZinc A w 112 Untirrued m next page Hangus Face Mount Hanger Charts WOW :Jot' SIZE: V .:AlfiniabbiLma maul-f - - Code- Rat --[:,�tjoht j f - D. 160% S"M JUS24-2 UIS24-2 18 1 3-1/8 1 3-71161 2 1 - 4 16d 2 16d riT. 7 325 S1Di24-2 LI24-2 16 3-1/8 3-118 1 2 1_118 _ 10d 2 10d - 756: :W.j SW .'380 A _L 6 l6d 2 --- 10d - AW �4000 �10W (2)2x4 R024-2 HU24-2 14 3-I)S 3-1/2 2-I2 1418 - 4 16d 2 -TOd 795- -'385 .1 H=4-2 - 14 3-11B 3-7/16 2 1 1 - 4 16d 2 16d `965.'1190 495-1 1 H=4-21F - 14 3-IJ8 3-7116 2 1 - 4 16d -2 76-4- ---SM --BUTI-040 -495 _jUS26m .72:4 19S26t;a- T-1-8,-. ALM . . . . . . . - .2 -.'.1 4' 16 . - .-4: AS& .40.40 -il- 85. 22 -T - 2R [[ 777-. .'3-IM. -S-1116 2 :10d 1M 1405 1515 755 All. 1470 1670 180D 755. HD24:2 I4,-,j 1.1fir lA! -Mm 2-1,2 -1-IA 2.'l lOd- 61 5- 05• 745 395 Wx(i ,4025-2--.. -'HLlS2&2r-:-;;44�j'4mI1S '-S-.114 1 -2. 1': Arid ':.4 1 16V 1085 1235 130D 1155 , HlIS2&2F- . ';lC 1?3-IJB: �'5-114 1 -.2 ..1 -4 06dj-*.4,. :Ifid IOU 1= 1300 -1155 N?o• A-14 3-110` 2-lJ2 '--I'll liWFI-2.-16d..V. .8 4 4. I 1230 IM 1490 780 6 - IM 2D854 2235 -.4170- -HUC&2. :'`:14:-- 3. 5.114 2-1 e,�: � [mVff n, t'll- 16d �A I d" 1230 1850 ism 11490 2085 122331. -.780. 1170'l 'Ah ax '12 JLM26-2 UIS26-2 18 3-118 5-1/4 2 1 - 4 16d 4 16d im liSs 122a, 1355 J=S-z UIS28-2 18 3-1/8 7-1/8 2 1 - 6 16d 4 16d 1325 1510 1645 1355 SUH26-2 U26-2 16 I 3-1/8 5-1116 I 2 l-lJS - 12 1, 9.� 14 " 1250 '1405 1515 - 755 755 10d 7474) 1670 - 1800 SUH2&2 - 16 3-1/8 6.114 2 1-1/8 - 12 10d 4 10d ISM 16M AB15 .755 755% 12T-16dT-4 lod -1765 -194511915 KW25-2 H11526-2 14 34/8 501 1 - 4 16d 4 16d 1085 2 IM '1155 HUS26-21F HLMC26-2 14 3-1/8 114 2 1 - 4 16d 4 led 1085 111 1300 1155 (2) 2xB HUS28-2 lil.W.9-2 14 3-118 7-1/8 2 1 - 6 16d 6 16d 1625 .1&901 7995I 1810 HUS28-21F HUSC28-2 14 3-1/8 1 7-118 2 1 - 6 lW- 6 16d 116251 IBM 1.1995 1810 1 5. HD26-2 HWG-2 14 3-118 5-114 I 2-12 1-1/8 . 12 16d 4 I ima JAWO -lago 2085 I 149a j.ZM 7Bo I I 1 1170 1 R5 . F2 6 HD26-21F Huc2r,-2 14 3-1A 1 5-1/4 12-112 Lan 8 Ird 10d -1230 -T850 :UW MOM 11490 1 - 780-1 hl�i 72- r, H028-2 HL128-2 14 3-118 7-1/8 2-1/2 1-1/8 Ago max 10 -i4- Ifid 4 6 led ISM 2155 1735 2430 1801-:780 2610 -1 1170 HD28-21F BUC28-2 14 3-1/8 7-1/8 2-112 1 Nfln 10 i6d [4 4 I(ld 1M 2M '173511865 Z 243ffi2etil ; 780: 7W - 1170 Max -1-4 IS.' 7�TO-J' -2:-:. l6d' 7 16d. 1 3M 1LM45 `JUMD-2-',- ALIS2110-2- 719--J.' 9-118,1 -2, Ll - 9.*..l 16d-- 16d-• 184 2105 22M M .7 --�AZ-,, !*-� i'IM- ".4. 10d - 15DO 16MI 1W 1. 755 , .12 '6 '.16d: "4 -iOd 1765, 1 1915 ' 755 :.0-* .16 is S-am 1-1/8 - 1 ' 16.' 167 71-10d 76-d, - .6 6 -I 2000 2245 2670 24201 F28M 1135. 1135 1 HU528-2 'RUM2 .-14 _3-1 ---1 A . . . . . . . . . . . . . . . . . . . . - .6 -S - F-.114, ;w '6.' ME law 1-0a5i 1810 14> .3-118f-7-1/11- -2':!-*J-qT-,,*-- -0 -0 �.-.lffd T. l6d: 1625 U50 1SE15i'llill) HD243-2- ••Ill. IS 'Maul L .... .. 4. 6 1 smw 55 21! 1 24391 wo 7770 HDikF, lil.IC2�e.. 14 -Sik 4. -4= .1 i-�� i6id 4 - a.., H� . 1540 2155 1735 2430 IM 1BIG '78D- 1170 •HUSZltl-z; HUS210-2 ."-14 .9-1/8 2 S', .:16d ',16d z78 246fil26M ALWD21EHUSMO-2-.14 -3118 -9- Vw Z. .1V 'S. -16d- 1S- TAld T170 2465 2658 -14D210-2 •3_1 7 -:--t.Mlm W -ts •-211 2-2-12lime J -,S, -�40 ZS5 z 3OW 24M 34M I SM 70 .19% MC�10:2 34m: . :9" 2 12 ,MO.MC Na 7s '-1. 1. :,=I 311801 347513725I 19M 111)(VIG-21F.- t 9REFG-2--T-14 -1-114.- 'tll 1 -3n 1-112 .12:,I.'WS3 31, RI, F32 1) Upliffloads have been Increased 60%lonvind be permftbed. 2116d sirdws Al 48 dia. x 3-1/4' lord may be used at 0.84 of to table lead where 1 Sd mnmmsae specified- This does notapply toPA KA MM sladwR hantlers. 3) for IS end HUS hanger: Nabs east be &tm at a 301 to 45'moo tom* to W ortim Into the hmdertD addeve the talge WadL 4) WS3 Wood Scram are 1/4' x S* long mid am Included with HDO hangers Ay 5) NAM I Od nafts are (Ll 48' c0a. x 3" ft 16d arm 0.1 6Z' dla. x 3-1 X W g. Now lunducts or updated product infannation m dedpated hi blue famit. CorradonFinish Wt3inlassStael UGold[Coat OHDG 11111TliplaZaic 114 Cwtinued on nett page D07rmdanfimM NStaWessSteei MG41dCoat HHDG ET11ple9ne Hangers , Face Mount Hanger Charts Mew ReLNo. . _.. Gauge ' `.Ref.'.SU04 5 W ' - -:H:. �.'.;. 0" ,. _`A` ,• A �Ral•. ':Nail. ,10dxl-12 100% ]75% 175% 1fi0% LM14 16 2-06 104116 2 1-1/8 ImUSP' 18 10d 6 2250 2525 Z725 1135 78 16d 6 10dx1-12 2fi45 SM6 30101 1135HD314 HU314 14 2-81i6 11.6116 Z-1/2 1-1/876 16d a10dxl-12 2465 SM '2780 4170 -29M 44M - 1280 2D15, 24 12 3xlfi H013142 HU1314 14 2-9Ii6 11-06 2-72 - 16 t6d a j0dx1-112 246 '3695. 2780 4170 2830 4436 :1� . 2a45 Max 24 12 H0316 HU316 14 2.9/I6I 13-Ylfi 2-12 1-1/8 16d 10dx1-72 I RU 25 12 N0316fF HUf316 14 2-8(IfiI 13S716 2-12 _ Marl 18 26 16d3355 8 tOdxt-12I 4a05, 4435LM 1� t2 . '"(2)31is HD38-2 '..:....t .: HU39-2'_'. .'.:. .14' .._, 5.118� :.fi-118. 2-12 ,2-12 .t-116 Maz i; .10; 14 - i6d". • _ .:. 4... •;_" .' t::=DOE •,:� : ' 2..... 1510 2155' 1735 2430 6: HD38-2 K138-2 14 54/8 6-V8 1-118 f 10 16d 4 led 1540 ins(2)3x10 Aia 14 6 2155 2430 R=G-2 1=0-2 14 5-118 8 2-12 1-1/8 ft 14 16d 6 Ind 21M 2430 2610. 1170 Mat 20 t0 3080 3473 3725 162.5 .: - ..' ,HU312rZ :-' ... 14 .14 :5-1/$ ;10� i2-12 :. }7R min 116. •.._,, i8d. - . B� ...: :: '12465 "+:10d- ^... ... • 2780 2950 1065 -Z. 24: Z- 3695: 4170 4470 240 (43X14. HD312-2 MM12.2 5-1/B 10 212 1-116 Min Ma 16 124 i� a lad 2465 2780 �1'1065 12 3695 MM 44M 2340 zmw4'd.Lt LLWSfi3 • IS 4-SM n.4 VZ .'2'. -1 ' 1a. ;: -A - 16d '4- -• : 16d �L.11040 1185 1220 1355 '. .S6US:3 .°'...- U26-3 j' .16 4-SR ,5-114 -2 1 :_ _ �?': 78 10d : 2. .: tOd : 100011120 1165 '380` :'8i 16d .2' -`'10d'-. 1165I 1165 1165 3B0 F1)2x6 ..:3M28d' .�".�`_ IAQfi-3,4518- 472 2-02 1-78 Min. :16d. ''4 .. `:lOd i ' •__• :': 1730' 1390 1490 780 Ma '12. '.6% 18M 2085 2235 iVU .., -'H02F38"_'-`,.,?" - _t43t8. .. .:...� 412: ..... 212 .... :'= - -e' ' .96d"• ' . - . "4.; �... • .:. ..-10d,.' 1230 1390 7490.. 780 85, FZ 7yla -. 12• -.6' J950' MS. 22351 1170 JU526�3 W526-3 to 4-M 4-V2 1 2 1 4 16d 4 lfid 1040. 1185 1220 -1355 .B629-3 W528-3 18 4-98I 6-18 2 1 6 16d 4 16d 11325 1510 1645 1355 SUH25-3 U26-3 16 14-518 I 5-1/4 2 1 - 8 10d 2 10d 100d 1120 1165 ;.380' 8 16d 2 Ind 1165 1165 -1t651 3% , 2x 8 HD2S-3 M26-3 14 4-W8 4-1/2 2-12 1-118 Mth a t6d 4 10d 12301 la 1490T1 7B0 Ma 12 6 1850 2085 2235.. 1170 (3) HD26-30 I RUC28-3 14 4-518 4-12 212 _ Mina 16d 4 10d 1230 1390 1490 7B0 - ' M= 12 a 1850 2085 12235 . 1170'- FB)28-3 - 14 4-06-318 2-12 7-tIB Min 10 herd 4 lad 15" 1735 1865 780 max 14 6 2155 124M 12610 1170.. HD28-IF - 14 4-0I ENS 2-12 - MIn l0 l6d 4 16d 154a 1735 1865 790 Ma 14 6 2155 2430 2610 1170 .: JUS�3 .-. i ca III528'•S1, ='.18: • 451E 4 fi-318'_ 2 ="1 ;•::::=. A., :16d : 4 'F"'.1ad 1375 1510 1a45 1355 JUS2103^' -: .Il1S2f03i.' %a'. I4318 - B&9/8 Z'• �7... : -`J &. :16(. .6` " .16d 1845 2105 WW 1980% _ SUH21049:}-- ".U210-3 •:' ' -Is-::43R 8-3'8.- ..: T:.:q1':.-�-:. . ' 14'-1.90d� ° 6; tOd : 1750 1965 2f20 1135'. 74' :16d . -.6: Ind. 2060 2335 2320 :1135 ,..:' &-a E318,. 2-12 1 1-1A7 dim . 10 � �- lad - 4:' �- .. .lad" 1540 1735 186ri 780.' 6. 2155 24M 2610 1170 (J)2x10 • 481�-3ff:, ,'.: .y.- - _ -14; ..- .4318 - - . E3'B� 2-�2 --1id2. ').:... '-Y . d11n::10: -:' :. - .I6d =-4 :'. �.tOd- t _:.E.,r, 1540 1735 18M '-780 . Ha i74 '-'.6-. 2155 243a 2610 1170:. - :' .. 'HD210-3 _ -?'Hu21W . ' `' .'. A:.'., • :14= 4-5M --.. .8-11y; .. 'Z-1_12 s' 'J /d >.a+ "3lxi.�u.�=�y°".: .Mat.:20�- 16d .:. '.,"10: •`8: •' .,. :: tad':' ':.' :, •2155 2430 26I0 1170 3W .3M 378. 1850. .. H6270.3ff` �; . M1G210.3 ' : 14, :44 -.: ,- '8-t14: ,..; 212 .. '• '-.:.MFG ::�-;e :.. Nk.1 14:- 20. • - :<, 16d- r..:. :::. .: fi.: +.:-> '. tOd : ... . . 2155 2430 2610 :1170 10, 3080 W5,, 3T6 1950 ' -HD02103IE`-: j M00210-3 -14:: :4-m ..9 - -3:':. f- �=:�-:' :12 WS9 - a -_j= • WS3 : � 5015 559a 5590 2975 � 31. Rt. F32 1) Up601mds ame been Inoemed 60%fwwW orseCaUicieads; roiucMerNvease shot be pemmDd. 2)16dslayers(0.148dia.x3-1/4'Iwdmaybeuseda10.84ofthetableloadwhere16dewm aespmFod.Ws does put M*toJUS, MA MUSstad re0 hacgas 3) %M Wand Sam are 1/4' xY long and are included with HDO ha gas 4) HAfL410d rmis ace 1L148' der x 3' Iah8l6d na'lsare 0.1fi2' da.x 3.12' long. New Roducts or updated product Won, ha0onare deslghated In 0loefaoh A ti- �7 fZRIT, Gmfted an nod page 117 Hangers Face Mount Hanger Charts MiTek' ,-�:: .:i _ _ Jd'at5ce __ 'i Skdt Ha _ _ tdwo:• . };,?' faun _ r'.. ., .- .. •,: _ _ Fashna5dmd'ale�--:': _� :.: .DF/SP '.:.; '- :AOourahfe leads Q.65j, : ' :r'y�? �_ "= `_ " 8ef , HeaQ•er- � J66f'�. %_ :W:. ':H' .D• ;'iA: .Mar.' `.Nm7:F46d JUS46 Law 183.5/8 5 2 1 4 16d0 0'1185 1220 .4m:SM446 U46 16 3-9116 4-13116 2 1-118 _10 10d1250 1405 1515 '7551a16d1470 ]670 16001:765HU546 HU516 14 3-Sd! 5 2 1 4 1Cd1085 '1235 1300 .1155bz6 FO1S4Gff H16C4fi 14 3-518 5 2 1 4 16d-1085'3Yi4 1300 -1155. HU46 14 31Y16 6-1Afi 2-12 1-7/8 Min 8 1fidMaz 12m ISM 149a' 780'HD46 12 I='NIBS 2235-1170'M"m HD46F NUC46 14 3-9/I6 5-7/16 2-12 - t6d 1730 '1390 )1490 (. 790. Max': 12 .18m-1 NIBS �7135 1170 '. `JU546'=f-":. ,ll1546•'..:4 •?18 I3-518 5 ::. 2 . -.1 ' '_4 .:.16d-.: A.` -.`16d'�: 1040 1165 1220 1355- +' .•':.: : JUS481'::•'.. L11548--c78.3-S1B 6.7/8 2�. '.1'..l:d. :. -fi "-16d `-0:. -'Y6d e•- 1925 751II 1645 1655 .. :.• 'S11fi4fi:.::•'LW6-::: tt ".. :'1fi!e-97164;13{f6 - .. ..10 .':tOd =a4.t '.:..405'::: 1750 1405 1515755 . _ HI _ i6d �: 4'- i-;]Od!-: 11470 1676 18MI 755. -HU546! ,MI516:;., .I:35fB - 5. :.';2 : :. 1.... •,'-. F:4'.?76d" :-4"< :•?76d `.:: 1085 .1235I 1300 1155 ... S. .HUS46�.' -.'406C4fi = :14::: 3-SO1:.'.5". :2'..1.1 :. :J._.2 '::4_=•16d--.A' :'16d - lW5. 1235 1300 1155 _ NU546 Buts" . = 14' 3.518 ?: T:= :'2- -,-1 ';1 ^=.:: S 'AM �316d_:' 1625 1850 ISO 1810- HU548F'.:. 'HUSC48 ', :14 r 3-SIB k.: 7', 2 1 .. "'.=: 6 ". 16d. ' 6- 16d'. 1525 1850 1995 1810 :.:Ha46'., . �. _ Y•.{{' HU46',j{: Q �4-: f 9-9A0, .. 5-1/Ifi .. ..... 2.12]-7/B' ... - . Mln r 8 ..: ' :16d. =. 4 _. • ': ':- in 139D 1490 780 , M2Y '•12 i m' 2185 ' 2235 1170 :.. I-:• .-. 3.9/i65-tAC .645I16 , ..{ 2-12'- . ,.. Min.I -e .:... 1fid -. ;. ' '- .4'= ._ -}1230 i10d:, :... :.. ,:. '. 10d,. . - - 1396 1490 7m 5, 65, F2 MaY hibi 12. "10: .'6... .:.4:, 1450 ISM N185' 1735 2235 1865 11711 . 780 - Max - ,14 .'sr. 2155 2430 26101.:1170. ::'HD4BIF..-".::'HUC48 . ''.7d F,9pG c:75n.?. 2.72 .�.':. =7." Mto' 10 .. `Yfid 4-• . -. .'' 1ad. .. .. '1540 1735 180 7m' -Miner ..'14 .'S-. 215512430 2fi10 .11Tt. JUS48 111648 18 3-SM r.718 2 1 '6 16d 4 16d 1325 '151g .1645 1355 JUS410 LLIS410 18 3-5R 8-7/8 2 1 8 16d 6 16d ims' 2105 2290 low SUH410 U410 111 16 3-9/I6 B-M 2 1-1I8 _ 16 10d 6 lad 2000I 2245 .2420 1335 16 16d 6 10d 2350 2670 28m •1335 HUS48 HUM 14 3.5I8 7 2 7 6 16d 6 -16d ISM laso 1995 '1810' HUS48ff I HUSC48 14 3-SM 7 2 1 6 16d 6 16d 1fiS .iasa 1M5 •']810: HD48 HU49 14 3.91I6 6.15A6 2-12 1-1/8 Min HI tfid 4 10d 1540 1735 IBM. 7BO Max 14 fi 2155' 2490 26f0 1170. 4Y10 HD48ff HUC48 14 3-9/16 6-15116 2-12 - Min 1D 16d 4 10d 1540 '1735 18M "7m . - Max 14 6 2155 243M 2510 .11M HI15410 HUS410 14 3.5/8 8-7/8 2 1 16d 8 16d 2170 2455 76m 2210.' HUSdtOIF I HUSCAHI 14 3-5/e 8-718 2 1 16d 8 16d 121m 24fi5 2660 .2210. HD410 I NU410 14 3-9/16 8-13716 2-12 1-1R 16d fi 1� 2155 2430 2610 1170' jMMJ12 10 308013475 3tL5 1950 HD410ff HUG410 14 3.9116 B-13MM6 2-12 - 16d 6 10d 2155 2430 2ST0 - 1170 10 30m .3475 37Z5 19M MD041W NUCD410 14 3.9/i6 9 3 1-12 WS1 fi W53 5015' S590 5598 2975' 31, H7, 332 1) UpaU loads have been haxeased m%fowkd ersetsmk kais: no further kerease shzU be pmmkbmL 2)16d sinkers (0.148 da.x 3.1/4" beg) maybe asd at 0.84 dtbet We bad where 16d=a m are spmfied. Me does mtapplytoJUS, HE, MUS slantlaU hinges. S)WS3 Wood Screws are IN x 3' long and are hxbdedwTh GDO hangers 4) HAaS tad mUa ale 0.14S' cRL x3' beg, 16d raN are 0.162' der. x 3-t/Y Im9. New pmduds or updated product lnmrdm are deli wWbWve font Corrosion Fnlsh Wbhaw Steel 06ald= P-HDG MTdpb Z= i a 119 '\/*a MINIMUM GRADE OF LUMBER ,ee ' Tap Chem 2N4 sYP i2 SPP, i1H2 OY b:llor aoU Chwq 7n3(e) OR 2N4 RP iW ON SPP it/i2 or better riebw 2x4 sYP i3 or bettor (r) •20 NAY OK RPPKD FROM A °eL "ONO ON IWAREI (ee) AT CH sLWN YAW ROSWW l9 iOONG 1R F�Crt� !90 p.D�i. ASCE 7.1 C �CR Wm , ..�70' WN HaDNG ENCEOSED RIAM UP. D. RETDaWgL *No 1D OL-a PSI ' v0 RxD9°ki niaam 4'-0"-Max 4- ' 8'-0" ax 8'—D"Max 20'-0" Max (**) SES AT 24" 0.0, MAXIMUN SPACING, Moab S�V I�RI� TRUSS Fort Pp(gqerae D six °Fport Pie V °FL10 COMPANIES (000)s3E—OSOS 40 U�NNLC3p9 IPEwwOICEFl((NRCD D CNOINPE;a AS7PILEO DOWN, Aur M 1l4 """l FNOR EA LLY BPADE,FOR ES CAL YALLLTOWLD°� °RiAT[R NNJ ° O . AEIHO, NAxRNN YALtV YERTICAL HEIGHT LAY NOT EXCEED Ir-O', 7P rp{pI��CRDppor 7^RD5S BENEATH VALLEY ur INSr at BRAD® 7RRb tlJODIP llTItINTMAOfIED, RAIM DNEARONO APPM PRIOR TO VALLEY 7RUSS 0P0lRIRUNS AT s4' Ca an AS 07AMWISE SPECIFIED ON ENGINEERS' 0Z= DESIGN aannOYNCtl19' D�Gg(EM UENSM IN DH�E° or PµURMLW ZPAgMNO A7 NSpPpECIFIED ON )bW ATN 7 ?,D PUR 1! YWUP)Dr°AIA"A 7NL S DPE OP OTHE 70PrCNDR '"'Ou (ee) ILAOR7GERJWEKSP t2(.1Al DE OWLT AS LEND AS THE YERNCAL NEW DOES BORON 6HOR11 VAY Or SQUARE OR PUNCHED OW AS SHOWN. CUT ONDRD OPTIONAL STUB END VERTICAL - o NTON ETNL . FRAMING To LL 20 20 PSF TO DL 10' 16 PSF 00 DL 10 10 PSF BO LL 00 00 PSF TW4 LOAD 40 46 PSF daw,mT= 1.25 1.26 ICS (seaj F FhoVon 6iodnp a not IM n+P��1 m ww unrynx W,• ,,,.,•�.._.- nn_l� roe war, 1!°m.:1104�vm. Sri "v t . to Tax mun Total Load eo � � � e a. + LO } ¥ n ) 'o / f LO x � 4 t j ) 2 - \k « m o n � gp 1240-�r / SL � .-9 .� § kgm� = 2 § 2a( § ( ® §0 limo 9 § Emm & mm % 2 ! A� y f{ CS ��ka k � \0In � [ k � p ki k § : s SCAB -BRACE -DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is Impractical. Scab must coverfull length of web +A S". THIS DETAIL IS NOTAPLICABLEWHEN BRACING IS — REQU IREDAT113•POINTS OR I -BRACE ISSPECIPIm: APPLY2x SCAB TO ONE FACE OF WEBIH " 2 ROWS OF 10d"(3" W X 0.13T� NAILS SPACED S"'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 OFR3 Naits� / Sermon OetaH ® E Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nailing Pattern. L-Brace sae Nas Site . NallSpadng 1x4 orb 10d W.B.C. 2x4, 6, or 8 16d B" o.c. Note. Nail along entire length of L-Brace. . (On Two -I Va Nail to Both PBes): : ' WE Web Note; L-Bracing to be used when continuous lateral bracing Is impractical. L-brace must cover ga%ofweb lengtk: . L-Brace must be same species grade (or better) as web member - L-Brace S¢e for One -Ply Truss Specified Continuous Rows of Lateral Bracing 2 Ir U4 1R62x8 -» — DMEar SUBSTMMON No r APUCABM L-Brace Size forTwo-Ply Truss Specified Continuous Rows of Lateral Bracing Web S¢e 1 2 or2x4 2x4 «. 2x6 W 2� 2x8 .» — DIRECT SUBSMUnON NOT APUCABI 9 T-BRACE / I -BRACE DETAIL Nate: T-Bradng / 1-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 900/6 of web length - Note: This detail NOT to be used to wf*ert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size I Nail S-m& Nari Spaeig U4 or US 10d 8' o a 2x4 or 2x6 or W 16d 8' D.C. Note: Nail along entire length of-T-Brace l I -Brace (on Two-PVs Nail to Both Pries) . . alternate position WEB r Nails / Secft Detail T-Brace � web altemateepposition Nab web 1-Brace Nails SPACING T-BRACE Brace Size for One -Ply Toss Specified Continuous Rows of Lateral Bracing Web S¢e 1 2 W-or2x4 tx4 (7 T-Brace U4 n I -Bra 2x5 US (') T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 I -Brace Brace Size for Two --Ply Truss Specified Continuous Rows of Lateral Bracing Web S¢e 1 2 a or2x4 2x4T-Brace 2x41-Brace 2x6 12XS T-Brace 2x61-Brace 2xB 12XB T-Brace --.•a i Brace / 1-Brace must be same species and grade (or better) as web member. (7 NOTE If SP webs are used in the trus%U4 or US SP braces must be stress rated boards with design values fiat are equal to (or better) the truss web • design values. For SP toss lumber grades up to #2 with 1X bracing material, use IND 45 forT-Bracp"rao For SP trim lumber grades up to #1 with 1X bracing material, use IND 55 forT-Brace/I Bras eTruss truss Iypa y 7833DA-LAN At COMMON 9 t Job Reference (optional) Sourham Truss, Ft Pierre, FL. 34951 Run, 8230 s Oct 212018 PdnC 6.230 a Or! 21 2018 MR Indusbies, Ina Fit Feb t 092e.6420t8 Page 1 ID:ny4lmnjpmMSmTOZIUkscynljvimBhvMFkl8z]jagvTabS26cd22A6nEg86KWN�ZSt 15841 ]-2-1 143.1 22de W1.3 9]S] 444-e 46as 60.16 F I ibla ~ fi-tU9 �d �] 7xl d 315 = 3x8 = 3x5 = 3xe = 3x5 = 5x9 // r}&H = 5116 in it Plate Offsets NY)= f1:0-1-12.0-0-121, f2:0-3-0.0.1-121 f9:0-0-0,0-1-14t rl l:0-5-12 0.1.4j LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 0.58 Vert(LL) -024 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.5514-15 >971 180 BCLL 0.0 Rep Stress [nor YES WB 0.89 Horz(CT) 0.16 11 Na n1a BCDL 10.0 Code FBC2017r P12014 MabixS Weight 251 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 31 -Excepr T1: 2x4 SP No.2 BOT CHORD 2x4 SP No2 *Ei cepl• Bt: 2x4 SP M 31 WEBS 2x4 SP No.3 - REACTIONS. (size) 18=0-8-0 (min.0-1-8),11=0-8-0 (min.0-2-1) Max Hotz 18=193(LC 9) Max Uplift18=565(LC 8). 11=605(LC 9) Max Gmvl8=1633(LC 1), 11=1735(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-11 2 Raws at 1/3 pts 2-18 FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 25D III) or less except when shown. TOPCHORD 2-3=-307311081 3-0=2939/1102,45=24771924,5-6=2471/918,6.7-28SWI072, 7.8=2986/1052, 8-9=759/323, 9-10-6201157 BOT CHORD 17-18=1091/2864,16-17=-82812492,1516=-828/2492,14.15=45711856, 13.14=-54412471, 12-13=-W/2471,11-12-86812768, 10-11=1881630 WEBS 2-17=2111286, 4.17=-185/477, 4-15=643/462, 515=359/827, 5.14=-3521814, 6-14=-618/469, 6-12=-158/399, 2-1 "19011046, 9-11=-0241364, 8.11-2394f762 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VuIY-169mph (3-seoond gust) Vasd=124mph; TCDL=4.2psQ BCDL=5.DpsF h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load noncehcurmntwith any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable olwiNstanding 1001b uplift at joint(s) except at=lb)18--565, 11=605. LOAD CASE(S) Standard 60 1 �L* II � q k\ SATE F I Z —W1\r- I 110NA�1Ea\\`�� Job m33 Imss lype. y ifi330A-LAN A2 HIP 2 1 Jab Reference o 8onal ..ii'.Pu 5x5= 5x.5= Saai12 Dead Load Deft. =114 in 20 19 18 lr 16 15 lV 13 12 11 ex3= 5x5= 3x4= 4xe= 3x4= 3x4= 4x6= 3x4= 5x5= 8,8= 7-2-5 13-9.10 21-0-0 23-8-0 30.10E 375-11 44k0 44-&0 7-2-5 I 6-75 I 7i 12-8-0 I 7-2-6 I 67S j GfrS �&'0 Plate Offsets_(XY}- 111:Edne.0E-01 f11:0-1-12 0-0-0L [120-2-8 0-1-12L I19:0-2.8.0-1-121, f20:0.1-12 0-0-0]120:Edne 0801 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In Qoc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.37 13-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Ver[(CT) -0.6213-15 >853 180 BCLL 0.0 Rep Stress lnrr YES WB 0.90 Horz(CT) 0.14 11 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix-5 Weight 26216 FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP NM3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end veNoals. BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. WEBS 1 Row at Mdpt 4-16.7-15 REACTIONS. (size) 20=0.8.0 (min. 0-1-15), 11=0-8-0 (min. 0-1-15) Max Horz20=158(LC 9) Max UpIWO=-W(LC 8). 11=557(LC 9) Max Gmv20=1642(LC 1). 11=1642(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 260 (Ib) or less except when shown. TOP CHORD 1-2=3202f1051, 23=28341942, 34=27111961, 4-5=22281766, 5-6=-1989f744, 6-7=22287766, 7.8=2711/961, 8-9�2834/942, 9-10=320271051, 1-20=1562(684, 10.11=-1562/683 BOT CHORD 19-20=380/538, 18-19=-10482889,17-18=8252556, 16.17=82512556, 15.16=473N989,14-15=-667/2556,13-14=667H556, 12-13=890/2889, 11-12=2341538 WEBS 2-18=-395252, 4-18=71/417, 4-16=-825f464, 5.16=1631581, 6.15=1631581, 7-15=-8251464, 7-13=-71/417, 9-13=395252, 1-19--.6702358,10.12=-6582358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsh h=15fC 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 fora 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 lb uplift atjoim(s) except (It -lb) 20=557, 11=557. LOAD CASE(S) Standard 60 T Job rasa mss Iype Y . 1633-DA-LAN AM HIP 1 1 Job Reference fpti.rall S.I em Tru.. a MBrce. R-. 34951 7x i 5x5 = 5.00 12 Run: 6x7 = Dead Load Den. -1141n 3Y4= 46= 3a= 3x4= 4%6= 3%4= 5%4= ' 97 I 9-E045a26 2 Plate Offsets (x Y)- 11:Edpe.0-341. t1:D-1-1z D-0-121.16:0.64.D-2.6t (11:0.2-0.0-2-121 LOADING(psf) SPACING- 2-0-0 CSL DEFL. In (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.74 Veri(LL) -0.22 12-14 >999 240 LYT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert= -OA9 12-14 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.69 Hoa(CT) 0.12 11 n/a We BCDL 10.0 Code FBC2017/iP12014 MatrixS Weight 241 Ib FT=20% LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 •Except• B1: 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structure! wood sheathing directly applied or 2-8-14 ac purilns, except end verticals. BOTCHORD Rigid calling directly applied or 6-7-2 oc bracing. WEBS 1 Row at nddpt 4-15, 6-15, 7-14, 2-18 REACTIONS. (size) 11=0.8.0 (min. 0-1.13),18=0.8-0 (min, 0-1-0) Max Hoa18=188(LC 8) Max Upllftl1=475(LC 9),1 B=-508(LC 8) Max Grav11=1512(LC 1), 18=1512(LC 1) FORCES, (Ib) -Max. CompJMax Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-644/247, 2-3=2750/895, 34=26851914, 45=-2076/705, 5-6=18591694, 6.7-19731672, 7-0=1879/616, 8-9=1940/604,148=3911210 BOT CHORD 17-18=10222602, 16-17=7882308, 1t-i16=71IM308,14-15=42411760, 13.14=511/1879, 12-13=511/1879, 11-12= 412/1279 WEBS 2-17=190268, 4-17=-85/445, 4-15=6251399, 515=95/479, 6-15=157/314, 6.14=931365, 7.14=226259, 7-12=-3021170, 9.12=-86/633, 248=230S1764, 9-11=18041623 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=760mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15% Cat II; Exp C; End., GCpF-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except &-Ib)11=475, 18=508. LOAD CASE(S) Standard O Ms6 Innis Iypo y 1833DM AN AM SPECIAL 1 1 jJ.bR.rnmcelopta.Q Southern Truss, R Rene, FL, 34951 Run: aT30e Ori 212m8 1x:8230s Oq 212018 Rek 6MustriAs. Inc FifFe6109:2&-%20ig Peget ID:rly4i=ipmN)6mTOZIUkmcynljv-eIJSK2H_Z nDOalk3I ud3XTzDaslaal3z63dObFzpZSr 47-00 BBS 12-43 1800 268a 91-1LL14 38-1.1L138 g47.a4sJ-e, ?�}^-', '•' ' - 665 1 9.2-1381-14 1 82-/42 I 5-1-12 I1�-Ot1 �, �. ,,.•• tiy�'='' :>v» Dead Load Doll. =3181n r1m _yr ft „k,c 5x5= Sz7= 6.00 12 x'w 3x5 G 4 3x5 O US C US 4 5 8 9 2AN% 4 w 4x5� 4x5 G 3 10 5x5 = 45 % 7118 = 2 Me _ 1 13 6x7 II 21 20 19 18 17 16 15 14 4x6 = 3x5 = US - 3x8 = 315 = 4x8 = 3x5 = 3x5 = 7x10 11 3x8 = 468-017-00 &7-1840 2680 3506 433-8 A4-7d 46+0 � & -112 r 2 148 Plate Offsets (XY)= 1:65-4,Edge1 17:0Sd.0-2-12L I10:0-2-80.1-121. I71:0-5-4,Edee1. (13:04)-4,Ed0e1, 113:G-1-6.Edgel 114:038.0.1.81, I15ag- A(1.1.81 - LOADINGQ4 SPACING- 2-0-0 CSI. DEFL in Qoc) War L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.87 Vert(LL) 0.33 15-16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.7116.18 >786 180 BCLL 0.0 Rep Stress Inv YES WB 0.61 Horz(CT) 0.19 13 n1a Na BCDL 10.0 Code FBC201771PI2014 MatrbcS . Wdgh6264lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Ei cept' TOP CHORD Structural wood sheathing directly applied. T1: 2x4 SP M 31 BOT CHORD Rigid wiring directly applied or 6.1-7 cc bracing. SOT CHORD 2x4 SP M 31-Excepr WEBS 1 Row at midpt 5.19. 7-19. 8-18 B2:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x6 SP No.2 SLIDER Left 2x65P No.2 3-6-2 REACTIONS. (size) 1=D-8-0 (min. 0-1-8), 13=0-" (min. 0-1-8) Max Homl=152(LC 10) Max Upliftl=-560(LC 8),13=581(LC 9) Max Grev1=1727(LC 1), 13=1727(LC 1) FORCES. Qb) - Maz. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=344411096, 2-3=3362J1114, 3-4=323711023, 45=319311035, 6-6=-2607/855, 6-7=2351/827, 7.8=-2664/868, 8-9=-3627/1220, 9-10=3746/1209, 10.11=5676/1904, 11-12=3383/N56, 12-13 ,3578I1196 BOT CHORD 1-21=106=332, 20-21=-848R804,19.20=-84812804, 111-19537/2408, 17-18=796/3044,16.17=-79613044,15.16=118813848,14-15=160415117, 13-14=-103813176 WEBS 3-21=145250, 5-21-74/415, 6-19=-6391405, 6-19=166I648, 7-19=297H52, 7-18=2491734,8.18=-873/491,8-16=2161742,10-16=-6281402,10.15=551/1604, 11-15=7441401,11-14=2294/660,12-14=-073/1475 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psQ BCDL=5.OW,, h=15$ Cat 11; Exp C; End., GCp'r-0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondbg. 4) This buss has been designed for a 10.0 psi 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 It, uplift atjoint(s) except (jt-lb)1=660. 13=581. LOAD CASE(S) Standard N�Q-i ElYa�,%�L/ii 60 1 -p 1 SATE F iPQ��'�� o russ u N6s lype ly Ivryal 7833-DA-LAtJ MA d•+'' � HIP 7 1 Job Reference o on SauMem I 5x7 = 2x4 11 5Yr = 6.00 t2 3x4 = 3x6 = 318 = 3x4 = 316 = 3x4 = 30 = Dead Load Del -1141n 6x4 = F�I M83O I 17-0-0 I 22-4-0 I 2r-e-0 1 3511-75 41-2-0 I 4F40 i 04-0 Bh-0. 8-0-0 5-0-0 5-4-0 B3-15 5-2-1 _ 2-10-0_ Plate Offsets MY} t1:014,0.0.51 16:0-54,0.2-81 f8:0.5-4.0-2.81 112:0.2-0.0.2-121 LOADING(psf) SPACING- 24)-0 CSI. DEFL- in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 0.48 Vert(LL) -0.18 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 SO 0.95 Vert(CT) -0A017-19 >999 180 BCLL 0.0 Rap Stress Inv YES WB 0.68 Horz(CT) 0.14 12 nla n/a BCDL 10.0 Code FBC2017/TPI2014 MatrixS Welghb 249 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'ExcepC Tt: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WESS 2x4 SP No.3 SLIDER Left NO SP No23.0-9 RFACTIONS. (size) 1=0-M (min. 0.1-13),12=0-8.0 (min. 0-1-13) Max Horz1=198(LC 8) Max Upldl=-493(LC 8), 12=456(LC 9) Max Grav1=1518(LC 1), 12=1518(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-04 oc puruns, except end verticals. BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS 1 Row at mldpt 6-16 FORCES.. Qb) - Max. CompJMsx. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1.2-29661951, 23=28921961, 3A=27941888. 4-5--2755I898, &6-2254R93, 6.7=2068/806, 73=-2068/806, 0-9=20541730, 9-10=18391575 BOT CHORD 1-19=-976I2597,18.19=804/2443,17-18=80412443,16.17=564/2027, 15.16-503/1838, 14-15=549/1850,13-14=-539/1850,12-13=336If 084 WEBS 5.19=541343, 6.17=-5711364, 6.17=1681533, 6.16=-86253, 7.16=-321Y241, 8.16=1791514, 8.16=-55282, 9.13=-048MO. 10.13=466(/90,10.12--1801/564 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-secand gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF, h=15ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of W thatanding 100 lb uplift atloint(s) except lit -lb) 1=493, 12=456. LOAD CASE(S) Standard Jab nrss was I yea y 1693DA-LAN PAD BPECIAL 1 1 Jab Reference(optional) Sw1hem Tun, FL Pielra. FL, 34951 Run: 8230a Oct 2120' ID:ny44mnjpi iBe-0 29<-0 2B8o 5.00 12 6x7 = 2x4 It 5x7 = Dead Load Der. -114 in 54 = '< L1 20 19 16 11 16 15 14 4x5 = 3x5 = 4x6 = 3x5 = 3x6 = 315 = 4x6 = 3x5 = 5x8 = 4x5 = 6x10 // 4a-0 1- 47J r4W 98L 1a 23-441 288-0 3a 12 423a 37A 488047.00 t orD4 Bd0 I 840 I 5+0 I 6i-0 I-, Eau I 6P12 1 e o+c oao Plate Offsets (XY)- 11:0-1-6,Edpel f1:032,0-3-01,16:0.54 0.2A1 I8:03-4 D-2-81. f14:0-3$ Edge1114:D-0-11,0.1-101, r15:0-0-0,0-1-81 LOADINGI(psf) SPACING- 24)-0 CSI. in (lac) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip'DOL 1.25 TC 0.51 0.28 19 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 FH -0.5320-22 >999 180 BCLL 0.0 Rep Siren Incr YES WB 0.92 0.18 14 Na n/a BCDL 10.0 Code FBC2017/rP12014 MalrixS Weight 277lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purilns. T4: 2x4 SP M 31 BOT CHORD Rigid miring directly applied or 6312 oc tracing. BOT CHORD 2x4 SP M 31'Except' WEBS 1 Raw at midpt 9-16 B2: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-0-9 REACTIONS. (size) 1=030 (min. 0-1.8), 14=D-8-0 (min. G-1.8) Max Horz1=-137(LC 9) Max Uplift1=545(LC 8), 14=-591(LC 9) Max Gmv1=1713(LC 1), 14=1814(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 Qb) or less exceptwhen shown. TOP CHORD 1-2=-370111165, 23=-3645/1179, 3-0=3467I1050, 45=3407/1060, 5.6-27681948, 6-7-2650/978, 73=-2650/978, 8-9=2797/948, 9.10-348811060. 10-11=2700/856, 11-12=28S31879 BOT CHORD 1-22-114013340, 21-22=-8812981, 20.21=-88112981, 19-20=-637I2503, 18-19-6402518,17-1 "56/3166,16-17=85613166, 15-16=109213612 WEBS 3-22=2541283, 5.22=-841455, 5-20=-652/391, 6-20=1901565, 6-19=1431429, 7-19=-317/238, 8-19-1331411, 6.18=1831565, 9.18=797/434, 9.16=01409, 10.16=-471286, 10-15=1696I610, 11.16=306/1G64, 12-14=16611554, 12-15=659/2420 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psr; BCDL=5.Opsf; h=15$ Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvlde adequate drainage to prevent vrater pending. 4) This truss has been designed for a 10.0 pad bottom chord live load nonconcurrentwith any other live loads. 5) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb)1=645, 14=591. LOAD CASE(S) Standard Joe Inuss IMSS type 1833-DA4.AN ASA HIP 1 1 Job Reference o donal R Run: 5.00 12 6x7 5x7 = Dead Load Defl. =31161n 2x4 It 3xa = 3x8 = 6x5 = 3x8 = W II 314 = LOADING(psf) SPACING- 2-D-0 CSI. DEFL. in pbo) Vdell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.26 TO 0.88 Vert(LL) 0.19 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.3613-15 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0,67 Horz(CT) 0.13 10 We We BCDL 10.0 Code FBC2017/TPI2014 MatrixS Weight234lb FT=20% LUMBER- BRACING - TOP CHORD 2A SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied, except end varlicals. T3,T4: 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 6-2-12 oc bracing. GOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 3.15 WEBS 2z4 SP No.3 SLIDER Left 2x6 SP No.23-11.2 REACTIONS. (size) 1=0-8.0 (min. 0-1-13),10--0-8-0 (min.0-1-13) Max Horz 1-183(LC 8) Max Uplift1=474(LC 8). 10=476(LC 4) Max Gmvl=1518(LC 1). 10=1518(LC 1) FORCES. Ph) - Max CompJMax Ten. -All forces 250 Ob) or less except when shown. TOP CHORD 1-2=30121915, 23=2923/936, 3d=24401845, 45=-24251869, 5-6=23531939, 6.7=2353/939, 7-8=21341767, 8-9=1736/665, 940=14881485 BOT CHORD 1-16=-88912646,16.16=88912646, 14-15=67612191, 13-14=67512191, 12-13=576/1895, 11-12=-49711582 WEBS 3-16=0/3%3-15-529/363. 6-15=-881456, 5-13--1321395, S-13=4421334, 7-13=2611729, 8-12=94/465, 8-11=6521311, 9-11=550/1749 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-166mph (3-second gust) Vasd=124mPh; TCDL=4.2psf; BCDL=5.Opsf; h=15$ Cat II; Fxp C; End., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb, uplift at joint(s) except Qt=lb)1=474, 10=476. LOAD CASE(S) Standard \ \\\�i jGENgFN��i� 60 1 SATE job Truss Iruss, lype. 1933-!)A-LAN A51) SPECIAL t 1 Job Reference to onel SauNem Trues. FL Plena. FL. 34951 Run: a=0 a Or1212018 P= 8.230 a 21201a klMTTNIna F Fe092a:5e 2019 PMt ID:ny4lmnjpmNBmTQZIUjwcynljv-a8QkJS8I0du2XJfPl2atGGsN6Xfe2Sp e631d t6aa 23d-0 30a0 35a12 133a 1 489-0 4"IJA, ea—�i I rat 9+a I 7+a I asls I aala 1J7 Sae aaa� oao 5.00 12 6x7 = 2x4 II Sx7 = Dead load Doff. a 61161n 4x5= 19 16 17 16 " 14 13 12 7x1011 2x411 Sx6= 3x8= 3x5= 3x5= 4x5= 4x6 = 5xe = 6x10 // Ieo1 Plate Offsets MY)—[i:0.0-0Edael f1.0-1-6.Edue1.[4•DS-40.2-12116:0S-4.0.2-8118:0-540-2-81 [12:03.8Edoe1 [120-0-110-1-101113:0.4-O.Nl-81. f18:0.3-0,L)- LOADING(psf) SPACING- 2-0-0 CSI: DEFL. to (lac) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.98 Vert( 0.31 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(C'� -0.5914-16 >936 180 BCLL 0.0 Rep Stress Ina YES WS 0.91 Ho'(CT) 0.15 12 nla nfa BCDL 10.0 Code FBC2017/rP12014 MabixS Weight:2621b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 •Excepr TOP CHORD Structural wood sheathing directly applied. T2,T1: 2x4 SP M 31 GOT CHORD Rigid Calling directly applied or 7-8.1 oc bracing. SOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 2-18 WEBS 2x4 SP N0.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 12=0-841 (min. 0-1-8), 1=041-0 (min. 0-1-8) Max Harz 1=122(LC 8) Max Upllft12=593((-C 6),1=524(LC 8) Max GmV12=1814(LC 1),1=1713(LC 1) FORCES. (lb) - Max. CompJMax, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=372511160, 2-3=-298611016, 3-4=289611039, 45=-3006/1149, &6= 3006/1149, 6.7=297511052, 7-8=-3861H247, &9=28941943, 9.10=3140/978, 10-11=-464/153 BOT CHORD 1-19=1027/3361,18-19-102713361,17-18=75912682, 1&17=759Y2709, 15-16=.92413(389,14-15=924/3089,1314-1006/3529, 12-13=1621465, 11-12=1621465 WEBS. 2-19=01346, 2-18=-7641451, 4-18=109/523, 4-17=-204/607, 5-17=-4521340, 6-17=2011570, &16=166/579, 7-16=-5421367, 7-14=228/622, 8-14=159/266, 8-13=1574/395, 9-13=-284/1D27,1&12=15901600, 10.13=731/2389 NOTES- 1) Unbalanced roof rive loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15f ; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); amblever left and right exposed ; Lumber DOL=1.60 plate gdp 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 noncwncument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at jamt(s) except (It=lb)12=593, 1=524. LOAD CASES) Standard m joo TMss mss I ype y 1833-DA-LAN ABA HIP 1 1 Job Reference Banal aouawm , mm. rc nert . . aaao1 515 = 3x4 = 3xe = 3x4 = Sx5 = Dead Load Defl. = 5118 in 18 17 16 1e 14 16 12 11 10 M= 5x5= axe= 430 3x4= 48= 3x8= Sky= M= 00 6{r9 1 13-DO 22A-0 I 31-8-0 3&1.8 44-0-0 44-&0 M1l.11 R7J1 LL] I 6.Ln O.A_(1 GLO � L11L0. �11 1 Plate Offsets MY).- I10:EdAe,0-6.01 I10:0.1-12.0-0.01. f11:0.2;3,0.1-121. f17:42-8,0.1-121 I78:0.1-12 0-0-01. I18:Edge,0.6-01 LOADING(psf) SPACING- 2-M CSI. DEFL in 0oc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 0.75 Ved(LL) 0.32 14 >999 240 IM0 244H90 TCDL 7.0 Lumber DOL 125 BC 0.87 Vert(CT) - -0.5914-16 >901 180 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(CT) 0.15 10 n/a nla BCDL 10.0 Code FBC2017rrP12014 MabixS Weigh: 244 lb FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 co pudins, except BOT CHORD 2x4 SP No.2'ExcepY end verticals. B2: 2c4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5.9.10 cc bracing. WEBS 2A SP No.3 WEBS 1Row at tridpt 4-16,6-12 REACTIONS. (size) 18=0.8-0 (min. 0.1-15), 10=Mechanlcal Max Horz18=97(LC 8) Max UpIiR18=-523(LC 5), 10=523(LC 4) Max Grav18=1642(LC 1). 10=1642(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=320211057, 23=287011040, 3-4=260111001. 4-5=310311191. 5-"l0311191, 6.7=2601/1001, 73=2870/1040, 8-9=-320211057, 9-10=15661546, 1-18=15661546 BOT CHORD 17-18=259/469,16-17=924/2897, 15-16=1027/3048, 14.15=1027/3048, 13.14=1026/3048, 12-13=1026/3048,11-12---92112897, 10.11= 169/469 WEBS 2-16=367/298, 3-16=-207/T71, 4-16=754877, 6.12=754/317, 7-12-207R71, 8.1 "67298, 9-11=77612136,1-17=7762435 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind; ASCE 7-10; Val "=160mph (3-second gust) Vasd=124mph; TCDL=4.2W. SCOL=5.Opsf; h=15111; 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 psf bottom chord live load noncencurrent with any other live loads. 5) Refer to girders) for truss to truss connections. 6) Provide mechanlcal connection (by others) of truss to hearing plate capable of withstanding 100 lb uprrR atjoint(s) except Qt=Ib)18=523. 10=523. LOAD CASE(S) Standard ion Imss I fuss I ype IM3-DA-LAN A60 SPECW. 1 I Job Reference o tlone Saulham.Trusa, FL Plea® FL, 3401 Mn: BMU a (=21 2910 Y 523u 9 (JG Ll LU1U RL19'R IMa5a1¢5, ma "n "D 1 01":u" Laltl I l ID:ny4imnjpmM8mTO21Uj(wcynljv-WWYyAPKVdjSielgG)h7ld7u7746WYcYthbekl Sn 7-G9 1460 2f/3d 26b12 32$O 3a38 39-7-0 43-0-2 47.4a 48-0A 76.9 I &S7 I 634 I 6.1d 634 I S7-0 1r�1�$b Dann Load Der. = 5/16In 5x7 = 2x4 II 3x0 = 3x5 = SX7 = 4x6 = 20 19 'o 17 16 — 14 13 5x8 = 7x1011 27A 1t 3x5=4,= 3x8= US = 315= 3x8= 418= 4x6 = 4841e 1409 20.9i 2EA I 1 47-0 4Mi-08�a ooaa Plate Offsets MY)- MD-0-4 Edae) 11:0-0-14 Edael 13:0-5-0 0-2-8] ITD-540-2-121 112.D32 0-3-01 H2:1.33 Edael LOADING(psf) .SPACING- 2.0-0 CSI. DEFL. In, Qoc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(1) 0.41 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Verl(CT) -0.7016.17 >812 180 BCLL 0.0 Rep Stress Inv YES WB 0.70 Horz(CT) 0.22 12 We We BCDL 10.0 Cade FSC2017frP12014 MabixS Weight, 264In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. Ti: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-6-2 cc bracing. BOT CHORD 2x4 SP M 31 'Except- WEBS 1 Row at midpt 6-17 B2: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2 SLIDER Right 2x6 SP No.22.3-1 REACTIONS. (s¢e) 12=0-8-0 (min. 0.1-8),1-0-M (min. G-13) Max Horc1=107(LC 9) Max Upliftl2-554(.0 5),1=556(LC 5) Max Gravl2=1751(LC 1), 1=1761(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 Qb) crime except when shown. TOP CHORD 1-2=-3843/1261, 23=323911172, 3-4=-347611350, 45=347611350, 5-6=347611350, 6-7-3528/1366, 7-6=- SWI227, "=.339511169, 9.10=36451122A, 10.11=374811274, 11-12=380311267 BOT CHORD 1-20=1094f3470,19-20=-1094/3470,1 s19=9052928,17-18=90512928, 16-17-1157/3528, 15-16=95913086, 14.15=95913086,13.14=-118B/3746, 12-13=111313416 WEBS 2-20=01301, 2-19=.620/377, 3-19=-102/442, 3-17=320/875, 4-17=552264, &16�396247, 7-16=-272f757, 7-14=-1411554, 8-14=790/386, 8-13=1100/461, 9-13=39911238 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vosd=124mph; TCDL=4.2psP,, BCDL=5.Opsf; h=15it; Cat II; ExP C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 5) Provide mechanical connection (by other:) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) except Gt=1b)12=554. 1=556. LOAD CASE(S) Standard JOD 1russ mss I ype Fly 1833-DA-LAN ATA HIP 1 1 Job Reference (optional) SaMan Trims. ri Pierm.FL. 31951 Dead Load Den. - 5116 in t.: 5xs = gut It Us = 3x8 = Sx5 = 6.00 72 4 5 7 B � e � Pam 70M 1 �Mqw I woo , - �1' 6x6 II 19 18 17 16 15 14 13 12 ex6 II 2x4 If 3x4 = 46 = 3x8 = 2x4 II ys y,/B= axe = 2x4 11 67-12 11.0-0 1&73 26A-12 33-8-0 39-0-4 44-PO 44-&0 &7-12 7aa Plate Offsets _(X,YI-11:0.2-8.0.0.51 f4:OS12 0-2-81 111:0-4-4,0-051, it6:0.2-8.0.1.81 LOADING(psf) SPACING- 2.0-0 CSL DEFL. in Qoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Ved(LL) 0.38 15.16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) .0.66 15.16 >814 180 BCLL 0.0 Rep Stress Ina YES WB 0.68 Hom(CT) 0.23 11 rda me BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight2431b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No2 3.0.7, Right 2x6 SP No.2 3-0.7 REACTIONS. (ew) 1=0-8-0 (min. 0-1-15). 11=D-8-0 (min. 0-1-15) Max Hca1=92(LC 9) Max Upll tl=-551(LC 5), 11=551(LC 4) Max Gmvl=1653(LC 1). 11=1653(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 as pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 so bracing. WEBS 1 Row at midpt 7.16.7-13 FORCES. (Ib) - Max. CompJMex. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3284/1117, 2-3=321111127, 3-4=3019f1137, 45=362511455, 56= 362511455, &7=-0625/1455, 7.8=2783/1094, &9=-3020/1137, 9-10=3210/1127, 10-11�3283M I17 BOT CHORD 1.19-9492880,1 &19=94912880,17-18-905/2765, 16-17=9052765, 15-16-127213622,14-15=127213622, 13.14-127213622,12-13=9462879, 11-12-9462879 WEBS 4-18=-341312, 4-16=-44711139, &16=-427/323, 7-15=0I301, 7-13-11191"1f 8-13-2061775 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-secxind gust) Vasd=124mpN TCDL=4.2psf; BCDL=5.Opsf; h=1511: Cat II; Exp C; End., GCpk0.18; MWFRS (envelope); cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconconent with any other Ilve loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) excepfQt=lb)1=551, 11=551. LOAD CASE(S) Standard Job Truss Truss Type ply 1833DA-LAN ATD SPECIAL i 1 Jab Reference (optional) aomnan ,mss,r�rrema, r�.,swrai rcun: arsus wnzmnrrurz:a.xsuawnwionv,ex,musmes. me rn reo iuezrm ainr ai ID:ny41mnjpmMBmTOZIUiwcynl)v-776LOIL70lrIKoc1pRCEEXgSEtSBF QjGLKBGT Sm ss1 1s2rh.16 4 —I 277-02 I Fla 11a3-e 44.1a1e6 I a447-=�4W& 6.00 12 Sx8 = 4x6 = 21 2x4 II 5x8 = 20 3x5 = 19 US = 2x4 II 5 US = US= 7 17 2x4 II 6x5 = 558 5x5= 16 15 3x8 = 4x8 MT20HS= 14 US = Dead Load Deft. = 318 in eM 1-0662 IbI 9.74 IU&12 + 13-71747," O4-0 Plate Offsets (X.Y)- I7:032,03-01, (1:0-0-14.Edae1 f4:0.5-12.0.2-81.1 3,032 0.3-07 113:1-3-3 Ednel, 116:0.2-12 0-1-81 LOADING (psi) SPACING- 2b0 CSI. DEFL. in '(Ioc) 'Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.75 Vert(LL) 0.45 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.7517-18 >765 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.73 Horz(CT) 0.23 13 We We BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight 26511b FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Excepr T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 *Except' Bl:2x4 SP No.2 WEBS 20 SP No.3 SLIDER Left 2x6 SP No23-0.10, Right 2x6 SP No.22-6-6 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 be puffins. BO ' CHORD Rigid ceiling directly applied or 5-6-1 be bracing. WEBS 1 Row at m)dpt 7-18, 7-15 REACTIONS. (size) 1=0-8-0 (min. 0-2-1 ), 13=0-8-0 (min. 0-1-8) Max Herz 1=92(LC 10) Max Upliftl=-W3(LC 6), 13=579(LC 5) Max Gmvl=1751(LC 1), 13=1751(LC 1) FORCES. (Ib) - Max. Comp.IMax. Ten. -Alforces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3830/1302, 2-3=-3Tr311316, 3-0=-040011267, 4-5= 4034I7605, 5-6=-403411605, 6-7=403411605, 7.8-332811299, 8.9=354211359, 9-10=3254I1208, 10-11=352611263, 11-12=-373811359,12-13=3797/1351 BOT CHORD 1-21=1148/3455, 20.21=-114813455,19.20=-1023I3097,18.19=102313097, 17-18=145114108, 16-17=1451/4108,16.16-1451/4108, 14-15=114713468, 13-14=1188I3419 WEBS 3.20=4151291.4-20=-62/394.4-18=480/1238. 5.18=-429/324.7-17=0/313. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vutt-160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15R Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Cantilever left and right exposed ; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) AI) plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrentwiN any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=Ib)1=683. 13=579. LOAD CASE(S) Standard \\\\�\\\ l I I B//ii - \N Q� '��GEIVgF �/ii it r p 601 % � � S, ATE F ✓'� ORIV �SS/ONA;`E�G\\\�� V job InUitz IMSS type Wy 1633a1A4AN AB RIP 1 1 Job Reference o Sena aouibun T.. FL Pi..FL. U951 aon:8230e OG 2120 a fl230a Otl 212018 Mi a Indushi®.Inc Fd F¢b /0321:012019 Pa ei ID:ny4lmnJpmNjBmTQZIUjjwrynijv-7J6LOIL701rIKoc1 DRCEEXg9btYOFyiGLKSGTzp6LSm ' 16&I 6]-2 I 1--2 I 46$-0542 b,72 A14 q 411-12 d:PD i -t Dead Load Den. = 3/8 in 6.00 72 5x7 = 2x4 II axe = Us = 2x4 II 5x7 = 4 5 6 7 8, 9 5xe = 19 1817 16 1514 13 Us = 4x5= 3x5= 4x6= 2x411 3x8= 3x5= 4x5= 34= 4x5= 48e-0 100 1000 16&144 23-C-0 2311d 38BO 4500 d800, f BOO { B4L1I 67-2 I 6�3 1 6&14 I 4OO 680 Plate Offsets (XY1- f7:03ZO-3-01 MCA -6.Edne] {4:0S-4 0.2-12] 19:0.5d.0.2-121 f12:032.0.3-01 112:1.3.11.Edge1 115:0.1-80-1-81 it7:0-3-0 0-1.81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in poc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.50 16 >999 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.47 Vert(CT) -0.8016-17 >692 180 BCLL 0.0 Rep Stress Ina YES WB 0.72 H=(CT) 0.20 12 n1a n1a BCDL 10.0 Code FBC2017frP2014 Matrix-S Weight 2421b FT=20%a LUMBER - TOP CHORD 2x4 SP No.2 *Except' 72,T3: 2x4 SP M 31 ROT CHORD 2x4 SP M 31 WEBS 2x4 SP N0.3 SLIDER Left 2x6 SP No.22-7-5. Right 2x6 SP No.22-7-5 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 5.11-4 oc bracing. REACTIONS. (size) 1=0-&O (min.0-1-8),12-0-8-0 (min. 0-1-8) Max Hoa 1=76(LC 8) Max UpliR1=-589(LC 5), 12=589(LC 4) Max Gravl=1702(LC 1), 12=1702(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2--3669/1354, 2-3=-3615/1370, 34=-MO11292, 4Z--4323/1750, 5-6=-032311750, &7=4323/1750, 7-8=4323/1750, &9=432311750, 9-10=3430/1292,1 &11=361511370, 11-12=3669/1354 BOT CHORD 1-19=119813306, 18-19=107l/3i46, 17-18=107113146,16-17=174514701, 1&16=1745/4701, 14-15=1068/3146, 13-14=-1n6813146,12-13=119513306 WEBS 3-19=194/274, 4-19=29/374, 4-17=-625fl471, 5-17=385/293, &17=5221176, 6-16=0282, 6.15=522%78, 8-15=-3851293, 9.15=-62511471, 9-13=-301374, 10.13=194275 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=42psf; BCDL=5.OpsF, h=15ft; Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwnent 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 (Jt=lb)1=589, 12=589. LOAD CASE(S) Standard MSS I Mae I ype. /633-DA4AN Ago HIP 1 2 Job Reference (national) Southern Truss, FL Pierre, FL, M951 Run:6230s OC 201a 6230eOC 21201a MTek In ea. Inc. Fd Fob 709:21:032079 "Pe�e� ID:ny4Imn)pmNJ8mTQZIUW/gnIjv-x5EARMNvv50Z6mPURKylSIgAHjtX7JfgIKI-zpc�k 4E6 80-0 742-10 2039 26d-7 3259 38-6-0 42.1-10 I6h0 4 4&6 3510 &2-t0 60.14 6674 64)1 62.0 10 3_1- ii Dead load Dell. - 9116 In 5.00 t2 6,9 = 2x4 II 4x8 = 5x6 = 294 II 4x4 = 619 = 4 22 23 5 4 25 6 26 277 28 6 29 343 9 31 32 10 i r� 5x8 = 21 33 34 20 19 35 18 36 37 36 17 39 16 76 40 41 14 5xe = 4x6 = 3x5 = 4x12 MT20HS= 2x4 11 3x8 = 3,6 = 3,5 = 4x6 = 48 = 4x10 MT20HS= t+o � 4e80 �-0p 8-Oa 142-10 ah.ss 1 2ed-7 324ie 3a60 45�4e 45.8.d 1 h-0(TI 84i-0 &2-10 1 M14 a6u 1 60.F�-r 62-t0 1 6sU WVO oe-0 o¢a Plate Offsets MY)- f1:032,0.3-01 r1:0-0.14.Edpe1. f40-3-0.04-01 110:0.3-4 0-4.01 fl3:032 0.3-01 113:1-3-3Edpel 115:0-2-4 0-1-81 117:0-2-00-1&1120'0-3.0 0-2-01 LOADING(pst) SPACING- 2-0.0 CSI. DEFL in (loc) Udell IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ved(LL) 0.85 17-18 >647 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(Cf) -1.20 17-18 >459 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.62 Horz(CT) 025 13 Na We BCDL 10.0 Code FBC20171TPI2014 Mahbr-S Weight, 525 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2'Except• TOP CHORD T2,T3: 2x6 SP No.2 BOT CHORD BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 ' SLIDER Left 2x6 SP No.2 2-0.1, Right 2x6 SP No.2 2-0-1 REACTIONS. (sae) 1=0-8-0 (min. 0-1-8), 13=03-0 (min. 0-1-8) Max Hom 1=-60(LC 11) Max UpIM1=1531(LC 5), 13=1531(LC 4) Max Grav1=3348(LC 1), 13=3348(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=755913553.2-3=750513557.3d=7689/3660.4-22=d069515257 BOTCHORD WEBS 3-21=2381530, 4-21=01479, 4-20=208014308, 5-20=7381630, 6-20=21231994, 6-18=01519. 8-17=7041614, 9-17=99912148, 9-15=175011104, 10-15=207814298, Structural wood sheathing directly applied or 3313 oc pudins. Rigid cel ing directly applied or 6.10-14 no bracing. NOTES- 1) 2-ptytruss to be connected together with 10d (0.1315CJ') nails as follows: Top chords connected as follows: 2x4 -1 raw at 0.9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - i row at G." am Webs connected as follows: 2x4 -1 row at 0-9-0 am 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=42psf; BCDL=5.0psg h=15R; Cat II; Exp C; End., MWFRS (envelope); cantilever left and right exposed ; Lumber DOL-1.60 plate grip DOL-1.60 GCpl=0.18; \\ N M • B� �// 5) Provide adequate drainage to prevent water pondtng. �\ 6) All plates we MT20 plates unless otherwise Indicated. \GENSF��l-/�i 0 �. 7) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 8);rov dee mechanical connedlon (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except 1- 60 1 11. Continued on page 2 S, ATE F f ORt9p:'�� NI JOD I Irks I ms9 type y 1833DA4AN Aal1 NIP 1 2 Job Reference(o uonal soulhem Truro, FL Pier FL, 34951 Run: 6230e Og212018 Print 8230 soct 212018tMek lndustrfea, Ine b 10921:032019 Pe e2 ID:oy4fmnjpmMBmTCWUljwcynl)v-z5E5oRMNwWZ8mPxsFiKylStgAX?jf91Ki z;'Mk NOTES- 9) Nanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2221b down and 281 th up at 8.0-0, 107 Ib down and 160 Ib up at 10-0-12, 1071b down and 1501b up at 12-0-12, 107 lb down and 150 Ib up at 14-OA2, 107lb down and 1501b'up at 16-0.12, 107 lb down and 150 Ib up at 18-0-12, 107 lb down and 150 ` Ib up at 20-0-12,107 m dow0 and 150 Ib up at 22.0-12, 1071b down and 150 lb up at 23-4-0,107 Ib down and 150 lb up at 24-7-0, 107 lb down and 150 lb up at 26-74, Witt down and 150 Ib up at 28-74, 107Ib down and 150 lb up at 30-7-0, 1071b down and 150 lb up at 32-7-4,107lb down and 150 Ib up at 34-7-0, and 107 Ib down and 150 lb up at 36-74, and 222 lb dorm and 281 Ib up at 38-8-0 on top chord, and 2681b down and 117 lb up at S-M, 80 Ib down at 10-0-12, 80 Ib down at 12-0-12, 80 lb down at 14-0-12, 80 16 down at 16.0.12, 80 lb doom at 18-0.12.80 lb down at 20-D42, 80 lb down at 22-0-12, 80 lb down at 23-4-0, 80 lb down at 24-74, 80lb down at 26-74, 80 lb down at 28-74, 88 lb down at 30-74, 80 lb down at 32-74, 801b down at 34-74, and 60lb down at 36-74, end 268lb down and 1171b up at 38-74 on bottom chord. The desigNaelection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Undorm Loads (pit) Vert 1-4=-U, 4-10=-54, 10.13=-54,1-13=20 Concentrated Loads (Ib) Vert 4=175(F) 10=175(F) 19=54(F) 21=268(F) 20=54(F) 5=107(F) 6=107(F)18=54(F) 8=107(F)17=54(F) 9=107(F)15=54(F)14=268(F)16=-KF) 22=107(F) 23=-107(F) 24=107 fl 25=107(F) 26=-107(F) 27=107(F) 28=107(F) 29=107(F) 30=107(F) 31=107(F) 32=107(F) 33=-M(F) 34=-54(F) 35=-54(F) 36— WF) 37=54(F) 38=-54(F) 39=54(F) 4D=54(F) 41=54(F) �45GENgF\ 60 1 S ATgE F�J i_p�� j N ion truss Ituss lype y 1833-DA4LAN A70D NP 7 1 Job Reference o Bonal sWIhERIINbs,YIPIBlcB, 1'L, 3Ca51 lNn:aTI.lDo:erry[4%rnrrip mNl8mTOU8wcy sj vXSESoR�aMM1N6mPxs FKyI 729D%A4sW847hejefug llnq 57-122 I6I 1 4 I 3.0-0 LL47-" 71-14 7-014 1 9 4 411 .zapgZeSs k &71 Dead Load Den. - 7116 in stw V2 6x8 = 2x4 II 3xe = 3xe = 2x4 It 5x8 = 4 5, 6 7 8r. 9 lip F1011pp EJ E� Sx8 = 19 l9 17 16 15 14 13 5x8 = 4x6 = 3x5 = 4,6 = 20 II 3x9 = 315 = 4x6 = axe = 4x8 = demo i40 100-0 174Y14 V1.2 4d0 30.11-2 3900 47410 47Ae 5 ll40 I )�11 I g- .2 1 &11-2 I .14 9p0 oao Plate Offsets (X Y)- 11:0 2.Oa-Ol 11:D-0.14.Edae1 f4:0S12.0-2.81, f9:0.S12 0-2-81.1120-3-2,0-0-OL 112:133 Edgel f15:0-2-0.0.1-81, f17:0.3-8,0.1-8] LOADING(psf) SPACING- 2-M CSI. DEFL. in Poe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.52 Vert(-L) 0.55 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) .0.8916.17 >642 180 BCLL 0.0 Rep Stress Inv YES WB 0.83 Horz(CT) 022 12 n/a nta BCDL 10.0. Code FBC2017r(P12014 Matrix-S Weighb247lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except TOP CHORD Structural wood sheathing directly applied or 241-15 cc pudins. T2,T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or S-" cc bracing. SOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-75, Right 2x6 SP No.2 2-7-5 REACTIONS. (st2e) 1=0-8-0 (min. 0-1-8). 12=0-8-0 (min. 0-1-8) Max Hor41=76(LC 9) Max Uplifl1=61O(LC 5), 121-610(LC 4) Max .Gravl=1751(LC 1), 12=1751(LC 1) FORCES. Pb) - Max. Comp.IMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2-378811403, 23=-373411419, 3-0=3555/1344, 4.5=4564H 851, 5-6=-056411851, 6.7=-4564/1851,7-8=-4564/1851,8.9=456411851,9.10=3555/1344, 10-11=-373411419, 11-12=-378811403 BOT CHORD 1-19=124313414,18.19=-111913262,17-18=111913262,16-17=1861/4979, 15-16=1861/4979, 14-15=1116/3262,1314=1116/3262,12-13=124013414 WEBS 3-19=185/272, 4-19=-281375, 4-17=-67811599, 5-17=-405I308, 8-17=5601192, 6-16=0/293, 6-15=560/192, 8-15=405f308, 9-15=-678/1599, 9.13=281375, 1D-13=185W2 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=42psF, BCDL=S.OpsF h=158; Cat 11; Fxp C, End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate gdp 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 lead nonconwnent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing (date capable of withstanding 100 In uplift atjoint(s) except Gt=lb)1=610. 12-510. LOAD CASE(S) Standard Joe ru58 Inuss type y 1B33-DA4.AN A71D0 RtF 1 2 Jab Reference o Oonal ii aIpmj8m...,....�...........-...�.GH...o6U6.._QlBz"._...e,.. ID:ny4imnJpmNjBmTQZIUIjwcynlJv-tULrD70dRWLkoOwo2GHAPNro6UriBmO1BzIPPEspZ51 465 600 ��+ 3.i10 1 16�4.5r7I 21L15 I 2) 36d-Z2 I i 7i0 14 64-2 1e53501348-0A o8D Dead Load Dell. = 56In 5.00 12 6x9 _ 4x4 = 4x4 = 5x6 = 2x4 II 4x4 = 6z9 = 4 22 23 5 24 * 26�`-- 276 28 7 29 8 30 31 .V 9 33 34 35 10 'Ad Z ARM RAMP- Nil& k:J 5x8 = 21 36 37 20 40 39 4D 1a 41 42 43 17 44 45 16 15 46 47 48 14 us = 416 = 3x5 = 4x10 MT20HS= 3x5 = 318 = 317 = 315 = 4xe = 3x7 = We MT20HS= w� Plate Offsets MY)- 11:0-3-2 03.01 11:0-0-14 Eduel 14:0.34 0-4-01 I70:03-404-01 113:0-3-2 0301 113:133 Edael. 115:0-3-0.0.1.81, 120:03-0.0-1-01 LOADING(psi) SPACING- 24)-0 CSI. DEFL ' in Qoc) Udefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.92 17-18 >618 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -1.2917-18 >440 180 M17201-IS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.86 Hoa(CT) 0.26 13 file nta SCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight5391b FT-20% LUMBER - TOP CHORD 2x4 SP No2'ExcepN T2 2x6 SP No.2 BOT CHORD 2rc4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2z6 SP No.2 2-0-1. Right 2x6 SP No.2 2-0-1 REACTIONS. (size) 1=030 (min. 0.1.8), 13=0-B-0 (min. 0.1.8) Max Horz 1=-50(I-C 9) Max Uplift1=1550(LC 5). 13=1553(LC 4) Max Gmvl=3395(LC 1), 13=3401(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -AII forces 250 Qb) or less TOP CHORD 1-2-766913596, 23=761513601, 34=-7810I37V BOT CHORD WEBS BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc pudin t. BOT CHORD Rigid ceiling directly applied or 6-10.0 oc bracing. when shown. 5-20=175811124, 5.18=98W2135, i, 9-15=1757/1123,10-15=2168I4500, NOTES- 1) 2-ply truss to be connected together with 1Od (0.1317CJ) nails as follows: Top chords connected as follows: 2x4 -1 now at 0-9-0 oc, 2x6 -2 rows staggered at 0.9-0 00. Bottom chords connected as follows: 2c4 -1 row at 0-9-0 oo. Webs connected as follows: 2x4- 1 now at G-M oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.\ Unbalanced f live loads have considered 1 4) Wind: ASCE 7 10; Vuit=160mph (3secondgust) Vasd=124mp6; TCDL�Upsf; BCDL=5.Opsf; h=15fk Cat II; Exp MIWFRS left Lumber DOL=1.60 DOL=1.60 C; End., GCpl=0A8' (envelope); and right exposed ; plate grip ( pe); cantilever 5) Provide drainage to adequate prevent water pending. 6) Ali plates are MT20 plates unless otherwise Indicated. / 60 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 2 1 { Continued on page 1�+' �`Pot ,FVo ////�SS/IOj Njj�NG\\\\ �� Joe IMSS 1 I rose I ype. 1833-0A-LAN Att00 t jF'Y 2 Job Reference o Ooaal aGUa . T.. FL PI.. FL. 34951 aun: 52Ma Oc 2015 Print a23060c1213a1 a MI feN N6usabs,ma to een 1 uwL xula Pa0e2 lO:,y4lmn)pmNamTQZIUiMcynlly-tULrD7OdRWLkoGwo2GHAPNm8Ud..,.., JPPEz . NOTES- 8) Provide mechanical connection (by others) of truss to bearing plate capable of wlthstanding 100 lb up8ft at joint(s) except Qt=lb)1=1550,13=1553. 9) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s) 222 lb down and 281 lb up at 8-0-0,1071b down and 150 Ib up at 10-0-12, 1071b down and 1501b up at,12-0-12, 107Ib doom and 1501b up at 14-0.12,107lb down and 150Ib up at 16-042, 1071bdawn end 150Ib up at 18-0-12,107 Ib.down and 160 ib up. at 20-0-12,107 lb down and 150 lb up at 22-0.12,1071b down and 150Ib up at 24-0-12, 107 Ib down end 150 Ib up at 26-0-12,107 Ib down and 1501b up at 28-0-12,107 Ib down end 1501b up at 30-0-12,107 Ib down and 1501b up at 32.0.12, 1071b down and 1501b up at 34-0-12,1071b down and 1501b up at 36-0-12, and 1071b down and 150 Ib up at 38-0.12, and 222lb down end 281 lbup at 40-0-0 on top chord, and 2681b down and 117 lb up at B-M, 80 Ib dawn at 10-412, 80 @ down at 12-0.12, 801b down at 1441-12, 80 Ib down at 16-0-12, 801b davm at 18-0.12, 80 Ib down al 20-0-12, 801b down sl 22.0-12, 80 Ib down al 24.0.12, 80 lb down at 26b12, 801b doom at 28-0-12, 80 Ib dawn at 30-0-12, 80 Ib down at 3240.12, 80 Ib down at 340-12, 80 Ib down at 36-0-12, and 80 Ib down at 38-0-12, and 2681b down and 117 Ib up at 39-11-0 on bottom chord. The designlselection of such connection devices) is the responsibility of others. Lumber Increase=1.25, Plate increase-1.25 Uniform 4-10=54, 1413=54,1-13=20 Concentrated Vert 27=107(B)28=-107(B) I(B) 42=54(B) 43=54(B) � 601 S ATE F„ i a S�ONAL- LNG\ �llll 1111\�� Job IVUSS Intm lype, y is-DA4AN cl HIP 1 1 Job Reference L.20.1.1) $OIIa19T Tnm. K P18lrH. FL. 3$951 W 0: 0B Op (1Zulu Fmcu Us UCl21.10 M1 ieK IWYSQIP9.,nc. tl reo lVa:A:Vncmn ra8al IDmy4imn)pmN)BmTOZIUkxcynt)v4U W7OdRW LkOQM2GHAPNMDUooBIe:IBz.IPP9R ' s72 to." 2-021 -F 1s72 9 21-0.102 Dead Load Dell. =114 In 4x4 = 4X4 = Io 5x7 = 3x4 = 214-0 t-001i-0 1040 1280 12 20 _ _ 2}-0p�-0� 1-0-0 B80 I I B8e 0+0 08a' D40 Plate Offsets IX Y)— [1.0.1-14 0-0-21 [1:040-01321 [6:0-0-0132) [6!0-1-14 0-0.21 [8.038 0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (hoc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(L-) -026 1-0 >981 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.54 1-8 >473 180 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(CT) 0.05 6 We n/a BCDL 10.0 Code FBC2017/fP12014 MatrixS Weight 100lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right W SP No.2 REACTIONS. (size) 1=0.8-0 (min. G-1-8), 6=0-B-0 (min. 0-1-8) Max Hoa1=76(1-C 11) Max UpIiR1=265(LC 8). 6=265(LC 9) Max Gmvl=789(LC 1). 6=789(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied or 437 oc purilns. BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. CompJMmc Ten. - Ali forces 250 (Ib) or less except when.sham. TOP CHORD 1-2--14931534, 23=1173/347, 3-4=1039/343, 45=1173I347, 5-6=-14931534 BOT CHORD 1-8=504/1333, 7.8=21211039, 6-7= 428/1333 WEBS 2-8=367/327, 3.8=-50/298, 4-7--511298, 5-7=-367/328 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.W, h=15it; Cat. It; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 lb uplift atjoint(s) except Qt=1b)1=265, fi=265. LOAD CASE(S) Standard a .,ry5a N6S lype 1833-0A4.AN C2 HIP 1 1 Job Referenceo tlonel 9outhem Truss, FL Pierce, FL, 34951 reen: a s oats zma rnnc n.xsu a aran Buie-'—mnusuus,E oArme ID:ny4imn)pmNjBMTQ71U)jwcynljv-LgvERTPFCgUbOaNwsuCJwPGRPd2yx h r 4" 1 e-ad 1 14-0a 1 n-s-w 1 31-0-0 �zaa 4$-8 &5-10 6P0 35-10 3-106 4x7 = 44 = Dead load Deft. -1181n 3x911 3,4= 3x4= 3X8= 3x9 II zzoo 160 ano 14-0a 21-0a 2a-a,o � 1ao 1 7-0-0 1 soo i 740 I oao Plate Offsets (CY) - It•0-0-01321 11.9.1-14 13.0.5-0 0-2-01 I6'0.1.14 0-0.21 16.0-0-01321 LOADING(psf) SPACING- 24)-0 CSL DEFL, in Qoc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.88 Vert(ILL) -0.13 1-9 >999 240 MT20 244/190 TCDL 7.0 Lumbar DOL 1.25 BC 0.68 Vert(CT) -0.27 1-9 >954 180 BCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(CT) C.D5 6 n1a rda - BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 103lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0.1-8), 6=0-8-0 (min. 0.1-8) Max Horzl=61(LC 8) Max UpliRi=246(1-C 8), 6=-246(LC 9) Max Grev1=789(LC 1). 6=789(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-0-2 oc bracing. FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=1539/517, 2.3=1327/443, 3-1=12011433, 4.5=1327/443, 5-6=1539/517 SOT CHORD 1-9--470/1373, 69=31211201, 7-8=31211201, 6.7=-03011373 WEBS 3-9=32/306, 4-7- 12/306 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psF BCDL=S.CW,, h=158; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left end right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a10.0 psf bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s) except Qt=lb)1=246, 6=246. LOAD CASE(S) Standard N� N /i ENgF,`��,�i� 60 1 Farr ih _ NA; �0\N 1. 1 Job russ Iruss Iype ply 1833-0A-LAN 03G 1UV HIP 1 1 Jab Reference o tlonel SaMetn TN54, FL Plaz .FL, 33951 Run: 8230a od 21 Pat B P=8210aaka 21 P01B"rax lnausCIG4. Inm Fn Fee l w'21:W 2010 P e1 IDmy4imn)pmN)BmTOLUkNcynfjwLgvERTPFCqubQN c oPxaN7_uDSwMrRPd2yxgzpwh 3-52 680 1147-0 16-04 18.E-14 21-" 1 3-s2 1 24i•14 1 fi-60 5-0-0 2514 1 3! 2 4x7 = tx4 II 4,7 = 5.00 12 4 14 15 5 16 17 6 1x4 c 4x5 i 3 2 V. 3 fV' t 3x4 = s i 13 18 12 11 19 20 10 54_ 3x4 = 314 — 3xB = 3x4 = Dead Load Dell. - 118 In 1x4 G 7 84x5 a 3 N 1 9 5x5 = 2z-0e its s 64a 11-0a 160a 2-04 zt-k0 , ia1 sao 1 s-o-o 1 soo I�� DBa Plate Offsets (C.19— T1:04-10,Edge1 14:0-5-0 0-2-0] (6:0 5-4,0-2-01. (9:0-4-10.Edgel LOADING(psf) SPACING- 2-" CSL DEFL in (hoc) Wall Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Veit(LL) 0.16 11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.2311-13 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.27 Horz(CT) 0.07 9 We n1a BCDL 10.0 Code FBC20177rP12014 MabixS Weight 1101b FT= 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.21-9-7, Right 2x6 SP No21-9.7 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 9=0.8.0 (min. D-1.6) Max Hoa 1=46(LC 28) Max Upli t1=506(LC 8), 9=507(LC 9) Max Grav1=1122(LC 1). 9=1121(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied or 3-1-12 no puthns. BOT CHORD Rigid ceiling directly applied or 5-11-11 on bracing. FORCES. 0b) - Max. Comp.IMax. Ten. -All forces 250 (lb) or less exceptwhen shown. TOP CHORD 1-2=2313/1084, 2.3=225711087, 34=-2260/1094, 4-14=2686/1357, 14-15=268511357, 6-15=2685/1357, 5.16=268511357,16.17-268511357, 6-17=268611357, 6-7=2259/1094, 75=2257/1087, 8.9-231211084 BOT CHORD 1-13=983/2059, 13-18=94012088,12-18=940/2088, 11-12=94012088, 11-19-93812088, 19-20=93MOB8, 10-20=938/2088, 9.1D=94512059 WEBS 4-13=0/312, 4-11-3677712, 5-11=451/408, 6-11=-367/712, 6.10=01311 NOTES. 1) Unbalanced roof live loads have been considered fa this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mpM, TCDL=42psf; BCDL=5.Opsf; h=15fC Cat 11; Exp C; Encl., GCpl=0.18: MWFRS (envelope): cantilever left and riaht axaosed : Lumber DOL=1.60 Dlate aria DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nopconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of vAthstanding 100111, uplift atjolnt(s).except Qt--lb)1=506, 0=507. 6) Hanger(s) or other connection device(s) shall be provided sufgdent to support concentrated lood(s)166 lb down and 233 lb up at 6-D-0, 57 Ib down and 1071b up at B-0-12, 571b doom and 1071b up at 10-0-12, 571b doom and 1071b up at ll-114, and 571b doom and 1D71b up at 13-11-4, and 166 )b down end 2331b up at 16-0-0 on top chard, and 84 lb down at 6-0-0, 41 Ib down at 6-0-12, 41 Ib down at 10-0-12, 41 Ib down at 11-11.4, and 41 ib down at 13-114, and 841b down et 16.11.4 on bottom chard. The design/selecllon of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, leads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Uve (balanced): Lumber Inaease=1.25, Plate Increase=1.25 UniformVertLoalo�\\ 11 /Fn��// 1.4=.54, 4-6=54, 6-9 -54, 1-9-20 \\\s M_B� \ _ Concentrated Loads (Ib) Vert: 4=119(B) 6-119(B)12=27(B)13=49(B)10=-09(B)14=55(B)15-65(B)16=55(B)17=55(B)18=-27(B)19=27(B) N \ 20 —27(B) - 1 �' 60 i WC iM _ -O 5 ATE F omv /��i%SS�OnIAi11NG\\\\\ 11 JOD IrUSS Imes lype ply 1e33DA4.AN CJ2 MONO TRUSS 1 1 Job Reference (optional) S.M.. Tm.. Ft Piemc. FL, M951 Yam 239 3 2-13 ' 2-3-9I 0.11.4 { Plate Offsets MY)- 12:0-0-8,0-1-121. 15:0.1-10.1-8-61 f5:0-0.0 0.1-121 LOAOING(psf) SPACING- 2-" CSI. DEFL in poc)- Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.13 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 45 >999 180 BCLL — 0.0 Rep Stress Ina YES WB 0.04 Horz(CT) -0.01 3 n!a Na BCDL 10.0 Code FSC20171TP12014 Matrix-P Weight 10lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=1VIechanical, 5=0-11-5 (min. 0.1-8) Max Hcm5=48(LC 4) Max UplffO--20(LC 3), 4=29(LC 1), 5--201(LC 4) Max Gmv3=5(LC 4), 4=36(LC 4), 5=276(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - Al forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2.13 oc pudins. BOT CHORD Rigid ceiling directly applied or0-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.OW,, h=15f ; Cat. 11; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconeument with any other live loads. 3) Refer to girder(s) for truss to buss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 3, 4 except Ot=1b) 5=201. LOAD CASE(S) Standard V\GENgF,��/ii f 50 1 t�o� tarIS j FORIV \�N SS/lI ( ON�1 1\1O \\\d jou Truss Inuss we y 1533-DA-WJ CJ4 JACK 2 1 Job Reference (optlonep Sauftm Truss, FL Rent, FL, 34951 rWn: Plate Offsets (X,Yl - f2:0.0-8,0.1421, 16:0-1-10,1-8-61 16:0-0-0,0-1-121 LOADING(psQ SPACING- 2-0-0 CSL DEFL In Qoo) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5-6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Verl(CT) 0.00 5-6 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.04 HOR(CT) -0.01 3 n/a nla BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight 17 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (it=length) 6=0-11.5, 5=0-11-5. Qb) - Max H=6=81(LC 4) Max Uplift All uplift 100 lb or less at)olnl(s) 3, 5 except 6=-192(LC 4) Max Grav All reactions 250 lb or less at)oint(s) 3, 4, 5 except 6=259(LC 1) FORCES. Qb) - Max. CompJMax Ten. -All forces 25D Qb) or less exceptwhen shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc pudins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.101 Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.BpsF, h=15ft; Cat II; Exp C End., GCp1=0.1 B; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord five load nonconcunentwith any other live loads. 3) Referto girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of wghslanding 100 lb uplift at joint(s) 3, 5 except Qt=1b) 6=192. 5) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s) 73 lb down and 110 lb up at 2-11-0 on top chord, and 20 lb down and 71 lb up at 2-11-0, and 2lb down and 7lb up at 2-11.0 on bottom chord. The desigrdselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (S). LOAD CASE(S) Standard 1) Dead +Roof Live (balance# Lumber Increase--1.25, Plate increase=1.26 Uniform Loads (pif) Vert: 1.3= 64, 14=20 Concentrated Loads (lb) Vert 7=36(F) 8=46(F=47, B=1) f T ll 1 F�J i i- �� G \N Job Nss I rusS lype 1833ZA-LAN CJa JACK 2 1 Job Reference o Bonet So .m Truss, FL Plena, FL., MWI i 2x6 II Run: LOADING(psf) SPACING- 2.0-0 CSL DEFL. in (too) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.07 45 >998 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 I BC 0.35 I Vert(CT) -0.10 45 >796 180 BCLL 0.0 Rep Stress Incr NO WS 0.06 Horz(CT) -0.03 3 Na We BCDL 10.0 Code FBC2017"12014' Matrix-P Welght 26 lb FT = 20% LUMBER- BRACING. TOP CHORD 2z4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-11-5 (min. 0-1-B) Max Horz5=123(LC 4) Max UpIW--125(LC 8). 5=205(LC 4) Max Grav3=141(LC 1), 4=99(LC 3), 5=304(LC 31) FORCES. (Ib) - Max. CompJMax Ten. -All forces 250 (Ib) or less exceptwhen shown. WEBS 25=2631213 NOTES- 1) Wind: ASCE 7.10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF, h=151h Cal. 11; Exp C; End., GCpi--0.16; MWFRS (envelope); cantilever left and right exposed Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 100lb uplift atJolnt(s) except at --lb) 3=125, 5=205. 5) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 73 lb down and 110 lb up at 2-11.0, 73 Ib down end 110lb up at 2-i t-0, and 26 Ib down and 521b up at 6-8.16, and 261b down and 521b up at 5-8-15 on top chord, and 20 lb dawn and 71 Ib up t 2-11-0, 20 lb down and 71 It, up at 2-11-0, and 101b down and 2lb up at 55-15, and 10 Ib down and 2lb up at 5.8-15 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as 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--64, 1.4=-20 Concentrated Loads (Ib) Vert 6=72(F=36, B=36) 8=94(F=47, B=47) JOD ITILISS I ruse I ype 1833-DA4AN CJB JACK 4 1 Job Reference o tonal SOY91em TN , K Flak®, FL, 34951 144 1.9.14 6-4.5 10-6-4 11-24 1 t4d ITV 4$-7 1 4-1-15 I 0-6i1 —Plate Onsets Qx.Y — t2:0-0-6.9.1-121 r6:6-1-6.1-7-101 16:0-a0,6.1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qua) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.06 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.10 6-7 >999 180 BCLL 0.0 Rep Stress Inor NO W9 0.23 Horz(CT) -0.04 4 Na n/a BCDL 10.0 Cade FBC20171TPI2014 MatrixS Weight 44 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 4--Mechanical, 8=0-11-5 (min. 0.1-8). 6=Mechanical Max HoaB=164(LC 8) Max Uplift4=127(LC 4), 8=259(LC 4), 6=100(LC 8) Max Grav4=145(LC 1), 8=396(LC 31), 6=243(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 1 D4}0 oc bracing. FORCES. Qb) - Max CompJMax Ten. -Ail forces 250. Qb) or less except when shown. TOP CHORD 1-2-410H89, 2-9=-456M76, 9-10=-4591227, 3-10�414/215 BOT CHORD iS=177/411, 6-12=2951411, 12-13=29W411, 7-13=2961411, 7-14=295I411, 6.14=2951411 WEBS 3-6=444/318 NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever ten and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.D psf bottom chord live load noncencurrent with any other five loads. 4) Refer to girders) for tries to truss connedions. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 6 except Qt--Ib) 4=127, 8=259. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 lb down and 110 lb up at 2-11-0, 73 lb down and 110 lb up at 2-11.0, 26lb down and 52 lb up at 5.8-15, 26 lb down and 52 lb up at 5815, and 58 fb down and 107 lb up at 8-6-14, and 58 lb down and 107 lb up at 8-6.14 on tap chord, and 20lb down and 71 lb up at 2-11-0, 20 lb down and 71 lb up at 2-11-0, 10 lb down and 2lb up at 5-8-15, 10 lb down and 2lb up at 5-8-15, and 27 lb dawn at S-6-14, and 27lb down at B-6-14 on bottom chord. The designtselection 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 (coo Vert: 14=-54, 13=20 Concentrated Loads Qb) Vert 9=72(F=36, B=36) 11=65(F=33, B=-33)12--94(F=47, B=47)14=J7(F=-19, B=19) iou Imes I russ type ely 18334]A-LAN D3e HIP 1 1 Job Reference (notarial) ,n .re rne, r�.34aai MM e230 a Oct 212015 PING e23e a O 21 w1u M I eK IIWYNIes. Im Yn Feb 1 OW21:082019 Pagel ID.I y4lmrnpmNjBmTQZ1Ujwcynl)W31_s9QWkRkJBeNkPgtl7IABh7AOJNkbd(30ZzpZSf 3-0-0 5-&0 B-B-0 7A-0 3-0-0 I 2IHI I 1410 i 0-841 4x4 = 414 = 4x4 = 2x4 II 1+l-0 OM 3-0-0 5a0 641-0 7-0-0 1.4-0 104-OF 1d-0 I 2-a.n I 1.n.n I n.a.n Plate Offsets LX,YI— 11:C-0-ZO.1-01, 17:0-OS 0-2A1 LOADING psi) SPACING- 24)-0 CSI. DEFL In Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 6-7 >999 180 SCLL 0.0 Rep Stress Inv NO WB 0.08 Hom(CT) -0.00 5 We n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight 381b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD SOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 BOT CHORD SLIDER Left 2x4 SP No.31.8-16 REACTIONS. (size) 5=D-e-O (min. M-8), 7=8-8-0 (min. 0-2s) Max Ho=7=64(LC 8) Max Upiin5=121(LC 9), 7=707(LC 4) Max Grew=213(LC 18), 7=1971(LC 17) FORCES. (lb) - Max CompJMax Ten. -All forces 250 Qb) or less except when shown. WEBS 2-7=337/261 Structural wood sheathing directly applied or 6.0.0 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vui[=160mph (3-second gust) Vasd=124mph; TCDL-0.2psf; BCDL=5.0psf•, h=151t; Get II; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load noncencumenl 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 Qt=1b) 5=121, 7=707. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 lb down and 110lb up at 3-0-0, and 26 lb down and 57 It, up at 4-4-0, and 57 lb down and 110lb up at 5-8-0 on top chord, and 1622lb dawn and 543 lb up at 1-2-12, 23 lb down at 3A-0, and 14lb down and 21h up at 44-0, and 231b down at 6-7-4 on bottom chord. The deslgntselectlon 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 IF) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Uniform Loads(plf) Vert l-2=54, 2-3--:r1, 3A=-54, 1-5=20 Concentrated Loads Qb) Vert 7=1622(B) Joe russ Innis lype y 1833-0A-LAN J2 JACK 14 1 Job Reference o tional aoutlrem Truss, FL Plane, FL, U951 i 1-0-0 1-00 l 1-0-0 2-00 Plate Offsets (XY)— f2.0.0.12.0-1-121 f2:04-11,1-2-81.15:0-0-0,0-1-121 LOADING (psi) SPACING- 2-0-0 est. DEFL. in Poo) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.07 Vert(LL) -0.00 5 >999 240 MT20 244/190 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 Hoa(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC20171fP12014 Matrix-P Weight 7lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=11ifechanical, 4--Mechanical, 5=0-8-0 (min. 0-1-8) Max Hom5=43(LC 8) Max Upltl 3=,34(LC 1), 4=-43(LC 1). 5=124(LC 4) Max Grav3=15(LC 4), 4=29(LC 4), 5=-M(LC 1) FORCES. 0b) -May. CompJMax. Ten. -All forces 250 (1b) or less exceplwhen shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc puriins. BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0p6L h=15g; Cat II; Exp C, Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 3) Referto girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift stjoint(s) 3,4 except Qt=1b) 5=124. LOAD CASE(S) Standard truss truss type y 1e33-0AiAN r JTA JACK 2 1 Job Reference (optibna0 Sm rn Tess, Ft Plem, FL, M51 GT. LOADING(psf) SPACING- 24)-0 CSI. DEFL In (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) 0.00 4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.01 Vert(CT) .0,00 4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 We Na BCDL 10.0 Code FBC2017rrP12014 Matra-R Weight 4lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins, except BOT CHORD 2x4 SP No2 and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4-0-8-0 (min. 0.1-8), 2=Mechanical, 3=Mechanical Max Horz4=17(LC 8) Max Uplig2=24(LC 8), 3=.3(LC 8) Max Grav4=31(LC 1), 2=22(LC 1), 3=16(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 gb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf, BCDL=5.Opsf., h=15f% Cat 11; Exp C; Enc., GCpi=0.18; MWFRS (envelope); cantilever left and tight exposed; Lumber DOL=1.60 plate gdp DOL=1.60 ' 2) This truss has been designed for a 10.0 psf bottom chord live load 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 beating plate capable of withstanding 1001b uplift at)oint(s) 2, 3. LOAD CASE(S) Standard ENSF,��/i/ 601 -O S(, ATE Fqq Ot `.ZORtDQ'i /l/,iSS10NAL,O1\\\ J00 Truss Ituss type y 1831UA{rW AJACK 1s 1 Job Reference Jpllom.13 S,wthem Tnae, Ft Pierce, FL, 34951 Plate Offsets (XY)— (2:0-0-12.0.1-121, r5:0.1.8.1-2-0t 15:0.0.0.0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4.5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 Hoa(CT) -0.00 3 Ma n1a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight 1316 FT-20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanlml,4=Mechanieai,5=0-8-0 (min. 0-1-8) Max Horz5=83(LC 8) Max Uplig3=39(LC 8), 5=90(LC 4) Max Grav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (Ib) at 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 cc bracing. NOTES- 1) Wlnd: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=S.OpsF h=151t Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 .2) This truss has been designed for a 10.0 psf bottom chord live load nonconarrent with any other live loads. 3) Refer to glyder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 5. LOAD CASE(S) Standard a NSS N66 ype 1e33-0ALAN J6 JACK ib 1 Jab Reference o one swth. n=, Ft Flute, FL, 3401 i 1.0-0 6-0-0 ' 19 1 5-D-0 Plate Offsets (XY)— [2.0.0-12 0-1-121 [5•G•1-01-2-01 [5.0.0-0 0.1-121 LOADING(pst) SPACING- 2-0-0 CSI. DEFL In Doc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 45 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 45 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.06 Horz(CT) -0.02 3 nla rda BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight 19 lb FT=20% LUMBER - TOP CHORD ZA SP No2 SOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,4=Mechaniral,5--O-&O (min.0.1-8) Max Ham5=124(LC 8) Max UpI8K3=104(LC 8), 5=94(LC 4) Max Grav3=109(LC 1). 4=81(LC 3), 5=283(LC 1) FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 so pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.Opst h=151k Cat II; Fxp C; Encl., GCp1=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live bad nonconcunentwith any otherive 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) 5 except at --lb) 3=104. LOAD CASE(S) Standard �V\r,ENgF��/ice f 60 1 � -O x S ATgEq FAQ j i 0o OR)D_ Job Truss Iruss lype. y 1933DA4AN JB JACK M 1 Job Reference o tionai Saurhem , R Pleme, FL, s,tml i M' 1 0-0 8-0-01z I 7-D-0 Dead Lead DA =1/e In Plate Offsets MY)— 12:0-0-12 0.1-121 16:0.1-81-2-01 I6:0-0.0 0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ved(LL) 0.10 4-5 >766 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.18 4-5 >444 180 BCLL 0.0 Rep Stress Ina YES WB 0.09 H=(CT) -0.06 3 We Na BCDL 10.0 Code FBC2017rrP12014 Matra-P Weight: 25 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechwlcal, 4=MechanicW, 5=0-8-0 (Hn.0-1-8) Max Hoa5=165(LC 8) Max UpIM--147(LC 8), 5--106(LC 8) Max Grav3=161 (LC 1).4=120(LC 3), S=353(LC 1) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=319/300 BRACING - TOP CHORD Sbuctural wood sheathing directly applied or 6-0-0 oc puddns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - I) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL5.0psf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumerdwith 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 1D01b uplift at joint(s) except at --lb) 3=147, 5=106. LOAD CASE(S) Standard M IBL i' b`GENgF� / tz 60 1 r X N /,,//FS6 /0 N1AL`�NG \\� Job Iruss 1russ lype Fly 1833-DA4 AN V4 VALLEY 1 1 Job Reference(optiona0 SOW iem Truss. H, Ml . R, 34451 20 6.W 12 3x4 = 2x4 1 Plate Offsets MYI—.f2:0-2-O.Edael LOADING(psf) SPACING- 2-M CSL DEFL in Poo) Udeff Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.04 Ven(LL) n1a - n1a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n1a - We 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 3 n1a We BCDL 10.0 Code FBC201711PI2014 Matrix-P Weight 10 lb FT = 20% LUMBER - TOP CHORD 20 SP N0.3 BOT CHORD 20 SP No.3 REACTIONS. (size) 1=4-0-0 (min. 0-1-8), 3=4-0-0 (min. 0-1-8) Max Ho¢1=10(LC 9) Max Upll t1=33(LC 8), 3=-33(LC 9) Max Grav1=94(LC 1), 3=94(LC 1) FORCES. Qb) - Max. Comp.IMax. Ten. - All forces 250 Qb) or less except when sham. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0.0 oo purilns. BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.0pst; h=151C CaL II; Exp C; End., GCpl=(1.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load noncencurrent Win any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)olnt(s)1, 3. LOAD CASE(S) Standard �\�i '��GENSF•� L,,,�ii 1 60 1 - t / OR11DP 111 Job Truss iruss lype y 1833-DA-LAN VB VALLEY 1 1 Jab Reference o tlonal SOUMM IMM, FL P1l FL, 34951 2(4 1x4 II 7 t-0 4x4 = 24 0 7-" 1 _6 LOADING (psi) SPACING- 2-0-0 CSL DEFL In (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) Na - n/a 999 MT20 244I190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(C) rda - nla 999 SCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 3 We nfa BCDL 10.0 Code FBC2017[rP12014 Matrix-P Weight 24111 FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (stze) 1=8.0.0 (min. 0.1.8). 3=8-M (min. 0-1-8), 4=8.0-0 (min. 0-1-8) Max Hmz1=25(LC 8) Max Upli tl--i8(LC 8), 3=-62(LC 9), 4=52(LC 8) Max Gmvl=118(LC 1), 3=118(LC 1). 4=248(LC 1) FORCES. (lb) - Max. CompJM= Ten. -All forces 250 (tb) 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) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10;.VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.OpsF h=15$ Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live toad noncencument with any other live loads. 5) Provide mechanical connection (by othem) of truss to bearing plate capable of withstanding 100111 uplift atJaint(s)1, 3.4. LOAD CASE(S) Standard a mss Iruss lype 18330A-W4 V12 VALLEY 1 1 Job Reference a Qonal Southem Tr=, FL PhuM FL. 34951 4M = 3x4 4 3x4 LOADING(pst) SPACING- 2-0-0 CSt. DEFL In goo) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:57 Vert(LL) nfa - n1a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) n1a - We 999 BCLL 0.0 Rep. Stress Ina YES WB 0.06 Ham(CT) 0.00 3 n1a n1a BCDL 10.0 Code FBC2017RPI2014 Maf-s Weight 38 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-G-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS- 2x4 SP No.3 REACTIONS. (size) 1=1240-O (min. 0-1-8). 3=12.0-0 (min. 0.1-8), 4-12.0-0 (min. 0-1-8) Max Horz1=40g-G 10) Max Upllftl=78(LC 8), 3=85(LC 9), 4=115(LG 8) Max Gmv1=175(LC 17). 3=175(LC 18), 4=439(LC 1) FORCES. (lb) -Max. Comp./Max Ten. -Ali forces 250 (Ib) or less except when shown. WEBS 2-0=2881159 NOTES- 1) Unbalanced roof live loads have been considered for this design., 2) Wlnd: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OW, h=15ft; CaL II; Exp C; End., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing., 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3 except at --lb) 4=115. LOAD CASE(S) Standard 'Z\\��P'��GENSF� 60 1 s ATE �7 -O � �I JOD Inuss iruss lype 1833-1044AN V18 VALLEY 1 1 Job Reference o tional saumem rrvaa. m vie . ram, aw nun:e.<uu.wam,ornnc ..,:,.,..,,o,.,,. .. -. ID:ny4lmnjpmNjBmTOLUjjv�7mljv 7UAT01M6uWLNyPXObee4YIM6gLAZum)duz ,';C 84-0 154-0 16-0-0 4x4 = 30 4 8 7 6 3x4 C txb 11 tx4 II txd II LOADING(ps}) SPACING- 2-0.0 CSI. DEFL in (ioc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.27 Vert(LL) n1a - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.18 Vert(CT) nla - nla 999 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) 0.00 5 We We BCDL 10.0 Cade FBC2017rrP12014 MatrixS Welght: 55 lb F7=201/6 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-04) oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rlgld calling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (Ib)- Max HOrz1=-WLC11) Max Uplift All uplift 100 lb or less atJclnt(s)1, 5, 7 except 8>175(LC 8), 6=175(LC 9) Max Grav All reactions 250 lb or less at joint(s)1.5 except 7=262(LC 1), 8=31 B(LC 17), 6=318(LC 18) FORCES. Qb) - Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psg BCDL=S.OpsF, h=151k Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate gap DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bosom chord five bad noncencurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 5, 7 except Gt=-lb) 8=175,6=175. LOAD CASE(S) Standard O mss 1russ two 1833-0A-LAN V19 VALLEY 1 1 Jab Reference o 6onal aoumem i mss, r� rieree. ram, amour num o.cw a ,.n a .u,o................_ . _.... --'" 1&&0 ID:ny4imtypmNIBmTOZIU)jweynijv-Iej7UATO1M6u WLNyPXObee4Y2v_nbf4AZum)duz 1590 910-0 19-" r 9-10-0 9-2-0 5.00 12 1x4 II 4x4 = 1x4 II 4 3x4 8 7 B 3x4 0 1z411 Sx4= 1x4 II LOADING(psf) SPACING- 2-0-0 CS'. DEFL in (Ioc) Well Lld PLATES GRIP TCLL 20.0 Plate Gdp DOL 125 TO 0.47 Vert(LL) rda - n1a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) We - Na 999 BOLL 0.0 Rep Stress Ina YES WB 0.08 Horz(CT) 0.00 5 n1a We BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no pudlns. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-8-0. (lb)- Max Horz1=-69(LC9) Max Uplift All uplift 100 lb or less atjoint(s)1, 5 except 8=-225(LC 8), 6=225(LC 9) Max Grav All reactions 2501b or less atjoint(s)1, 5, 7 excepl8=416(LC 17), 6=416(LC 1 B) FORCES. (Ib)- Max. CompJMax. Ten. - All forces 250 qb) or less except when shown. WEBS 2.8=299Y267,4-6=2991268 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 8CDL=5.0psf; h=15R Cat. 11; Exp C; Encl.. GCpF0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atJoings)1, 5 except Qt-lb) 8-225, 6=225. LOAD CASE(S) Standard