Loading...
HomeMy WebLinkAboutTRUSS PAPERWORK�rw iwwf /hfw rrrf�fiw r�• SOUTHERN TRUSS. COMPANIES Southern Truss 2590 N. Kings Hwy ! Fort Pierce, FL 34951 (772)1 464-4160 * Fax: (772) 318-0015 Job Number. J1900135 Customer: Ryan Homes Lo'F " 3 Name: Oakland Lake Address: City, 5T, ZIP: General Truss Engineering Criteria & Design Loads Building Code and Chapter. FBC2017OP12014 Computer Program Used: MiTek Version: 8.23 Oct 2 CANNED Gravity: I Gravity: �� 37.0 psf ROOF TOTAL LOAD N/A Wind Building Authority: heie Cuarity 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County No. Date Truss ID# 1 02/01/19 j Al 2 02/01/19 A2 3 02/01/19 A3A 4 02/01/19 A3D 5 02/01/19 MA 6 02/01/19 A4D 7 02/01/19 A5A 8 02/01/19 A5D 9 02/01/19 A6A 10 02/01/19 A6D 11 02/01/19 A7A 12 02/01/19 A7D 13 02/01/19 AB ' 14 02/01/19 A9G 15 02/01/19 A10D 16 02/01/19 A11DG 17 02/01/19 C1 18 02/01/19 C2 19 02/01/19 C3G 20 02/01/19 CJ2 21 02/01/19 CJ4 22 02/01/19 ! CJ6 23 02/01/19 j CJ8 24 02/01/19 D3G 25 02/01/19 j J2 26 02/01/19 J2A 27 02/01/19 J4 This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentification and date of each drawing. Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76061 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Truss ID# 28 02/01/19 J6 29 02/01/19 J8 30 02/01/19 V4 31 02/01/19 V8 32 02/01/19 V12 33 02/01/19 V16 34 02/01/19 V19 Tj �O Page 1 of 1 . r N TYPICAL DETAIL @ CORNER. - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.L.Factor=1.00) nds' toe nails only have 0.83 of 'lateral Resistance Value. 112 SOA t AO _-OA 12 9-9-5 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT Q UP TO 265 f - 2--16d NAILS REQ'0. Q UP TO 394# = 3-16d NAILS REQ'D. M Ln J1 A J3 use 2-16d A toe nail ® T� BC_� . H7 (HIP GIRDER Typical jack 4T —I --- -T- --�- attachment toe nail ® use ail 0 T TC TYPICAL CORNER LAYOUT & ?-16d 9,1 0 r Typical Hip —jade attachment CHORD HANGERS FASTEN ER GIRDER JACK J1l J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — BC ——-—--— 2-16d nails — — --- JS TO HIP JACK GIRDER TC ——-——-— 2-16dnails ——— BC ——-—--— 2-16dnails ——--- J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails — —-—— HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — - I 3-16d nails — — — — — BC I — — — — — —— I 2-16d nails —--— SOUTHERN TRUSS COMPANIES +�Z//w.w.sa�,aritrim.eam Brian! M_ Bleakly Struct Erna #7 IIMUM GRADE OF LUMBER LOADING (PST) SM MCR_ OOS L FSC2017 T.C. 2x4 SYP ¢2 B.C.2x4 SYP 2 TOP 13 20 WEBS 2x4 SYP No 3 BOMM 00 10 SPACING 2e O.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)23F x:(772)318 2-0509 20016 4160 1 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 i TYPICAL DETAIL C CORNER - HIP NOTE: NDS=Notional Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. A UP TO 265 132.5# per Nail (D.O.L.Factor=1.25) = 2-16d NAILS REQ'D. nds toe nails only have 0.83 of © UP TO 394# = 3-16d NAILS REQ'D. lateral Resistance Value. 1. - I dl 1 maw >11' ? I 12 1 I(D n® -�® 4Q :HIP GIRDER � \ use 2-16d toe nail TC do BC. Typical jack 45' attachment J1 TYPICAL CORNER LAYOUT G) use 3-16c toe nail do 2-16d Typical Hip —Jack' I attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails — — —— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — Be — — — — — —— 2-16dnails — — — —- TC — — — — — —— 3-16dnails — — — —— BC — — —— — —— 2-16dnails — — — HIP JACK GIRDER (CJ5) TO HIP GIRDER TC 3-16d nails BC = _ _ _ _ = = 2-16d nails — SOUTHERN TRUSS COMPANIES fhb//.s r emrtne vtn-- Brian M. Bleakly Struct Ena #76( MINIMUM GRADE OF LUh T.C. 2x4 SYP J2 B.C. - 2x4 •SYP f7 Wffi 2x4 5YP No.3 LOADING (PSF) STR. INCR.:25% L 0 TOP 20 BanDM 00 10 SPACING 247 O.C. Fort Pierce Division 2590 N. Kings Higghway, Fort Pierce, FL 34951 (800)432-0509 (772)464-4160 Fox:(772)318-0016 Hangers Face Mount Hanger Charts MITeW _ •::1,_ _l , •'I•.-.y-' JaistSize u-J;.a•Ir_ '_ : i4. �.F. :USP. . Slneli N4- iF .ced._ - Rik Na°: .•_�,. .. GDuge :+�::j-nt:�F'-.�;� �F..\ef'`l..-k '' .. a�.. _ YW6iuYnla_lu'i�-i�C-'• } * „� llBDbrableLoads(Liffi.I • .�:•. Aet �' IYlanr: _ •..Header _- : _ Joist P ri W . =- , N .:. - Q -Y ii = A' 'ei, -,'�:... Natl -' _ -'C'•. Neil•: `` ' FIDDT' ::R00f.: .•.7• 10096 115% 1259G 160%'SAM- JL24 W24 20 11J/1fi 3 1 12 15/i6 _ 4 . 101 2 10dx1-1/2 :-470. 54G V:580. ( 320• S. R5, F2 4 16d 2 10d x 1-1/2 . 560 640 ' 695' : 320 JL24W-TZ - 18 1-9/I6 3-1/8 1-1/2 - - 4 10dHDG 2 10dx1-1/2HDG .465- 535:1 580:_1' 280 : 31, R1 F32 4 16d HDG 2 10d xM :1/2 H66 .558' ( 615 615 : ' 280' 2x4 JIM4 UJS24 18 1.9/i6 34/8 1.3/4 7 4 10d 2 10d 67F . 775. 835 I 510 SUH24 U24 16 1-9/16 3-1/4 2 1-3/i6 - 4 10d 2 10dx1-12 500 .560-1606.. 380. 5, 4 16d 2 10d x 1-12 'IE 149 720 380 H026 HU26 14 1-9/16 3-12 2-1/2 1-1/8 Mb1 4 16d' 2 Mid x1412 ; 615 ; MS 74S• .3m:: A5, F2 Max 4 -615 6961 WS-1 595• -_I.'i z .JLZS ': :t- `• - .11125'' 20= - 1 jr' 4,y4 - 1=--�5/16 . - . -4`` :•fi ='10d--:.4 -:..1Gdx�tll-t 710 805 I 870 656 4T 70d'x 1-W = ' 840 J 960• lU5.1 6W. 'I ' `i':.� JL26IZ,.G26L.;; :_.'',:e.•..:,•_•,e•.r-: "-'�:•:;:' LC) 18� '•:.`•, 191J6':4-1]2 .;>: - .:k712 - - •6 • icam. 74. 10dx1-1/2HDG 695 '800 87A " • '730.. - 31, R1, F32 6'- .16dHDG. :4'(.10d)0A2HDG 830•).9$0 1 1035•i 730., `..111526=. • 18 : • .1•-9116 4--13/1 .1-314 1 .. -. 4 ' : 10d :. _:.4 .. ::.- : 70d ..' :' ` 87D .1000 (1080:( 1115 . - 5, R5, F2 ' x: I 1tAUS26 - 'MU526 •.• =10 ; T-M6 6 . " '• • .1Qd,- 1285 14754 1605 (' 865 . 131, FH, F32 2 x :,- _:f i :'ar =_-.r, , ':,�.. - �_.::::r_'., ' ,. .-:; °'3'- 1-3116 .•;-:o- 6 lad; 4 : -•10d 7t 1-14 _ • 7W Me. 9W 7W :s ._1Gdxr-12.:.� amt000lo6G ..755 ':HIS26: i 7fi:- 31-518:.=5-7n6'.'°.-3 =c: 'r;?z - 14 r..16d [s .. .. '.isd Z768 314a 333s s25 �' •- _ 'HD2fi.'�...; '-: HD26" ' : •. :'•:14; .'14•='1A11 .. _ • :: •- 1�9116 ':.3-72' 'S-1J4: •2-12 .2-1R ; .:.:: -��3%8 �- • '1-1/8 F� , .Min • ::.. 4 8 .':: .. � .. • . 16d •:,: .afid ''•2' 41 6 I:1 .10dx1-42 •:. = ' 10dx1-i2.: 615. 695 1 745. : 365. 5, R51 F2 (din•..; 1230 1236 MS 1390.( 1390-1 745 1490( 1490 ( 50 •780 : 825. • Max JL26 Una 20 I 1-9/16 4-3/4 1412 ISM _ 6 1od 4 1odx1-12 718• 805 j 870; 650. 6 16d 4 ( 10d x 1-12 840 960 M045 651T JL26W-7Z WC28Z 18 1.9/16 4-12 1-12 - _ is 10d HDG 4 ( 10dx 1-1211M 695. ' SM • .810; '730. 31, R1, F32 6 .16d HD6 4 ( 10dx 1-12 HDG 830. 950 1035 •730 JL28 LI28 20 1-9/16 s-3/8 1-12 15/16 _ 10 10d 6 10d x 1412 118D 1295 •12951 •855 5, R5, F2 10 16d 6 10d x 1-1/2 1400 1600 17401 855-: JL281F-TZ - 18 1-9116 6-1/8 1-12 - _ 8 10d HOG 4 10d x 1-12 HD6 930 10651 TI601 .730:' 31, R1, F32 8, 16d HOG 4 10d x 1-12HDG 11051.1215 1215 730 JUS26 LUSH 18 1-9/I6 4-131i6 I VU 1 - 1 4 10d 4 10d L970 1000 11080 1115- JUS28 LUS28 18 1-9/16 VA 1-3/4 1 - 6 10d 4 10d 1410 1T/.0 1375 .1115 5, R5,F2 2 x 8 MUS26 MUS26 18 1-9/16 5-1/16 2 1 - 6 10d 6 10d 12851' 147.51 1605 865 • 31, R1, MUS28 MUS28 18 1-M6 7-1/16 2 1 - 8 10d ( 8 10d 1710 1970. 21401 1230 F32 SUH26 U26 16' 1-9M6 5-1/8 2 1-3/16 - 6 10d ( 4 10d x 1-12 •.750 • 50 910 755 ' 6 16d 4 10dx1-12 880_81000 111180 755- SUH28 - 16 1-9/16 6-5/8 2 1-3116 - 8 10d 6 ( 10d x 1-1/2 1000 j 1120 Mo •8W ( 8 16d 6 10dx1-12. 1175 133511440' 800' HUS26 HUS26 16 1-SM 5-7/i6 3 2 - 14 16d 6 16d 2760 3140 3345• 1925 5 HUS28 HUS28 16 1-5/8 7-3 16 3 2 - 22 16d 1 8 16d 4170 4345 4345 25I0 • F2 ND28 HU28 14 1-9/16 5-1/4 2-112 1-1/8 win 8 16d 4 10dx112 12� i390 1490 780 Max 6 1230 139011490 82M LHD210 HU210 ' 14 1-9/i6 7-3/16 2-12 11/8 tIM 10 18d 4 10dx1-12 1510 1735. M8CL5' 780 14 6 1-21551 2430: 2h1O-j 1170 1) IM bads have been irxreased 6096 for wind or seismic loads; no t ter Increase shall be permitted. 2)16d sinkers (0.148 dia. x 3414" long) may be used at 0.84 of the fable bad where 16d commons are specified. This does not apply to JUS, HUS, ME slant nail hangers. 3) For JUS, ifi1S, and MIS hangers: Nags must be driven at a 30" to45-angle through the joist ortnss bde the header to achieve i mtable loads 4) NA L5:10d x 1-12" nails are 0.148" dra. x 14/2" long, 1Oil nags are 0.148" dia. x 3" long, l6d nails are 0.162" di L x 3-1/2" long. New products or updated product information are designated in hire feat 6o t on Finish /Stainless Steel Mold Coat ®HDG \Triple Mr. -;4 A tE- H D� W'y'� 112 j Continued on next page Hangers Face Mount Hanger Charts MiTeW ::. . .> : ]• ' JaLst fide ,,, -:Stock Stork No: . _ : • •BPS Nb : :Gau Dimensions � ' `.• . NlowabkLoads r ' •..� �= Ref.::. p� Mai- 'Read - A =r•:Joist _ -::,•.::::'' W.:" :`: H. =- _ `= D'• -. A ' '. _ t •. ' - : lNal'- r ,'` - _ c. Hal Floor : =:'Roof • UPIIR1`Code :T00% 115% 1259G 1609G JUS24-2 LUS24-2 ( 18 1 3-1/8 3-7116 2 1 - 4 16d 1 2 16d ' 8D5• =:920 :965 i-•325 -' SUH24-2 U24-2 16 3-1/8 3-1/8 2 1-1/8 - 6 10d 2 10d ' 750:. `940 :1 91-O •' 380 ' 6 16d 2 10d _880' A0W- 1080 .380: (2)21x4 HD24-2 HU24-2 14 3-118 3-1/2 2-1/2 1-1/8 - 4 16d 2 10d 115'• 205•j •745 •'385 . HM24-2 - 14 3-1/8 3-7/16 2 1 - 4 16d 2 16d .:850:' ':M..- 1040 495 HUS24-21F - 14 3-1/8 3-7/16 2 1 - 4 16d 2 16d :•850 : •965, 1NOI •495 { -'. •. Fe .•• JUS22:%;" ' 'LDS26 2 c� _; t8- `;:3::.: 57J4' : :2': •':1 ' -:.=. : ;=:16d, , •°4; ..16d 1040 1185 •1220; 1355 ;:. ... SUH26-2, ' :..U26 2 : iri/8 : ' 10 - .. 4.-' :10d 1250 y405 1515 755 a0 '.'•16d - a:4" -' 1DU 1470 1670- 18. 0W 755. H02442 ` `' J:HU24-2 =-' .:14":' 3-1/8' i::31/2 J.2-1/2 rl-118 ; =:::= 16d_ :•- 2'. '10d. MS. • WS- 745 '• 385 { (2}2x6 ... 26 2:'.. j 'Hl>526-2' : : i4.� 3118 ,5-i/4 .'2. :.j- - -.:-'4 : :16d :-.4 16d' 1085 1235 1300' 1155 HUS26-21F• <"+ }' HUSC26-2' 1r j : W ': 3 918 . :5.1l4 2 :' ' .1-' : = : : 4 r.16d: ' :4' . 4Ed 1085 1235 1300 1155 - : HU26-2 .:; ::. �4:_ 3-1ff 5-1/4 ' 2-7/2 9�1/8.. , Nfin.T2* Max 4 1od . 1230 IMM U90 780 : 6 • 185o 2085: 2235 :1170• -HUC28-2.=::':::14' : 318`. .5-1/4. 2-1/21Dd`'Max:.i 1230 1390 1490 •. 780.. :-6 1850 2DB5 22351.1170' JUS26-2 LUS26-2 18 J 3-1/8 5-1/4 J 2 1 - 4 16d 4 16d 1040 1185 122D 1355 Sol 1: JUS28-2 LUS28.2 18 3T8 7-1/8 2 1 - 6 16d 4 16d 1325 1510 1645� '1355 ! SUH26-2 U26-2 16 3-1/8 5-1/16 1) t 1 2 1-1/8 - 10 10d 4 10d 1250,-1405 1515 ' 755 ' . 755 { 10 16d 4 10d 1470 1670 1800 SUH28 2 - 16 31/8 6-1I4 2 1-1/8 - 12 10d 4 10d 1500 16851.1815 -755 ' 755 '. 12 16d 4 10d '1765 -19151 1915 HUS26-2 HUS26-2 14 3-1/8 5-1/4 1 2 1 - 4 16d 4 16d 1085 .1235 1300 J '1155 HUS26-21F HUSC26-2 14 3-1/8 l-14 2 1 - 4 16d 4 16d 10M 1235 1300 1155 (2) 2 x 8 HUS28 2 HUS26-2 14 3-1/8 7-1/8 J 2 1 - 6 16d 6 16d T625. .1850119951 1810 HUS28-21F HUSC28-2 14 3-1/8 7-1/8 2 1 - 6 16d 6 16d 1625' W% .19.45 1810 HD26-2 HU26-2 14 3-1/8 5-1/4 2-112 1-1/8 Min5. Max 8 12 16d 4 10d 1230 _1850 ,1390 :2085 (.144D .2235 { ' 780 1170 I F2 6 HD26-21F HUC26-2 14 3-1/8 5-1/4 2-1/2 - Miit 8 16d 4 10d 1230 :1390 14901 780 � 12 6 �•�•2235 -.1170 HD28-2 HU28-2 14 3-1/8 7-1/8 2-1/2 1-1/8 � Max 10 14 16d 4 10d -1540 173511M5 1-: 780 1170. . 6 2155 243012610 HD28-21F HUC28-2 14 3-1/8 7-1/8 2-1/2 - min 10 16d 4 10d '17351 1865 : 780 • 1170 Max 14 6 2155 243012610 .I 7- -2:-- .1'° '<-.. :6:- 16dd:: 4. 16d. y325 1510 166 i355' '. `JUS210-2-',.7. :LUS210-2 : 18'J:3-1/8- 9-1/8, Z'`.1t1 .'-... 8;:• 16d �'6 16d 1845 210512290 1 1980 _ SUH28 2 .,. - - 16 _3r1/8 �_., . • - ,61/4• 2-; 7-18 -: r•10d• . [:4 10d 15M 1685' 1815 . 755 •.12 '.16d `. ` 10d 1765• 19151 1915 755 SUH210-2- U210-2 .16 t 9-1/8 8 9(16 ],:..2 , , '1 1/8 . - 16- •16-. :•10d' -1£d'• .'•6 6 ' ':10d 9Dd 2do0 2350 7245 2670 2420 2880 1135 - 1135 HUS28 2 - -HUSZI=2 '.'.' 14 '3-112t.. -7-1/8 :.'2t c'1 . • '..= •6 - ':16d 6: '.,16d: 1625:'1850 1995: laic HUS28-21F HUSC28-2. ` `.14 . . 318 " 7-118 : �2 ' _ h : r: -= _6 ':=16d 6 16d 1625. 1850 1995 ' 1810 ` • (2) 2X'10-Wax H�28-2 ': :: ;HU28-2 : .14` 8-1/8.: >7118 •1•2-1%2 f 1=t%8 Min 10. ..14_ 1Sd • : •• `'4 - 6 ' " - 1Dd' 1540 1. : T865 • .121155-124304 2610 1 1i70 HD2821F•.' ..•HUC282':,':, 14 .34A, - -1/6 2-112' =-: Nia .10 .: _:. •16d •• 4.. : •` . AM. =. 1540 1735' 18f 1 •780• Nax '°14.:::: : .6 2155 2430 ,26111 1170 HU5210-2 ; ::' t HUS210-2 ' ].4 :3-178 = . 9-1/8 2 - ' 1: :..-: 8'. . •:16d: : g.:J :,16d' 2170 2465 2E601 221O: _HUS21D-21E -.� HUSC210-2 1 . 14 .'•3-1/8 -91/8" Z.: :'1^ `'•_:: --.1i '•16d $- '•r16d' 2170 "2465. 2668 2va HD210 2 : " .. :F1D21B 2'. •''14 ' 3-1/8 : =9• 2-1%2 .a 116 Min ` ::14:' ; 16d ' "-6z 1Ud' Tf56 3080 2430 3475 261U 3725 •1170 :195D ` -10 :... HD210-21F.•:' • :HUC2a0=2 ' '.14'.. 3=1/8: - • `9 - '2-]/2 " ` - + Min. °.:14.:,° • �•• •16d :• 6 + :10d 2f55 '2430 2610 :,1170 L 3080 3475 3726 1350HD0210-21F.- J. HUM210-7'. -•14 3r114 - ' 9:' '1 3,11:1/2VJS36_W.2975 1) Uprdt bads have been increased 60% for wind or sermnic loads; no further Increase shag be pmdled. 2)16d sinkers (0.148 dui. x 3-1/4" long) may be used at 0.84 of the table load where 16d canons are specified. This does not apply to JUS, HUS, MUS slant nail hangers 3) ForJUS and HUS hangers: Nags must be driven at a 30° to 45' angle through the joist or truss 10 the header to achieve the table loads. A 4) WS3 Wood Screws are 1/4" x 3" long and are fncfuded with HOO hangers. 5) NAIL& IOd nails are 0.148" dta. x 3' long, 16d are U62' dia. x 3-1/2' long. New products or updated product fm mnation am -designated in blue font. Cormsion Finish ■Stainless Steel OGold Coat MHDG Wriple Zinc i %0 W�'�7% 114 Continued on next page Moues Hanger Chard MiTeV • 3oistSfie :, _ USP ; . -... -'-.StodcNa.:'= .. i . ;:" .: ReLAta • sted 'Gau9a �� � oiroeiisians n .� _ •� )' Fastener :::. ::• •:'•:.' OF/SP'• :.' _ -_AiteiirahleLoft (l.hs.) - : PA-: Hax _ •Neatfei = c :' : �_ - _ ' W '' ." H : 0°' _ `A ` - - ; . -Nail- . _ -: : Naa •' _' Aoot '_ Root 10046 1S57L -1259G y6096 �•' SUH314 U314 16 2-9/16 10-9116 2 1-1/8_ 18 10d 6 10d x 1-112 •2250: 2525 2M 1135 18 16d 6 10dxl-l/2' 2645 •3000" 3610 1i35•' HD314 HU314 14 2-9/16 11-5/16 2-1/2 1-1/8u16 MIn led 8 10dX1-1/2 2465•'-rM6 ��.44=35 2960 - 12M ' �. 12 3xl6 HDM41F HUC314 14 2-91t6�11-5/16 2-112 - Min 16 led 8 lodx14t2 2465' 2780 2960" :1280, Max 24 12 369rr•)4170<4435.-2095' HD316 HU316 14 2-9/16 13vri6 2-12 1-18 Min Min 18 16d 8 tOdx1-12 1ZM- 4005, 3125 4435 3355 44351 1560 2045. 26 12 HD316F HUC316 14 2-9/16 135116 2-1/2 - Min Max 18 26 16d 8 10dx11/2 2770 : M. 3t2Fr 4435 3355 4435 1560% 2M 12 ::• 8 ::. :_�'' HD38-2 '.".. j HU33-2'_', ,14 ' S-1B - 6-t18. - : _= 2-12 •' ..1-118 '.Min Mez � a ;la'. -1 s •16d. ' ' _ . ' 4. -. : _:10dF.- - z:'. 1540 1735 likes .'780 - , . 6: MS' 2430 2510 1 .1570 S0 H038 2 NU36-2 14 5-18 6-18 2-12 1 1B Min 10 16d 4 10d1540 2155 ins 2430 1865• 26l0 78D " 1170:. Max_ 14. 6 (2) 3 x HD310-2 HU310-2 •14 5-18 8 2-12 1-1/8 . I Max � 146 20 led 1� 2155' 2430 2610 137D 10 3080 3475 3725 1 162.5 3X1S - HD312-2 o-'••.:, ,HU312:4 : ',14 :518, ;10 - '•2-1J2 ,1-18 Miir 16-' led . 8' 12,. 10d' } ` " : 24651 2780 2960 1065 Max:'24: 3695: 4570 ,4470 ,2340 (2)3xl4 H0312-2 HU312-2 14 54/8 10 2-12 1-18 Min Max 16 24 led 8 led 2465 ZM 2980. '1065 12 3695 4170 44M 2340 JUS26=37•'-.`• LUS26-3 •. 18 4-5/B i-,+4-1CL (, ' 2'. 1 '•;; =, :.4 16d 4 • : 166 •'_.r 1040 1105 11220 1355 'St1H263- " •..= U26-3`': ` 16 ts1 .5-114 •2 1 : ' -•: B 10d 12 _ r" 10d r. 1000 (1120 1165 •380. -' 8 : 16d . 2 :10d'-- 1165 j 1165 1965 1 360 .2 x6 ' :: _.. -' :1i0ffi-3 - :'''; HU26--3 '_' 4 , 4-i/8- 4-1rt •.2-1%2 ,.. 1 1B •• ; , Min Max : B' . �••-12. , •4 . ' .- • 10d ' :_ . - •.: 1230. 1390 1490 .780 6:.::_ 1850 2085 2235` 1170.: - 'HD26-31F"'•,;-. ,HU126-1-' •`14:.. 4518:. 4112' .....` 2-12 :: :-, :• (.Min` 7N�c -• B': "I L _ i6d . ...,-. ' 4 10d,':- `:•_ :11040' 1230 1390 1490: " 780 � -•fr 1850 MS.. 2235: 117D JUS26-3 LUS26-3 18 4-58 4-112 2 1 - 4 led 4 led 1185,1 12201"1355• . .11228-3 WS28-3 18 4 518 6-3/8 2 1 - 6 led 4 led 1325 1510 116451 1355 SUH26-3 U26-3 16 14-5/8 5-1/4 2 1 - 8 10d 2 10d 10Dtl 1116511165 .1120 1165 8 led 2 10d 1165 380 • 2 8 HD26 3 HU26-3 14 45B 4.12 2-12 1-18 Min 8 1 4 1� 123011390 1490 780 Max. 12 6 1850 20 2235 . 1 770 (3) x H026-31F HUC26 3 14 4-5/8 4-1/2 212 - Min 8 16d 4 10d 1230 UN 149p 780 . ' Max 12 6 18� ?D85 22�4 (.117D'- HD28-3 - 14 45/e 6-318 2-12 1-18 Min 10 4 tOd 150 1735 1865 780 - Max 14116d 6 2155 24M 26161 1170, Im26-31F - 14 4-0 6 3l8 2-12 - Mtn 10 16d 4 10d2155 1540 TM 1865 780 Max 14 6 2430 2610 1170 JUS28-3 '-::1 LUS2�37. = ' .18: 4-518 (- 6-31e'- 2 :`"1 : - : - ' ; g :- ;1{�d : 4 :- 16d 1325 1510 1845 1355 7LS22V-3'.-, -- . WS210-3-:.' 18••) •4-/8 ' 8;•318 -Z • r 1: • - :. 84• :-16d . • 5` '' -.16d 1848 2105 2290 ( 1980-': - SUH210-3• :. ° -: .U210-3 -: .lfi : = 4=5/8 8-318._ :;,Z':, ::,1.. '=,- . ,% . 10d - ° 6 : 10d fi 1750 `1965 , 2520 ' 1135 ". 14' :�16d .'6-,-'*. lod"-' 20b0 '2335 .2520 .'1135 - HD2B-3' ', _ 14:. 4-5i8 .6-318•. 2-12 1=116 . 10 :. 16d : -4 ' ,lod - 1540 1735 1865 78Q. 6 2155 2430 2810 1170 Q 2xlG ::• -; .' HD2B-31F.:..'-03/8' :.:. : . 6 3f8' 2-9r! - ..- v . r E Min.` ' 'imax . 10: :° i4 :' 16d _ '4 :', :•6"• < <:. '• 1od<:.,'. :::. 1540 1735 1865 ••780 2155 2430. 2610 "10 HD-10-3 _ NU2tU 3• ' ' 14_ 4-5/8 .8-U4. '2�2 I:IB ,:Max, '�.. 1fid '- 10d ' ° 2155' 2430 2650 i17D '10: 3080' •3475- 1850. ` NDZS431F. : ;' _ HI1G210 3 - 14;' :4-5%E• '5114: 2112 _..: : _=° f NIFn...:.i4-,. �ry 20= • : , . isd . :::• .• •. 6..= i :.. •- '10d •. 2155 2430 2610 :1170•. '• .•10, ��p� 3680 3723 low HDW(Y-SiF _:' t' xuc " -14• ' . 4-ra ..9 - . -Z.-:. r .: r: 2 WSR 6 '_t--• WS3 • 5015 559D 5590 2975'1 1131, R1, Fs2 1) uplift loads have been increased 60% for wind or seismic loads; no further increase shall be peamilted. , 2) led sinkers AUB dia. x VAP kng) may be used at 0.84 of the We load where led commons are specified. ThLs does not app" J K NUS, MUS shad teal hangers. 3) WS3 Wood Screw are 1/4' x 3" long and are included with HD0 hangers. 4) NAHS 10d Trails are 0.148" dia. x 3" lo% led nails are 0.162" dia. x 3-12" long. New product or updated product Womeabon are designated In blue foul Corrosion Finish ■StaWess Steel IBGold Coat CHOS /Triple Zinc H i W ��D Continued on next page 117 Mount Hanger Charts MiTeW -' i =' :-� - _ _ _ ; ._.' USP ,JoistSizeNa _ fleLNo:' •,.1F:_ - Gauge. i' _ ..-:. •_ ,' _ Drmerrsi0ns (m) �6WI1G(•wiledVltL �::_'•::,s':...' _ •.'. .liF% '-'•; .. '.a+:f? �: ` J :. _ .'i Ref._JLS46 ,-• ' Mar - , Headcc`• _ _ •,� ; W : 8 . D ';':A : 'F' NaH :Nall•== t0O% 1159L 1259E ru- •160�6 U" ) 18 mm 5 2 1 - 4 16d 4 16d 1040 -it85: -1220SUH46 U46 16 3-9l16 4-13116 2 1-1/8 _ 10 10d 4 10d 9230 1405 1515-" 75510 .'755 16d 4 10d 1470 167D 18M HUS46 HUS46 14 3-SM 5 2 1 - 4 16d 4 16d 7035 '1235''13D0 .1156•4x6 HUS461F HUSC46 14 3-01. 5 2 1 - 4 16d 4 ! 16d �1WS:1236 13M •1155.Min HD46 HU46 14 3-9116 5-1/16 2-1/2 1-1/8 16d 4 14d12 1230 gam 1490'' 780: =1170° 6 HD46F HUC46 14 3-9/16. 5-ih6 2-1/2 - Min 8 1� 4 1� 1230 "1390 ' 14901. 780. 1170 M2x 12 6 •1850'( 2085 2735 'JUS46::'w.:: ;.111546 •::- IS j 3-5/8• •: 5 ::. 2 •.1 4 L:.16d'.:=:4;: -`76d` - 1040 1ME- 1220 1355• °'~ .-1`: 'JlIS48 ' ::.: , , 911S48 • ::18 •3-5/8' k' 6-7J8' �' 2 . ' • 1 '-. ;+= - '• fi ' _ 16d '-�4: • -=' 16d-i • _ ,IM5 1511 1645 13S5 ' ._ SI1H46 T146 •' ;'.'_ifi :. q • 3=9115 4-y3/T6.';1� - 4 ''.=.1Od: 1250 3405 1515 W " 16d 4 . :_: -10d i 1470 1670 1800' 755 tiUS46' :,-_ " .14.. �: 3-518 = 5._ ,` 2 r.1- , :+'-. ' , 4 ''16d' : = 4 -- 1td ':' rtfl85 ,1235 1300 1155 HUS461F.� ' 41USM = :14 3-5/8• '_ .5`:'. :' 2'..:,1:. ;?•= : 4 :_ •16d-.: -. 4-- •' :'16d '' � 1085. 1235 13W 1155 - I:•_.'•: HUS48 -:. HUS48 :' j= 14., 3-SM :: T:= ."2• " -1 =I ":- 6 ::I6d'.:'•6:, •16d;:�° 1625 1850 1995 1810' 4 8- HUS481F' HIISC48 ' .. :14 r 3-5l8 t :: T , 2 �.. 1 . :.-: 6 16d. . 6 :. ' ; 16d'. 1625 1850 .ISMS 1810 x 3-9liT :5-1/16 .2-1/2i•Y-1/8' Min . lux., 8 " 12. 16d.10d N4. 1230 1390 1490` 780 1850' 2085 2235 1170 I iiUG46 -.'14 "i -_ 9-9/16 •5-1116' 2-1/2 �.-. Min 8 16i1 .4'- 6.,,' : - 18d : J <.:...: f 1210 1390 1490 780 - 5, R5, Max. 12 1850 20M 2235 1170 ." .:. �- HD48 . `. - .., till48.•.. • t4;: 39/16 .fi-15h6 2-1/2 1-11i! Ilan. 10. : 16d : -lad : ISE 2155 1735 2430 1665 26141.:1170. . 780 - F2 Max t4 : 6; . HD48(F :: ' ..'•• HUCAB `••" '':14 3-9/16 .6-15/16. 2 -0Y2: .-:. 11Rn 18 l6d -; 4 . _ 10d. . 1540 1Td5 .1865 780 ' _ M mr • ' 14 B• 2155 2430 '.2610 1 .1,170 . JUS48 LUS48 18 3-5% 6-7/8 2 1 - ' 6 16d 4 16d 1325 'T51ff .1645 1355 JUS410 LUS410 18 3-5/8 8-7/8 2 1 8 16d 6 16d I=- 211A 22901 1980 SUH410 U410 16 3-9116 8-3/8 2 1-118 - 16 10d 6 tod 20M 2245 .2420 1135 16 16d 6 Tod 2350 2670- 2880 •1335 I HUS48 HUS48 14 3-541 7 2 1 - 8 16d' 6 16d 1625' I&Wt ISMS -1810, HUS481F HUS048 14 3- /8 7 2 1 - 6 16d 6 16d 1625 .1850: 1995 1111 '•T610': HD48 HU48 14 3-06 6-15115 2-1i1 1-1/8 Min 10 16d 4 10d 1540 1735 .1865. 7B0 Max 14 6 2155, 2436 7810 1170. WO 10 HD481F HUC48 14 3-9l16 6-15J16 21/2 - Min 10 16d 4 ladlad 1540 ' 1735 .1885 ::780 . Max 14 2155 243OL 12610 . 1170 ' HUS410 HUS410 14 3-5/8 8-7/8 2 1 - 8 16d 8 16d 2170 2465 26rM 2210, HLIS41 O F HMC410 14 3-5/8 8-7/8 2 1 - 8- 16d 8 16d 2170 2465: 2660 .2 210 • HD410 HU410 14 3-9116 8-13/16 2-1/2 1-1/8 Min 14 16d 6 10d30W) 2155 �.2A130 2610 117U" Max 10 ,1 950 HD4101F II RUC410 14 3-9/16 8-13/16 2-1/2 - Min 16 6 10d 2155 2430 267D :"1170 fi 10 3080'.3475 3725 1 0 H0041O F HUC0410 14 3-9116 9 3 1 7/2 - WS3 6 WS3 5015' S590t 55M0: 2975' 31,RI, F32 1) Upr t loads have been increased 6D%for wind or aft* low no turther increase shall be permitted. 2)16d sinkers(0.148 d1a. x 3-1/4" long) maybe used at M84 dffie fable bad where 16d commons are spedfied. This does not apply to JUS, HUS, MUS slant nag hangers 3) WS3 Wood Screws are 114" x 3" long and are included with HD0 hangers. 4) NABS 1 Od nails are 0.148" dia. x 3" long, 16d ras are 0.162" dar. x 3-1/2" long. New products or updated product inbrmdm are designated In blim fmL Corrosion Finish ■Stainless Steel P-Gold Coat W HDG MTdple Zinc vvW 119 Q'd' I• G L 1p m NCIlm .4Sd 91, 01F dm 'IVIM d5d 04_ Ob 0 a8 .6d oz ' oz Q 001 V�u �Ury - M g0gt hNNj v6lnp u� n� u0 ;pNlm►t 'rWmda4 � 1 0l Hleulp.prpdda ry Cu�V ou togA qY..a Iq ptu rol w Nu•lml aui prpuriq al in n"J luc, auuo3 •loo MirW suput v a�m01w q jol� luo Nam . IQ- 14 nS vualla%Idda IK-Niwq luuauln -pun upin E9mp Eulpupuap pu0 ln6U LiaN(p ry'-401�u:Paq aap in Eu)p> w oNm uapnoA Ilia asuuf unou0 nlourd �ulaeµ90l unM1 Jco Itgpp M1 la ,gpigtmadnu at lau q Kom u6nue Ll j t-1 �•t 1� /\/\ IO -0 (� LLt � • wrw•w.Nwwlurw..Y/Nuv W' p�W !H DdYL Banal ,IQ GOJe(d :POJA ' 'ONIOWS NnWIXVNY '660 y$Z XV Mssn>:1.1 ONI1. o icins (u<a) xDW "o--'OZ wwlNPig 6u.la0dS xDNy„0_'rg c� ' via ••••rr +rv--ro I. • ew1M 17�ia a� '11V930 m1or 'IVOUN3A ON3 Inv o ; dIH '1VNOU.dO HniS "IVNOILdO erl 1A1 r a d w-w?Iiiu . w0,y w DNDND Yt°il°A I110 ]1NAG6 iwY Jn0 3amns pz4 (Ll XD , u0`rQ t' A3TWA r •NAOHV SY J110 03HOLd UO Milbs sA-AYW WORD 11OW9 '.pp at D330x3 ION XDw n0. 1 6300 1Hg01133H 1Vomm 3111 SY O�Ny01 sy IVAN 5a ANI SNVd6 U3OUV1 to*) �y } aenai°3°NiOdo atlOH° aoi 3w° ' d vde°NU°oNfA q nena a"NL HLMU 33t8iaNG.•) duo awe ►lollil°U�iO -aBd 11-14 Ci If" `MGIN3OMM 'a --w 'NDIM 031Y3S ,81133MON3 a31 NO IMS NY °MOWS Nnind An511 Nt aisn m3ocM A31WA Ae 'DN1411119 O7S010N3 1HO17H HYliY - NOI97a OMt AWRI0N3 NO 03L-009dB 3clAM SY NO '00 w" lY SWIM Hd mimmH . OI L 1'0) :♦A0 W lil•O N UOI tU111VN-3Qt G1nt1 (w�C x .00t'0) x09 p81 (L) DIB/f1YlAH WK •6Sfaa. ONINUddM AMM OJ. ArM HM HOVJIY W Bantu "' �1Y�A �A6 2 M J36 AMA MUM ISAVI o YaN'J dDl bltlYnhR d° GIIFIOUdI 'oNL Y WOb+I 08ddIY 34 ANY Cam.%I '.0-1L1 Oxon ION MH IHDI3H 9VOLLU311 A' iYA Waft" r aBlle9 •tO fa hom c-,t N44U� WIV390 g361 A"YA 74 uu DYde A•11Ynb3 JalYyq A xi1/i j dds 110 N3j dS +xz No (.)txt 1�40 n°e ION D e in smn uNDD ua D: ,o iv a1ry a,',z B,cra xD na fir+► j•ll•q J° Tf/tj dds Tj dM M lu040 del xoo Ya na-� ix� �'hd n 'N0193a �aMS s a3�NION� Nu GU10 0 SMINn `'` 113eWfi'I d0 34tR10 WnYVINIW sm •Wo �J Z IV WOWS �Sd 09 ptial Ipjq.L unuul, Q d� 133N :G n�Ofl.}JBM� dIf an— ' �uas �e}'µyAil, lm7.VA� 0 0- 6 d B+�M .Ip xap dp Wn min Y pfl 18 ONMJYNB .�uiee inn _a.nNV moz.On AL, Mi n�u �y goyr newj "All nP 1u1141 Auk Ppyd�O q � aye °� °11yz 0too—e`C(I L)troj oalt—ie�(zLU 6090—tC . p o tq p•�l+al N polial om P11atm iq 01-gym nur4i Hausa +Ntd iq Qupaul bugeyeg'6upA 9 ill tu°A �mwwn� (6-fm in tivalla°(ddo ° ° a sayc 1i '��+FId ac Iloxy6jµ .eui>I 'N oe u o J S Jn� CJ eoa e d uw°A .piya A" w,+" pua tunnow m `M °° °�o1 mulluu a �P 11 fit Ain9lwodw On IOU 4 A*il9 -AAen, 1MMO OLL 11 3k1 1e� S31NVdWOO ssnal ° NUSH1nOS MINIMUM GRADE OF LUMBER Top Chord 20 SYP 02 or better Bolt Chord 2x4 SYp I:k or better Webr 2x4 SYP 3 or butler REFER TO SEALED DIMON FOR DASHED PLATES }RAACE PIODpYB�A K VERTIMA AT 4' 00 MAX IS N GIRECtLY OVEN NJ MUST BE SfA00ERED 50 7HAT ONE SPLICE ITACH W1RD. IF PICIOYBACK Y PiW� 6E 1BNE DTOPC01%)RROo OF su dfiic o TRuss. (IEFF11 TO ENORIEER O SEALED DEMON FOR REQUIRED PURLIN SPACING. YHIS ORTAIL IS APPLIOWLE FOR THE FOLLOWINO WIND CONOFnONS3 ._MPH WIND. 3O' MEAN HOT. ASCE 7.10 CLOSED BIRO. LAGITED ANVIN iERE IN ROOF. T ML FROM COAST CAT I KV 0. WIND 10 DL-5 PaF. WIND DO DI.. PSF 140 WH WIND. 30' MEAN HOT. �g 010 ENCLOSED BLD(L.LOCATED AN ER N ROOF WIND To DL-5 PSF, WIND BC D O PSr. WEB BRACING CHART WEB LENGTHI REQUIRED BRACING 0' TO 7V NO BRACING ix4 or BRACE. SAME GRADE; SP CIE9 AS WEB 7V TO 10' MEMBER, OR BEPTER AND Boy L•ENGV OF WEB MEMBER. ATTACH WITH 8d NAILS AT 4" 0/C. 2x4 "Te BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' MEMBEROR TH O WEB AND �NAII:S AT ATTACH WITH 16dR, MEMBER..4" /C JOINT TYPE SPANS UP TO 30' 34' 38' 52' A 2x4 2.5x4 2.5x4 3x5 S 4x6 5x6 5x6 5x6 C 1.50 1.5x4 1.5x4 1.5x4 D 5x4 5x5 5x5 5x6 *ATTACH PIGGYBACK WITH 8"x8x11r COX PLYWOOD WITH 4—#6d NAILS IN EACH BOTH FACES 0 4'-0" O.C. MAX. W c= r rt--e T r—i � Erecllon braclq b not ltn rdpml s%V of Inge designer, p16to r nor bua lotnieolor, Puane Inc p kunn en wutloned to as S�'�IERN mMce ngcMng ereotbn bracing Allah b ollLoyr nquked to pry+ �n !7 Fart Pierce Dlvislan °Ad d°'Id"°bQ durfny erecRon: aril l lrcaciny Atdch may b1 TRUSS V sS. S 298p N Ktnys Ht }� , ° oPA>�Uona 5w '6G51-6I duel Coimtimlary mtd Fort Pierce. Fl ifa3� km for botMiciq� inelelbil & `:V meld plate oomndd cool ti tCQMP,1�11IME (600)232-0300 (772)46"160 Thee to be enehd mId rpetmal In foelalw h o etratght mid p Fox.(772)31 B-001 a whin no Am* le arm�ed dkeolly to the topp d� �vsk d 4 shag b epedl{ad an Ih deelgn.lNuu e100 br bundle AM noeonubh man la Pry &M09L_._ can C Maximun Loading 55paf at 1.33 Duration Factor 50pof at 1.25 Duration Factor 47pof at 1.15 Duration Factor SPACING AT 24" O.C. N i SCAB -BRACE -DETAIL ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T Brace) is impractical. Scab must cover full length of web +P 6". THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS'— REQUIREDATi13•PO1NTS OR IABRACE IS•SPECIMM.- APPLY 2x_ SCAB TO ONE= FACE OF WEB W ITI 2 ROWS OF 10d'(TX0.131'j NAILS SPACED W-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 = IZ-W SCAB BRACE 2x4 MINIMUM WEB -SIZE - MINIMUM WEB GRADE OF#3 Nails / Section DefaD � e Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. I I T-BRACE / I -BRACE DETML I Note: T Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / 1-Brace must cover 900/6 of web length. I Note: This detail NOT to be used to cerNert T Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern _ Brace Size T=Brace size Nail S'¢e• . Nail Spacing for One -Ply Truss i 1 x4 or 1 x6 10d 8" ox. 2x4 or 2x6 or 2x8 16d 8" o:c. Specified Continuous Rows of Lateral Bracnng Note: Nail along entire length -of:T Brace / I -Brace• Web Size 1 2- (On Two -Ply s Nail to Both Pries) .: W •*or 2x4 1x4 (') T Brace U4 (') I -Bra 2x6 1x6 (') T Brace 2x6 I -Brace 2x8 W T Brace 2x8 I -Brace altemate position Nails Brace Size for Two -Ply Truss '.. `. } Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 12x4 T Brace 2x4 I -Brace Jr 2c6 2x6 TBrace 2x6 I -Brace WEB �'. I� W W T Brace 2x8 I -Brace V ; T-BRACE Nails attemate� position -- Nails' i web I-B race i Nails T Brace / I -Brace must be same species and grade (or better) as web member. (I NOTE If SP webs are used in the truss, I M or US SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Bracell-Brace For SP truss lumber grades up tq #1 with 1X bracing material, use IND 55 for T-BraceA Brace, Job j cuss ISLISS Type y I 1833-DA-LAN Al COMMON 3 7 Feference (optional) 7x c Fierce, FL., 3496i Kun: B.23u s Oe[ 21 2018 Print B.230 a Oct 212018 MFFeK Intlustr(es,-Ina Fri Feb 1 09:20:54 2019 Pagel ID:ny4imnjpmNjBmTQZIUiwcyngv-iMBhvMFkl8zl,. jagvTabS2txd22A6nEgfl8KWNzpZSt 45•e•o r4r4n = 5/16 in 18 11 10 to '114 to "IZ 114xa = 3x5 = 3x8 = 3x5 = 3x6 = 3x5 = 5x9 /� 3x5 = 454" 45-0A 9-1.8 17-7-B 27-D-7 35.8-5 i 44-" 44r8-p B•1.8 8-6-0 9-4.14 B•5-14 8.9.11 0-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.24 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.55 14-15 >971 180 BCLL 0.0 Rep. Stress Incr YES WB 0.89 Horz(CT) 0.16 11 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except' TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins. ,T1: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD :2x4 SP No.2 *Except* WEBS 1 Row at midpt 8-11 B1: 2x4 SP M 31 2 Rows at 113 pts 2-18 WEBS 2x4 SP No.3 REACTIONS.] (size) 18=0-8-0 (min. 0-1-8),11=0-8-0 (min. 0-2-1) Max Horz 18=193(LC 9) Max Uplift18=565(LC 8), 11 =-605(LC 9) Max Grav18=1633(LC 1), 11=1735(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD i 2-3=-3073/1081, 34=293911102, 4-5=2477/924, 5-6=-2471/918, 6-7=285311072, 7-8=2986/1052, 8-9=759/323, 9-10=-620/157 BOT CHORD 17-18=-1091/2864, 16-17=828/2492, 15-16=-82812492,14-15=-457/1856, 13-14=-644/2471,12-13=-644/2471, 11-12=-868/2768,10-11=188/630 WEBS 2-17=211/286, 4-17=-185/477, 4-15=643/462, 5-15=359/827, 5-14=352/814, 6-14=-618/459, 6-12=-158/399, 2-18= 3190/1046, 9-11=-424/364, 8-11=2394/762 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psF, h=15ft, Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint(s) except Qt=1b)18=565, 11=605. LOAD CASES) Standard M. St IA�TEV- S. `i 1 j-��s `C OR_tD�:G���N 01d1VALiM I$ o russ I ruse I ype y 1833-DA-LAN A2 HIP 2 1 Job Reference (optional) Soumem 1 ruse rL meme, rL., �sqv,i 5.00 12 KUM U.[Su S Sx5 = 5x5 = 5 R Dead Load Defl. =114 in rn Ia 20 19 18 1 116 15 13 12 11 8x8 = 5x5 = 3x4 = 46 — 3x4 = 3x4 = 4x6 = 3x4 = 5x5 = 8x8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/deft Ud 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 Vert(CT) -0.62 13-15 >853 180 BCLL 0.0 Rep Stress Incr YES WB 0:90 Horz(CT) 0.14 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 262 lb FT = 20% LUMBER- � BRACING - TOP CHORD, 2x4 SP N0.2 TOP CHORD BOT CHORD - 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 20=0-8-0 (min. 0-1-15), 11=0-8-0 (min. 0-1-15) Max Horz20= 158(LC 9) Max Uplift20=557(LC 8),11=557(LC 9) Max Grav20=1642(1-C 1), 11=1642(LC 1) FORCES. (lb - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 1-2-320211051, 2-3=2834/942, 3-4=2711/961, 4-5-22281166, 5-6=1989/744, 6-7=-2228R66, 7-8=2711/961, 8-9=2834/942, 9-10=320211051,1-20=1562/584, 10-11=-I6621583 BOT CHORD I 19-20=380/538, 18-19=1048/2889,17-18=-825/2556,16-17=825/2556, 15-16=-473/1989,14-15=-667/2556,13-14=-667/2556, 12-13=-890/2889,11-12=-234/538 WEBS 2-18=395/252, 4-18=-71/417, 4-16=825/464, 5-16=1631581, 6-15=-163/581, 7-15=-825/464, 7-13=-71/417, 9-13=-395/252, 1-19=-670/2358,10-12=-658/2358 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 5-8-12 oc bracing. 1 Row at midpt 4-16, 7-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=557, 11=557. LOAD CASE(S) Standard N ,GE BC/`/� i �SF 60 1 1 SATE %�.0 oRV ss/0 l A 1 Job I russ .cuss Type• y 1833-DA-LAN A3A HIP 1 1 Job Reference (optional Dead Load Dell. -1/4 in 5x6 = 5.00 12 5 3x4 = 4x6 = 3x8 = 3x4 = 4xs = 3x4 = Sx4 = LOADING(psfl SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES' GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.22 12-14 >999 240 MT20 2441190 TCDL 7A Lumber DOL 1.25 BC 0.87 Vert(CT) -OA9 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.12 11 n/a n1a BCDL 10.0 Code FBC2017fTP12014 Matrix-S Weight: 241 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8.14 oc pudins, except BOT CHORD, 2x4 SP No.2'Excepe end verticals. B1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-7-2 oc bracing. WEBS j 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 6-15, 7-14, 2-18 REACTIONS: (size) 11=0-8-0 (min. 0-1-13),18=0-8-0 (min. 0-1-8) Max Harz 18=188(LC 8) Max Upliftl1=-475(LC 9). 18=-508(LC 8) Max Grav11=1512(LC 1),18=1512(LC 1) FORCES. (Ib) - Max. Camp:/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD i-2=-W/247, 2-3=2750/895, 3-4=2685/914, 4-5= 2076/705, 5-6=-1859/694, 6-7=19731672, 7-8=18761616, 8-9=19401604, 1-18=-391/210 BOT CHORD I 17-18=1022/2602,16-17=788/2308, 15-16=-788/2308,14-15=424/1760, 13-14=-511/1879,12-13=-511/1879,11-12=-412/1279 WEBS 2-17=190/268, 4-17=-85/445, 4-15=-625/399, 5-15=-95/479, 6-15=-1571314, 6-14=93/365, 7-14=-226/259, 7-12=302/170, 9-12=-86/633, 2-18=2308/754, 9-11=1904/623 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=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss Ijas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Gt=lb) 1 1=475, 18=508. LOAD CASE(S) Standard I \N1' IB_C,���,/,/�i �\�\GEN,&*- ,��/ice 60 1 ` -O t SATE I J Q:- \\\\ /llllll 'fin Jo . I cuss Truss Type QVY 1833-DA-LAN A313 SPECIAL 1 I IPIY 1 � Job. Reference (optional) Jaufnem 1 rUse ; rL MUM, I-L., s4x77 run: ac4u s ucI zi zulif rnfn: u.zdu s ucr Li Lulemll eK Ineusines, Inc. rn reD 7'utl:LU:ee [U7i/ rege 7 ID:ny4imnjpmNj8mTOZIUjjwcynljv-eIJSK2H_ZmDOD1 k3l ud3XTzDaskxal3z63dQbFzpZSr a7-o-o 12.9-3 , 19-0-0 26-8-0 , 31-10.14 , 38-1-12 4338 A4-7-846d-4 , 8.2-14 8.2-14 51-12 1.4-0 T, � ' , Dead Load Defl. = 3/8 In 5x5 = 5X7 — ,4 1 5.OD 12 6x/ 11 is 3x5 = 4x6 = 3x8 = 3x5 = 4x6 = 3x5 = 3x5 = 7x10 If 3x8 = 46-007.0-0 9-7-12 19.0-0 , Z5-8-0 3505 _ _ _, 433-8 A4-70 4Br4-0, 9-7-12 9.4-4 8-SO 9 833 1.4-1-4-8 a -'a Plate Offsets ()( Y)— [1:0-5-4 Edge] [7:0-540-2-121 [10:0-2-8 0-1-121 [11:0-5-4,Edge] [13:0-0-4,Edgel, 113:0-1-6,Edgel, [14:0-3-8;0-1-8], [15:0-2-4,0-1-81 LOADING psi SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.33 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.71 16-18 >786 180 BCLL 0.0 Rep Stress incr YES WB 0.61 Horz(CT) 0.19 13 n/a n/a BCDL 10.0 , Code FBC2017JTP12014 Matrix-S Weight 264 lb FT = 20% LUMBER- I TOP CHORD: 2x4 SP No.2'ExcepV T1: 2x4 SP M 31 BOT CHORD 12x4 SP M 31 *Except* B2: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x6 SP No.2 SLIDER , Left 2x6 SP No.2 3-6-2 REACTIONS. (size) 1=048-0 (min. 0-1-8), 13=0-8-0 (min. 0-1-8) Max Hor71=152(LC 10) Max Upiiftl=-560(LC 8),13-581(LC 9) Max Grav 1 =1 727(LC 1), 13=1 727(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. WEBS 1 Row at midpt 5-19, 7-19, 8-18 I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 1 1-2=3444/1096, 2-3=336211114, 3-4=-3237/1023, 4-5=3193/1035, 5-6=-2607/855, 6-7=2351/827, 7-8=2664/668, 8-9=3627/1220, 9-1 0=-3746/1209, 10-11 =-5676/1904, 11-12=3383/1156, 12-13=3578/1196 BOT CHORD; 1-21=1063/3032, 20-21=-848/2804,19-20=848/2804,18-19=537/2408, 17-18=-79613044,16-17=-796/3044, 15-16=-1188/3848, 14-15=-1604/5117, 13-14=-1038/3176 WEBS 3-21=145/250, 5-21=74/415, 5-19=-639/405, 6-19=166/648, 7-19=-297H52, 7-18=-249M34, 8-18=-873/491, 8-16-216/742, 10-16=6261402, 10-15=551/1604, 11-15=744/401, 11-14=2294/660,12-14=-173/1475 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)1=560, 13=581. LOAD CASE(S) Standard 60 1 =_ -.0 IL SATE F i,/•C�s �Z0F?tfl 7 Job Truss I ruse I ypeJW1y 1833-DALANr'. � 4sr;k' A4A � t jy s", � , � w, HIP 1 1 ,lob. Reference o tianal 5x7 = 5.00 12 2x4 11 5x7 = ueaa LOW MR. = v9 m 3x4 _ 3x6 = 3x8 = 3X4 = 3x6 = 3x4 = 5x4 = 3x4 = V o-OV 1 I- 8-4-0 5 - - - - 4 0 5 4 0 8-3-15 5 2-1 2-10-0 Plate Offsets MY)— [1.0.4-4 0-0-5) [6.05-4 0-2-8I [8.0-5-4 0-2-81[12.0-2-0 0-2-12] LOADING(psI SPACING- 2-0-0 CSI. DEFL. in goo) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vart(LL) -0.18 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.40 17-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.14 12 n/a n/a BCDL 10 i0 Code FBC2017/TPI2014 Matrix-S Weight 249 lb FT = 20% LUMBER. I BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc pudins, except T1: 2x4 SP M 31 end verticals. BOT CHORD j2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 12x4 SP N6.3 WEBS 1 Row at midpt 6-16 SLIDER Left 2x6 SP No.2 3-0-9 REACTIONS. (size) 1=0-&O (min. 0-1-13), 12=0-8-0 (min. 0-1-13) Max Horz1=198(LC 8) Max Upliftl=-493(LC 8), 12=-456(LC 9) Max Grav1=1518(LC 1), 12=1518(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2966/951, 2-3=2892/961, 34=2794/888, 4-5=2755/898, 5-6= 2254/793, 6-7=2068/806, 7-8=2068/806, 8-9=-20541730, 9-10=-1839/575 BOT CHORD 1-19=976/2597, 1 &19=804/2443, 17-18=-804/2443, 16-17=564/2027,15-16=-503/1838, 14-15=549/1850,13-14=-549/1850, 12-13=-336/1084 WEBS 5-19=-541343, 5-17=-5711364, 6-17=1681633, 6-16=86/253, 7-16=321/24iI &16=179/514, 8-15=55/282, 9-13=-448/218, 10-13=-166/790,1(1-12=1801/564 NOTES- j 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 nonconcurrent with any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb)1=493, 12=456. LOAD CASE(S) Standard N1.13 60 1 / 1 S/�NA ` Job I russ Truss Type ty y 1833-DA-LAN I A4D SPECIAL 1 1 Job Reference o tional tiouulem I FUSS; M Vlarce, F-L, 64501 Kun: tLz"du s um zl zuin YnnC v.zdu s uCi zl zinc mll eK Inausuies, Inc. rn rw iuUJu;0 rage ID:ny4imnjpmNj8mTQZIUjjwcynljv-6xtgYOicK3LtrBJFab814hVUVG5rJ7T6Lj�u�n 7izpZSq 48-M r 6.5.3 , 12-2-10 ...18A0 , 23.4-0 288-0. .:;r 355-12 42$6 3.7 A-ti 47-4t0, 653 5-9-6 636 64-0 6-0-0 6.9.12 6.9.12 1-4!j_ 1 .0 0-8.0 5.00 12 6x7 = 2x4 II 5x7 = Dead Load Dell. =1/4 in 5x8 = zz zi 20 19 18 rF 16 15 14 4x5 = 3x5 = 4x6 = 3x5 = US = 3x5 = 4x6 _ 3x5 = 5x8 = 4x5 = 6x10 // 46-0-0 '1-4-0 47.4-0 -0- 0.6-0 18.0-0 234A TV 355-12 425.E 3-7 46-8-0 47 U-4-0 8 4-0 54-0 6.4-0 6-9-12 6.9-12 14-03-0-8 D-4-0 0-4-0 OAO Plate Offsets (X,Y)-- [1.0-1-6 Edgel (1:0-3-2 0-3-0] [6.0-5-4 0-2-81 [8.0-5-4 0-2-8] [14:0-3-8 Edoe] [14:0-0-11 0-1-10] [15:0-4-0 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl L/d PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.28 19 >999 240 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.53 20-22 >999 180 BCLL 0:0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.18 14 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight 277 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T4:2x4SPM31 BOT CHORD 2x4 SP M 31 'Except` 82: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-0-9 REACTIONS.' (size) 1=0-8-0 (min. 0-1-8), 14=0-8-0 (min. 0-1-8) Max Horz1=137(LC 9) Max Upliftl=-545(LC 8), 14=-591 (LC 9) Max Gravl=1713(LC 1), 14=1814(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-3-12 oc bracing. WEBS 1 Row at midpt 9-18 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3701/1165, 2-3=3645/1179, 3-4=-3467/1050, 4-5=-3407/1060, 5-6=2768/948, 6-7=2650/978, 7-8=-2650/978, 8-9=2797/948, 9-10=348811060, 10-11=2700/856, 11-12=2883/879 BOT CHORD 1-22=114013340, 21-22=-881/2981, 20-21=-881/2981, 19-20=-637/2503, 18-19=-640/2518,17-18=-856/3166, 16-17=856/3166,15-16=-1092/3612 WEBS 3-22=254/283, 5-22=-84/455, 5-20==652/391, 6-20>190/565, 6-19=143/429, 7-19=-317/238, 8-19=133/411, 8-18=-183/565, 9-18=797/434, 9-16=01409, 10-16=-4711286, 10-15=1696/610,11-15=30611064,12-14=-1661/554,12-15=-659/2420 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; CaL 11; Exp C; Encl., 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)1=545, 14=691. LOAD CASE(S) Standard \GENSF�`�"/�� 60 1 i 0�`��� OPOID �� �G �\`� Job truss truss I ype y 1833-DA-LAN JAM HIP 1 1 Jab Reference (optional) Southem Truss, FL Pierce, FL., 34951 5.00 92 5X7= Run: 2x4 11 Sx7 = Dead Load Defl. = 3/16 in 6x7 II 16 15 " 13 12 11 I 2x4 11 3x6 = 3x8 = 5x5 = 3x6 = 2x6 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Ildefl L/d PLATES GRIP TCLL 20'0 Plate Grip DOL 1.26 TC 0.88 Vert(LL) 0.19 13-15 >999 240 MT20 244/190 TCDL 7i0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.36 13-15 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0,67 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 234 lb FT = 20% LUMBER- BRACING - TOP CHORD, 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3,T4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-12 oc bracing. BOT CHORD; 2x4 SP No.2 WEBS 1 Row at midpt 3-15 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-11-2 REACTIONS. (size) 1=0-&O (min. 0-1-13),10=0-&O (min. 0-1-13) Max Horz1=183(LC 8) Max Upliftl=-474(LC 8). 10=-476(LC 4) Max Gravl=1518(LC 1),10=1518(LC 1) FORCES. 0b) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3012/915, 2-3=-2923/936, 3-4= 2440/845, 4-5=2425/869, 5-6=-2353/939, 6-7=-2353/939, 7-8=2134/767, 8-9=1736/565, 9-10=1488/485 BOT CHORD 1-16=-889/2646, 15-16=889/2646, 14-15=-675/2191,13-14=-675/2191,12-13=-576/1895, 11-12=-497/1582 WEBS 3-16=0/310, 3-15=-529/363, 5-15=-88/456, 5-13= 132/395, 6-13=-442/334, 7-13=261/729, &12=94/465, &11=-6521311, 9-11=55011749 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., 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 Was been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)1=474, 10=476. LOAD CASE(S) Standard I Job I russ I russ ype y 1833-DA-LAN A51) SPECIAL 1 1 Job Reference (optional) soutnem t IUas ; t-L Pteroe, FL, 34951' 5.00 F12 Run: 8.230 a Oct 21 2018 Print: 8.230 s Oct 212018 Welc Industries,Inc. Fri Feb 1 09:20:50 2019 Page 1 ID:ny4imnjptnN]8mTQZiUiwcynljv-a8QCIkJESNTkTLuS8lfXdu2XJfP12atGaN6Xf8zpZSp 46-0.0 5x7 = 2x4 11 1Sx7 = 0-8-0 Dead Load Deff. = 5116In 7x10 11 2x4 11 5xe = 3x8 = 3x5 = 3x5 = 4x5 = 4x6 = Sx8 = 6x10 // 4e-o.o 1-4-0 474.0 a 0 0 &3 14 16-0-0 30.8-0 4D 3 8 _ _ }11.7-$ _ _ 46 &0 _ _ _ 47 " &11-14 7-&2 7-4-0 74-0 04-0 04-0 n.m Plate Offsets (X,Y)- [1:0-0-4 Edgel [1:0-1-6 Edgel [4:0-5-4 0-2-121 {6:0-5-4 0-2-81 [8:0-54,0-2-81 [12:0-3-8 Edgel,[12:0-0-11,0-1-101,[13:0-4-0;0-1.81,118:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in poc) Well L/d PLATES GRIP TCLL 20.'0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.31 17 >999 240 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.59 14-16 >936 190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.15 12 n/a n/a BCDL 10 0 Code FBC2017/TP12014 Matrix-S Weight 262 lb FT = 20% LUMBER - TOP CHORD' 2x4 SP No.2'Excepr T2,T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 26 SP No.2 REACTIONS.1 (size) 12=0-8-0 (min. 0-1-8), 1=0-8-0 (min. 0-1-8) Max Horz1=122(LC 8) Max Uplift12=-593(LC 5), 1=524(LC 8) Max Grav12=1814(LC 1),1=1713(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-8-1 oc bracing. WEBS 1 Row at midpt 2-18 FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD' 1-2=-3725/1160, 2-3=2986/1016, 3-4=2896/1039, 4-5=-3006/1149, 5-6=-3006/1149, 6-7=-2975/1052, 7-8=-3861/1247, 8-9=-2894/943, 9-10=31140/978, 10-11=-464/153 BOT CHORD , 1-19=-1027/3361,18-19=-1027/3361,17-18=759/2682,16-17=-759/2709, 15-16=924/3089, 14-15=924/3089, 13-14=1006/3529,12-13=162/465,11-12=162/465 WEBS 2-19=0/346, 2-18=764/451, 4-18=109/523, 4-17=204/607, 5-17=-452/340, 6-17=201/570, 6-16=-166/579, 7-16=542/367, 7-14=228/622, 8-14=159/266, 8-13=-1574/395, 9-13=-284/1027, 10-12=-1590/600,10-13=-731/2389 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.Opst h=15f; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)12=593, 1=524. LOAD CASE(S) Standard Job Fuss I Fuss Type. Fly 1833-DA-LAN j A6A HIP 1 1 Job Reference (optional) acuu,em i russ rL marce, FL, snaoi Run: 8.230 s Oct 212018 Print 8,230 s Oct 212018 Mrrek Industries, Inc. Fri Feb 1 09:20:59 2019 Page 1 ID:ny4imnjpmNjBmTQZIU#wcynljv-2K_.az4Jsshbb4VSeiOAm96bmf3mgn1sPo1 r5BazpZSo 0�4r0 6 6-9 13 0 0 i8 11-9 25-8-7 31-8-0 381 8 44-0-0 44-8r0 0 4=0 6-2-9 ' 6-5-7 5-11-9 B-S 15 5 11-9 6 5-8 5-10-8 S-0 5x5 = 3x4 = 3x6 = 3x4 = 5x5 = Dead Load Defl. = 5116 in 18 17 16 10 19 715 12 11 10 8x8 5x5 = 3X6 = 4x6 = 3x4 = 4x6 = 3x8 = 5x5 = M = 0 r4 0 6 6 9 13 0 0 22.4-0 31-8-0 38-1-8 44 0-0 44 &O 0*0 � 6 2-9 6-5-7 9-4-0 9.4-0 6 5 6 5 10 e Plate Offsets_()(,Y)- [10:Edge,O-6-0], f10:0-1-12,0-0-01, [11:0-2-8,0-1-121, [17:0-2-8,0-1-121 [18:0-1-12 0-0-0] [18:Edge 0-6-01 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.32 14 >999 240 MT20 244/190 TCDL 7b Lumber DOL 1.25 BC 0:87 Vert(CT) ' -0.59 14-16 >901 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.15 10 n/a n/a BCDL 10,0 Code FBC20171TPI2014 Matrix-S Weight 244 lb FT = 20% LUMBER- I TOP CHORD' 2x4 SP No.2 BOT CHORD: 2x4 SP Nm2 *Except' B2: 2x4 SP M 31 WEBS 12x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc pudins, except end verOcals. BOT CHORD Rigid ceiling directly applied or 5-9-10 cc bracing. WEBS 1 Row atmidpt 4-16, 6-12 REACTIONS. (size) 18=0-M (min. 0-1-15),10=Mechanical Max Horz 18=97(LC 8) Max Upliftl8=523(LC 6),10=-523(LC 4) Max Grav 1 8=1 642(LC 1), 10=1642(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3202/1057, 2.3=2870/1040, 3-4=2601/1001, 4-5=3103/1191, 5-6=-310311191, 6-7=2601/1001, 7-8=2870/1040, 8-9=3202/1057, 9-10=-1566/546, 1-18=1566/546 BOT CHORD i 17-18=-259/469,16-17=924/2897, 15-16=102713048, 14-15=-1027/3048, 13-14=1026/3048, 12-13=1026/3048,11-12=-921/2897,10-11=169/469 WEBS 2-16=367/298, 3-16=-2071771, 4-16=-754/317, 6-12=754/317, 7-12=-207/771, 8-12=-367/298, 9-11=776/2436, 1-17=-776/2435 NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., 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 nohconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)18=523, 10=523. LOAD CASE(S) Standard I Job Truss Truss Type y 1833-DA-LAN AM SPECIAL 1 1 Job Reference (optional) Sauthern,Tmss , FL Pierce, FL, 34951 Kun: tf.z3u s L=zi zuia rnnu t3:zju s ucl z7 Lu7e-.M1 t eK mausme5, In - rn reo , ue:zv:uu zu to ra a ID:ny4imnjpmNj8mTO21UjJwcynljv WWYyAPKVdJSielgGjh?iJ7u?T46WYcYlhbeklzp Sn 7-6 9 14 0 0 2034 26 4 12 32V 38-3.8 59.7 8 43 0.2 , 47 4 0 48.Or0 7fi8 657 634 618 63-0 5.7-8 1-00 3-010 4314 DI Dead Load Dell. = 5116In 5x7 = 2x4 li 3x6 = 3x5 = 6x7 = 4x6 = 20 19 10 17 16 10 14 13 5z8 = 7x10 It 2x4 II 3x5 = US = 3x8 = 3x5 = 3x5 = 3x8 = 4x6 = 4x6 = 48-0-0 1 0 0 7 6 9 140 0 20.3-4 2V 12 32 &D 3a7-1 47-0-0- -0- &fr9 8•S7 8$-4 6-1.8 fr.4 &11-e 7-4-B e-9-e Plate Offsets MY)— [1:0-0-4,Eduel, rl:0-0-14,Edge], [3;0-5-4,0-2-8], [7:0-5-4,0-2-12], [12:0-3-2,0-3-0], [12:1-3-3,Edgel LOADING(psf) SPACING- 240.0 CSi. DEFL, in Qoc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.41 16-17 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.70 16-17 >812 180 BCLL 0 ;0 Rep Stress Incr YES W13 0.70 Horz(CT) 0.22 12 n/a n/a BCDL 10.0 Code FB62017ftP12014 Matrix-S Weight: 264 lb FT = 20% LUMBER- BRACING - TOP CHORD 12x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. IT1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-6-2 oc 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.2 2-3-1 REACTIONS., (size) 12=0-8-0 (min. 0-1 -8), 1 =0-8-0 (min. 0-1-8) Max Horz1=107(LC 9) Max Upliftl2=-554(LC 5), 1=-556(LC 5) Max Gravl2=1751(LC 1), 1=1751(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3843/1261, 2-3=-3239/1172, 3-4=3476/1350, 4-5=.3476/1350, 5-6=-3476/1350, 6-7=3528/1368, 7-8=3383/1227, 8-9=3395/1169, 9-10=3645/1224,10-11=-374811274, 11-12=-3803/1267 BOT CHORD 1-20=1094/3470,19-20=1094/3470,18-19=905/2928, 17-18=905/2928, 16-17=-1157/3528, 15-16=-959/3086, 14-15=-959/3086,13-14=-1188/3746, 12-13=111313416 WEBS 2-20=0/301, 2-19=-620/377, 3-19=-102/442, 3-17=320/875, 4-17=352/264, 6-16=396/247, 7-16=-2721757, 7-14=141/554, 8-14=-790/386, 8-13=1100/461, 9-13=399/1238 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (Jt=1b)12=564, 1=556. i LOAD CASE(S) Standard i russ I russ I ype ply 1833-DA-LAN A7A HIP 1 1 Jab Reference (optional) aaumam „usa , rc r,er , rL., �aa,............... ..... . ID:ny4imnjpmNj8mTQZlUjjwcynljv-WWYyAPKVdJSielgGjhliJ7_U9MiYlhbeklzp Sn 5-7-12 11-0-0 18 7 4 26 0-12 33-8-0 39-0-4 44-0-0 44-8rO 5-7-12 5-0-0 7-7-4 7-5 8 7-7-4 5-0 4 4 11-12 0 84? I 5.00 F12- 6 X8 = 2x4 11 Us = 3x8 = 5x5 = 4 5 6 7 8 Dead Load Defi. = 5116 In 6x6 if 19 18 17 16 15 14 13 12 6x6 11 2X4 Ii 3x4 = 4x6 — 3x8 = 2x4 11 5x6 V4B= 3x8 = 2x4 I I I I 5 7-12 11.0 0 18-7 4 26-0.12 33=6.0 39 0 4 44 D 0 44-SrO S_7_17 r�A� 7_7� 7_4.R 7_7- CAA d1i_19 Plate Offsets (X Y)— [1:0-2-8 0-0-51 [4:0-5-12 0-2-81 fl l:0-4-4,0-0-51 fl6:0-2-8 D-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Wall L/d PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.38 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber'DOL 1.25 BC 0.92 Vert(CT)-0.6615-16 >814 180 BCLL 0:0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.23 11 n/a n/a BCDL 1010 Code FBC20171TP12014 Matrix-S Weight: 243 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS :2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-0-7, fight 2x6 SP No.2 3-0-7 REACTIONS. (size) 1=0-8-0 (min. 0-1-15), 11=0-8-0 (min. 0-1-15) Max Horz1=92(LC 9) Max Upliftl=-551(LC 5), 11=551(LC 4) Max Gravl =1 653(LC 1). 11=1653(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORDS 1-2= 3204/1117, 2-3=-321111127, 3-4=-3019/1137, 4-5=-362511455, 5-6-3625/1455, 16-7=-3625/1455, 7-8=2783/1094, 8-9=-0020/1137, 9-10=-3210/1127, 10-11=-3283/1117 BOT CHORD 1-19=-949/2880, 18-19=-949/2880, 17-18=-905/2765, 16-17=-905/2765, j 15-16=-1272/3622, 14-15=-127213622,13-14=-1272/3622,12-13=-946/2879, 11A2=-946/2879 WEBS 4-18=34/312, 4-16=-447/1139, 5-16=-427/323, 7-15=0/301, 7-13-1119/441, 8-13=206/775 Structural wood sheathing directly applied or 3-6-10 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-16, 7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; Cat 11; 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)1=551, 11=551. LOAD CASE(S) Standard I i T60 1 -d t S ATE �F i i� ��j��s��NA i 1� �\\` ► I Job rusS Truss Type ty y 1833-DA-LAN A71) SPECIAL 1 1 Job Reference (optional) ��t iD:ny4imnjl; NIw TQZIUJjwc}mljv-?j6LO1L701riKoclpRCEEXg5EtSBF OiGLKBGTzp Sm BS2 i 12-0.0 i 1B•7-4 , 27-0.12 ., 34-8.0 _ _ 13.6-M 7-7; 42-5-14 . 47-4-0 48-Qr0 6.5.2 14 7-7.4 7.5-8 7-7-0 1-7.8 1.4.0 4.10.E 410.2 5.00 12 5x8 = d k. 6x5 = 20 II 3X6 = 3X8 = 5x5 = 5 7 e 5X5 = Dead Load Deli. = 3/8 In 5x8 = 21 20 19 18 17 16 15 14 5X8 4x8 2x4 If 3X5 = US = 3x8 = 2x4 II 3x8 = 3x8 = 4X6 = 4x8 MT20HS= LOADING(psf) SPACING- 2 0 0 CSI. DEFL. in Voc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip Dot.1.25 TC 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) -0.75 17-18 >755 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.23 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 265 lb FT = 20% LUMBER TOP CHORD'2x4 SP No.2 `Except T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except* B1: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER I Left 2x6 SP No.2 3-0-10, Right 2x6 SP N0.2 2-6-6 REACTIONS. (size) 1=0-8-0 (min. 0-2-1),13=0-8-0 (min.0-1-8) Max Horc1=92(LC 10) Max Upliftl=-583(LC 5),13=-579(LC 5) Max Grav1=1751(LC 1),13=1751(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc puriins. BOT CHORD Rigid ceiling directly applied or 5-6-1 cc bracing. WEBS 1 Row at midpt 7-18, 7-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' 1-2=3830/1302, 2-3=-3773/1316, 3-4=-3400/1267, 4-5=-4034/1605, 5-6= 4034/1605, 6-7=-4034/1605, 7-8=-3328/1299, 8-9=-354211359, 9-10=-3254/1208,10-11=3526/1263, 11-12=-3738/1359,12-13=3797/1351 BOT CHORD 1-21=-1148/3455, 20-21=-1148/3455, 19-20=-1023/3097,18-19=1023/3097, 17-18=-1451/4108, 16-17=1451/4108,15-16=1451/4108, 14-15=114713468, 13-14=-118813419 WEBS 3-20=-415/291,.4-20=62/394, 4-18=-480N238, 5-18=-429/324, 7-17=01313, 7-15=-1071/408, 8-15=294/1014, 9-15=-4491197, 9-14=-832/366,10-14=-324/1037, I 11-14=-226/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf-, h=15ft; Cat 11; Exp C; Encl., 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nohconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)1=583, 13=579. LOAD CASE(S) Standard Job I ruse Truss Type y 1833-DA-LAN A8 HIP 1 1 Job Reference o tional Dead Load Dell. = 318 In 5.00 12 5x7 = 2x4 11 3x8 = 3x6 = 2x4 II W = 4 5 6 7 8 9 'km VA.!. I I N-0 19 1817 16 1514 13 3x5 = 46 = 2x4 11 3x8 = 3x5 = 3x8 = 46 = 5x8 = 4x5 = 46.8-0 ,1.0-Q 1U-0-0 168-14 , 23.4-e , 29.11-2 , 3&B-0 , _ _ _ 45.8.0___ h� 9 40 6-8-14 8 7-2 8 7-2 8 8 14 - - 9-0-0 ^ o^ Plate Offsets KY)— F1:0-3-2.0-3-01,[1:0-1-6,Edael,.[4:0-5-4,0-2-121,19:0-5-4,0-2-12L 112:0-3-2,0-3-01, [12:1-3-11,Edpe], [15-.0-1-8,0-1-81, [17:0-3-0,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.50 16 >999 240 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.80 16-17 >692 180 BOLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.20 12 n/a n/a BCDL 10 i0 Code FBC2017/TP12014 Matrix-S Weight: 242 lb FT = 20% LUMBER- ' BRACING - TOP CHORD '2x4 SP No.2'ExcepN TOP CHORD T2,T3: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-7-5, Right 2x6 SP No.2 2-7-5 REACTIONS.I (size) 1=0-8-0 (min. 0-1-8), 12=0-8-0 (min. 0-1-8) Max Harz 1=76(LC 8) Max Upliftl=-589(LC 5), 12= 589(LC 4) Max Gravl=1702(LC 1),12=1702(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ' 1-2=-3669/1354, 2-3=-3615/1370, 3-4=-3430/1292, 4-5=-4323/1750, 5-6=-4323/1750, 6-7=-4323/1750, 7-8= 4323/1750, 8-9=-4323/1750, 9-10=-3430/1292, 10-11=-3615/1370, 11-12=3669/1354 BOT CHORD 1-19=1198/3306,18-19=-107l/3146, 17-18=-1071/3146,16-17=-1745/4701, 15-16=1745/4701, 14-15=1068/3146, 13-14=-1068/3146,12-13=1195/3306 WEBS 3-19=-194/274, 4-19=-29/374, 4-17=625/1471, 5.17=385/293, 6-17=522/176, 6-16=0/282, 6-15=522/176, 8-15=-385/293, 9-15=625/1471, 9-13=30/374, 10-13=1941275 Structural wood sheathing directly applied or 2-9-8 oc pudins. Rigid ceiling directly applied or 5-11-4 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)1=589, 12=589. LOAD CASE(S) Standard o ob ruse cuss ype y DA 1 AN A90 HAP , 1 21J.b Reference (optional) saumem a russ,I m. Ylerce, rL., 34997 RYN.O.LJYtl-11,4Y1. r„O4.---- -----.0.... — uuau,va:nrv.....— ID:ny4imnjpmNj8mTOZIUj[wcynljv-x5ESoRMNWENmPxsFiKylStgAHj& jfglKLzp Sk 4 6.6 8 0-0 14 2-10 20 3 9 26 4-7 32-56 38$ 0 42d-10 , 46 0-0 4¢ 6r0 4-8-6 35-10 6-2-10 6-0-14 6-0.14 6 0.14 6.2-10 3 10 1116 0-8 0 5.60 12 6x9 2x4 II 4x8 = 5x6 = 2x4 II 44 = 6x9 = 22 23 6 Z,4 25 6 26 277 28 8 29 34 9 31 32 10 Dead Load Dell. = 9116 in PPP'WP-A- FAIM i l� UJ ,. 5x8 — 21 33 34 20 19 35 i8 36 37 38 17 39 16 15 40 41 14 5x8 = 4x6 = 3x5 = 4x12 MT20HS= 2x4 11 3x8 = 3x6 = 3x5 = 4x6 = 4x10 MT20HS= 4x8 = 46-8-0 14-0 46-0-0 1-0.0 , 8 0-0 14 2-10 20.3 9 7 32-5.6 38 8 0 45-" I 45-" i 4-04 6a6 12-10 6 0.14 s a14 6-0-14 6.2.10 6 9 0 W oww ' 0-4-0 0h-0 n.s.o Plate Offsets '(X Y)-- [1.0-3-2 0-3-01 f1:0-0-14 Edge] [4:0-3-4 0-4-01 1'10:0.3-4 0-4-0] [13:0-3-2 0-3-0] [13:1-3-3 Edge] [15:0-2-4,0-1-81, [17:0-2-0,0-1-8],f20,.0-3-0.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.85 17-18 >647 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -1.20 17-18 >459 180 MT20HS 187/143 BCLL 0A Rep Stress Incr NO WB 0.82 Horz(CT) 0.25 13 nla nla BCDL %0 Code FBC20171rP12014 Matrix-S Weight: 525 lb FT = 20% LUMBER. TOP CHORD 2x4 SP No.2 "Except` T2,T3. 2x6 SP No.2 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. (size) 1=0-8-0 (min. 0-1-8), 13=0-8-0 (min. 0-1-8) Max Horz 1=-60(LC 11) Max UpIIft1=-1531(LC 5),13=-1531(LC 4) Max Grav1=3348(LC 1), 13=3348(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-13 or, purlins. BOT CHORD Rigid ceiling directly applied or 6-10-14 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' 1-2=7559/3553, 23=-7505/3557, 3-4=7689/3660, 4-22=-10895/5257, 22-23=10896/5257, 5-23=-10897/5258, 5-24=10896/5256, 24-25=-10896/5256, 6-25=-1089615256, 6-26=-12745/6132, 26-27=12745/6132, 7=27=-12745/6132, 7-28=-12745/6132, 8-28=12745/6132, 8-29=-12745/6132, 29-30=12745/6132, 9-30=12745/6132, 9-31=-10889/5256, 31-32=10888/5256, 10-32=10887/5255, 10-11=7690/3661,11-12=7505/3557,12-13=755913552 BOT CHORD 1-21=31B4/6814, 21-33=-3306t7l36, 3334=3306f7l36, 20-34=-330617136, 19-20=6011/12731, 19-35=-6011/12731, 18-35=6011/12731,18-36=6011112731, 36-37=6011/12731, 37-38=6011/12731, 1738=-6011/12731, 17-39=5134/10888, 16-39=-5134/10888, 15-16=-5134/108B8, 15-40=-3304/7137, 40-41=330417137, 14-41=330417137,13-14=-318216814 WEBS 3-21=-238/530, 4-21=0/479, 4-20=-2080/4308, 5-20=-738/630, 6-20=-21231994, 6-18=0/519, 8-17=704/614, 9-17=-999/2148, 9-15=-1750/1104, 10-15=2078/4298, 10-14--01480,11-14=-239/532 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 `x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 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. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. \ 47j�'� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except %tEM 1= 13=1531. / P 60 1 Continued on page 2 tart 1 A, -a t S ATE Fi ORtD G����� 10 A l �� �\\\ IQ job Truss Fruss I ype y 1833 DA LAN A9G HIP 1 ` Jab Reference o tlonal 50U MT- I rUSS 'Ft. PIerC9, FL., 349bl rcun: a.zau s yo.. I D:ny4imnipmNiBmTQZIUjwcyniiv-x5E5oRMNw50Z6mPxsFiKylStgAM jtX7jfglKLzpZSk NOTES 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 222 Ib down and 281 Ib up at 8-0-0,1071b down and 15..0 Ib up at 10-0-12, 101 Ib down and 150 Ib up at 12-0-12, 107 Ib down and 150 Ib up at 14-0=12, 107lb down and 150 Ib'up at 16-0-12, 107 Ib down and 150 lb up at 18-0-12, 107 Ib down and 150 Ib up at 20 0-12, 107 Ib down and 150 lb: up at 22-0-12, 107 Ib down and 150 Ib up at 234-0,107 lb down and 150 Ib up at 24=7-4,107 Ib down and 150 lb up at 26-74,107 Ib down and 150 Ib up at 28-7-4,107 Ib down and 150 Ib up at 30-7-4,107 Ib down and 150 Ib up at 32-7-4,107 Ib down and 160 Ib up at 34-74, and W lb down and 150 Ib up at 36-7-4, and 222 Ib down end 281 Ib up at 38-8-0 on top chord; and 268 Ib down and 117 Ib up at 840-0, 80 Ib down at 10-0-12, 80 Ib down at 12-0-12, 80 Ib down'at 14-0-12, 80 lb, down at I16-8-12, 80 Ib down at 18-0-12, 80 Ib down at 20-0-12, 80 lb down at 22-0-12, BO Ib down at 23-4-0, 80 Ib down at 24-7-4, 80 Ib down at 26-74, 80 Ib down at 287 44, 801b down at 30-7-4, 80 lb down at 32-7-4, 80 Ib down at 34-7-4, and 80 Ib down at 36-7-4, and 268 lb down. and 117 Ib up at 38-7-4 on bottom chord. The designtselection of,such connection device(s) is the responsibility"of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-10=54,10-13= 64, 1-13=20 Concentrated Loads (lb) V41: 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=-54(F) 22= 107(F) 2,&--'107(F) 24=107(F) 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=-54(F) 34=-54(F) 35=54(F) 36=54(F) 37=-54(F) 38=-54(F) 39=54(F) 40=-54(F) 41=54(F) WI • f 3 t t� 60 1 t SATE F ORtDt':G�4'�� Job Truss Nss Type y 1833-0A LAN A10D HIP 1 1 Job Reference (optional) boumem I rUSS , M VIM% M., S4501 mun: o.LBu u um A NO rnnL osou a vy1 a cu to impwrcu 'iSkID:ny4lmnjpmNj8mTQZIUjwcynijv-x5E5oRMwmPxsFiKyIUFgDVjsJ7jfgIk p 5 7-12 1aa0 17-a14 24-ao 3a11.2 38 0-0 a2-" 47-4 0 a8 ar0 5 7-12 4 4 4 7-0-14 6 11-2 fill-2 7-a14 4 4 4 411-12 Dead Load Defl. - 71161n 5.00 12 5x8 2x4 11 3x8 = 3x6 2X4 II 5x8 = � 4 5T7 6 7 1z 9 E-11 5x8 = 19 18 17 18 15 14 13 5x8 = 4x6 = 3x5 = 46 _ 2x4 11 3X9 = 3x5 = 4x6 = 3x9 = 4x6 = I 48-0-0 1-0.0 10-0.0 i 17.0.14 24-0.0 , 30.11-2 38-0-0 47-0-0 47,4-0, 9.0-0 7-0-14 8-11-2 6.11-2 7-0.14 9-0-0 0 e-8-0 Plate Offsets (X,Y)-- [1:0-3-2,0-3-01, [1:0-0-14,Edoe], [4:0-5-12,0-2-8], [9:0-5-12,0-2-81, [12:0-3-2,0-3-01, [12:1-3-3,Edae1, [15:0-2-0.0.1.81, [17:0-3-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in poc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.55 16 >999 240 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.50 Vert(CT) =0.8916-17 >642 180 BCLL 010 Rep Stress Incr YES WB 0.83 Horz(CT) 0.22 12 n/a n/a BCDL 1010 Code FBC2017/TP12014 Matrix-S Weight: 247 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 `Except' T2,T3: 2x4 SP M 31 SOT CHORD 2x4 SP M 31 WEBS 12x4 SP No.3 SLIDER Left 2x6 SP No.2 2-7-5, Right 2x6 SP No.2 2-7-5 REACTIONS. (size) 1=0-M (min. 0-1-8), 12=0-8-0 (min. 0-1-8) Max Horz 1=76(LC 9) Max Uplift1=-610(LC 5), 12=610(LC 4) Max Gravl =1751 (LC 1), 12=1751 (LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-15 or, purlins, BOT CHORD Rigid ceiling directly applied or 6-9-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORDI 1-2=3788/1403, 2-3=-3734/1419, 3-4=-3555/1344, 4-5=-4564/1851, 5-6=-4564/1851, 6-7=-4564/1851, 7-8=-4564/1851, 8.9=-4564/1851, 9-10=-3555/1344,10-11= 3734/1419, 11-12=-3788/1403 BOT CHORD 1-19=-1243/3414,18-19=-111913262,17-18=1119/3262,16-17=-1861/4979, 15-16=186114979,14-15=-1116/3262, 13-14=-1116/3262, 12-13=1240/3414 WEBS 3-19=-185/272, 4-19=-28/375, 4-17=-678/1599, 5-17=-405/308, 6-17= 560/192, 6-16=0/293, 6-15=560/192, 8-15=-4051308, 9-15=-678/1599, 9-13=28/375, 10-13=1851272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=5.0psf; h=15ft; Cat II; Exp C; Encl., 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 ponding. 4) This truss [ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)1=610, 12=610. 1 LOAD CASES) Standard i Job I runs I russ I ype Q`y y 1833 DA 1 AN A11DG HIP 1 11 Z Job Reference (optional). Souutem r rugs, FL Freme, FL., SKwn ran: u.znu s um Z7 Zul tf rMF a.Z3u a uc[ Zl Zuio Ivll r eK meusmes, mc, rn reu 1 un:L .— Luln rngn , ID:ny4imnjpmNjBmTQZIUiwcynljv-tULrD7OdRWLkoQwo2GHAPNro6UOBmQIBzJPPF-z I 4 6 6 8 D 0 14.5-14 20-9-15 27-2-1 33$2 40 0-0_ , 435-10 , 47.4-0 48-0r0 4 6 6 3 5 10 85.14 6.4-2 6.4-2 6.4-2 65.14 3-5-10 3-10-6 0 8 0 I 6.010 12 6x9 = 44 = 4 22 23 5 24.Z 4x4 = 5x6 = 2x4 II 4x4 = 6x9 = 276 28 7 29 6 30 31 ,V 9 33 34 35 10 Dead Load Defl. = Slain I 049AZ IWO ANMA E:J F31 5x8 = 21 36 37 20 0 39 4018 41 42 43 1744 45 16 15 46 47 48 14 6x8 = 4x6 = 3x5 = 4x10 MT20HS= 3x5 = 3x8 = 3x7 = 3x5 = 4x6 = 3x7 = 410 MT20HS= 48-0-0 14-0 47.4.0 1.0-0,. 84).0 145-14 1 20-9.15 1 27-2-1 33.8-2 40-D•0 , 48-8•0 47r0.0 , •D 8-8.0 6d•14 64-2 64.2 6-0-2 6.5.14 6.8.0 0.4-0 0-4-0 n_a.n Plate Offsets (X Y)-- fl:032,0-3-01,11:0-0-14,Edge1, f4:0-3-4,04701,(10:0-3-4,0.4-01.113:0-3-2,0-3-01, f13:1-3-3,EdgeL H5:0-3-0,0-1-81, f20:0-3-0,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well L/d PLATES GRIP TCLL 2M0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.92 17-18 >618 240 MT20 2441190 TCDL 7i0 Lumber DOL 1.25 BC 0.71 Vert(CT) -1.29 17-18 >440 180 MT20HS 1871143 BCLL 0! 0 Rep Stress Incr NO WB 0.86 Horz(CT) 0.26 13 nla n/a BCDL 1010 Code FBC2017frP12014 Matrix-S Weight 639 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'Excepr T2: 2x6 SP No.2 BOT CHORD 2x4 SP M 31 WEBS i 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-0-1, Right 2x6 SP No.2 2-0-1 REACTIONS. (size) 1=0-8-0 (min. 0-1-8),13=0-8-0 (min. 0-1-8) Max Horz1=-60(LC 9) Max Uplift1=1550(LC 5), 13=1 553(LC 4) Max 3rav1=3395(LC 1),13=3401(LC 1) BRACING - TOP CHORD Structural wood.sheathing directly applied or 3-8-0 cc puriins. BOT CHORD Rigid ceiling directly applied or 6-10-0 cc bracing. FORCES. (Ili) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=7669/3596, 2-3=-7615/3601, 3-4=-7810/3709, 4-22=11219/6400, 22-23=11220/6401, 23-24=1122115401, 5-24=11222/6402, 5-25=1308316276, 25-26=-13083/6275, 26-27=1308316275, 6-27=-13083/6275, 6-28=-13092/6276, 7-28=-13092/6276, 7-29=-13092/6276, 8-29=-13092/6276, 8-30=-13092/6276, 30-31=-13092/6276, 31.32=13092/6276, 9.32=1309216276, 9.33=-11230/6407, 33-34=-11229/5406, 34-35=11228/5406,10-35=-11227/5405, 10-11=7626/3716, 11-12=7629/3608, 12-13=7683/3604 SOT CHORD! 1-21=3224/6913, 21-36=3352/7248, 36-37=3352/7248, 37-38=-3352/7248, 20-38=3352(7246, 19-20= 5282/11220, 19-39=5282/11220, 39-40=-5282/11220, 18-40=-5282/11220,18-01=-6157/13083, 41-42=6157/13083, 42-43=-6157113083, 17-43-6157/13083, 17-44=-0284/11227, 44-45=5284/11227, 16-45=5284/11227, 15-16=5284/11227,15-46=.335717262, 46-47=335717262, 47-48=3357/7262, 14-48=-3357/7262,13-14=-3228/6925 WEBS 3-21 =-238/645,4-21=0/485, 4-20=2171/4508, 5-20--1758/1124, 5-18=-988/2136, 6-18=691/587, 8-17=-676/585, 9-17=-983/2136, 9-15=-1757/1123, 10.15=-216814600, 10-14=0/489,11-14=239/547 NOTES- 1) 2-ply truss fo be connected together with 10d (OA31"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc, Bottom chords connected as follows: 2x4 -1 row at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 00, 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. \\ N �l • B� �// 4) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vesd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat 11; Exp C; Encl., GCpl=0.18' �,� MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 `` ��' �.�GENSF 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. /TSXT0 ;F, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 t Continued on page 2. ! -O �P` 1 i %�'4 ��LOFZtOQ%G\�N Job Truss NSS ype.Ip'y 1833-DA•LAN A11DG HIP 1 L Job Reference o tional SGUMM T TUBS. K. PleMO. I-L., U49b'I ,tune O—u n U'a u m w".- .-.. o ..... avl wz,,..w. •.•w . ••••••. • ••••• _•, ••• • -a— — ID:ny4imnjpmNjBrhTQZIUB%vcynljv-tULrD7OdRWLkoiSMGWNro6UdBmQIBzJPPEip i NOTES- 8) Provide mechanicsl connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b)1=1550, 13=1553. 9) Hanger(s) or other connection davice(s) shall be provided sufficient to supportconcentrated load(s) 222 lb down and 281 lb up at 840,107 Ib down and 150 Ib up at 10-0-12, 107 Iti down and 150 Ib up at,12-0-12,107 Ib down and 150 Ib up at 144-12, 107 lb down and 150 Ib up at 16-0-12, 107 Ib down and 150 lb up at 184-12, 107 Ib down and 150 Ib up at 26-0-12,167 Ib down and 150 Ib up at 22-0-12, 107 Ib down and 150 lb up at 24-0-12, 107lb down and 160 lb up at 26-0-12;107 Ib down and 150 Ib up at 28-0-12, 107 Ib down and 150 Ib up at 30-0-12,107 Ib down and 150.1b up et 32-0-12, 107 lb, down and 150 Ib up at 34-0-12,107 Ib down'and 150 Ib up at 36-0-12, and 107 Ib down and 150 Ib up at 36' 0-12, and 222'Ib down and.281 Ib up at 40-0-0 on top chord, and 268 lb down and 117 Ib up at 8-0-0, 80 Ib down at 10-D-12, 80 Ib down at 12-0-12, 80 Ib down at 14-0-12, 8 Ib flown at '16-0-12, 80 Ib down at 18-0-12, 80 lb down at 20-042, 80 Ib down at 22-0-12, 801b down at 24-0-12, 80 lb down at 26-0-12, 80 Ib down at 28-0-12, 80 Ib down.atl30-0-12, 80lb down at 32-0-12, 80 lb down at 34-0=12, 80 Ib down at 36-0-12, and 80 Ib down at 38-0-12, and 268 Ib down and 117 Ib up at 39-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Uve'(balanceft Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veit: 1-4=-54, 4-10=54,10-13=-04, 1-13=20 Concentrated Loads (lb) Vert: 4=175(B) 7=-107(B)10=-175(B)19=-54(B) 21=-268(B)14=268(B)16=-54(B) 22=107(B) 23=107(B) 24=107(B) 25=-107(B) 26=-107(B) 27=107(13) 28=-107(B) 29=107(B) 30=-107(B) 31=107(B) 32=107(13) 33=-107(B) 34=107(B) 35=-107(B) 36=54(B) 37=54(13) 38=-54(B) 39=54(B) 40=-54(8) 41=54(B) 42=-54(B) 43=54(13) 44=-54(B) 45=54(13) 46=54(B) 47=-54(B) 48=54(121) 60 1 / t Job 1 russ Truss ype PlY 1833 DA-1 AN C1 HfP 1 ^ j1 Job Reference o tional n, xerre In.. Fd Rn6 •1 f10.7�•05.9MQ Pana1 Southern TMSS , FL FISMS, I-L., 449b1 4x4 = 4x4 = Dead Load Defl. =1/4 in 21-4-0 1-0-0 I1-4-0 10-0.0 12•0•0 - _ - 2tl-B-0 20122.11"q r 1-" B-8-0 2"0 0-8.0 EM 0-&0 0-4-0 Plate Offsets'()(Y)-- 11:0-1.14 0-0-2] 11.0-0-01-3-2] 16.0-0-01-3-2] i6.0-1-14 0-0-2] 18.0-3-60-3-41 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Weil Ud PLATES GRIP TCLL 20'.0 Plate Grip DOL 1.25 TC 0.81 Veit(LL) -0.26 1-8 >981 240 MT20 2441190 TCDL tO Lumber DOL 1.25 BC 0.96 Vert(CT) -0.54 1-8 >473 180 BCLL do Rep Stress Incr YES WS 0.19 Horz(CT) 0.05 6 n/a n/a BCDL 10'r r 0 Code F9C2017JTP12014 Mat iz-S WelghY. 100 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP (Vo.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 Horz1=-76(LC 11) Max Upliftl-265(1-C 8), 6=-265(LC 9) Max Gravl=789(LC 1), 6=789(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. - A] forces 250 Qb) or less except when shown. TOP CHORD 1-2=-1493/534, 2-3=1173/347, 3-4-1039/343, 4-5=1173/347, 6-6=-1493/534 BOT CHORD 1-8= 504/1333, 7-8=212/1039, 6-7=-428/1333 WEBS 1 2-8=367/327, 3-8= 50/298, 4-7=51/298, 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.Opsf; h=1511; 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) Provide adequate drainage to prevent water ponding. 4) This truss �as 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 atjoint(s) except Qt=ib)1=265, 6=265. 1 LOAD CASE(S) Standard o russ rues ype Y 1833-DA-LAN C2 HIP 1 1 Job Reference (optional) SOUIneM 1 FUSS, rL merce. rL.. 0-R01 a ""'� " • "" iD:ny4imnjpmNj8mTQZIUjjwcynliv-LgvERTPFCgUbQZV_c oPxaNwsuCJwPGRPd2yxgzp2Sh 4 6 8 8 0 0 14-0.0 17-5-10 21-4.0 22-0-0 4-6.6 3 5 0 6-0.0 3510 3-10-6 0 8 D Dead Load Defl. =118 in 4x7 = 44 = 22-M 1-0•o e-0.0 , 14.0.0 21-0-0 29-4,0 1.0-0 7.0-0 6-0.0 740-0 04-0 041-0 Plate Offsetsl(x,Y)— [1:0-0-D 1-3-21fl:0-1-14 0-0-21 [3:0.5-4 0-2-01 [6:0-1-14 0-0-21 [6:0-0-0,1-3-2] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.13 1-9 >999 240 MT20 244/190 TCDL 7;.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.27 1-9 >954 180 BCLL 0.0 Rep Stresslncr YES WB 0.12 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix S Weight. 103 lb FT = 20% LUMBER- I I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD 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 Horz 1=61(LC 8) Max Upli t1=246(LC 8), 6=246(LC 9) Max Gravl=789(LC 1), 6=789(LC 1) FORCES. (Ib) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1539/517, 23=-1327/443, 3.4=1201/433, 4-5=1327/443, 5-6-1539/517 BOT CHORD 1-9=-470/1373, 8-9=-312/1201, 7-8=-312/1201, 6-7=-430/1373 WEBS , 1 3-9=32/306, 4 7=-12/306 Structural wood sheathing directly applied or 4-4-15 oc pudins. Rigid ceiling directly applied or 8-6-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat It; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber 60L=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) 1=246, 6=246. , LOAD CASES) Standard i 60 1 Job I russ ss ype y1833 DA-LAN C3G TH 1 1 Job Reference (optional) Southern TNse , Ft. FlerOe, FL, 34951 Kun: 5.zsU s uct zl zu1ts i nni:-t%.zJu s vat zl zuia mi I em InauSIIles, InG. rn ren va:n:uo zu �a raga -, ID:ny4imnjpmNjBmTQZIUjiwcynljv-LgvERTPFCgUbQN c oPxaN? uDSwMtRPd2yxgzpZSh 3s2 600 11-00 16.0.0. 18614 214-0 220Q 35.2 2-6.14 5-0-0 5-0-0 TAU z-az o e o Dead Load Dell. =1/8 In 4x7 = ix4 II 4x7 = 1 5.00F12 4 14 1s 5 1s 17 6 22.0-0 1.0.0 6-0-0 11-0-0 16.0.0 21-OA 21-4 0 1-0-0 5-0-0 5-0-0 6-0.0 5-0-0 OdLO LOADING(psf) SPACING- 2-00 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate.Grip DOL 1.25 TC 0.65 Vert(LL) 0.16 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.23 11-13 >999 180 BCLL 6.0 Rep Stress Incr NO WB 0.27 Hocc(CT) 0.07 9 n/a n/a BCDL 16.0 Cade FBC20171TP12044 Matrix S Weight 110 ib 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 No.2 1-9-7 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 9=0-8-0 (min. 0-1-8) Max Horz1= 46(LC 28) Max Uplift1=-506(LC 8), 9=507(LC 9) Max Grav1=1122(LC 1), 9=1121(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2313/1084, 2-3=-2257/1087, 34=2260/1094, 4-14=2686/1357, 14-15=2685/1357, 5-15=2685/1357, 5-16=-268511357,16-17=2685/1357, 6-17=-2686/1357, 6-7=-2259/1094, 7-B=-2257/1087, 8-9=-2312/1084 BOTCHORD 1-13=-983/2059, 13-18=940/2088,12-18=940/2088,11-12=-940/2088, 11-19=-938/2088, 19-20=-938/2088, 10-20=938/2068, 9-10=945/2059 WEBS 4-13=0/312, 4-11=367/712, 5-11=-451/408, 6-11=-367/712, 6-10=0/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip D01-=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s).except (jt=1b)1=506, 9=507. 6) Hanger(s)l or other connection device(s) shall be provided sufficient to support concentrated load(s)166 lb down and 233 lb up at 6-0-0, 57 lb down and 107 lb up at 8-0-12, 57 lb down and 107 lb up at 10-0-12, 57 lb down and 107 lb up at 11-11-4, and 57 lb down and 107 lb up at 13-11-4, and 166 lb down and 233 lb up at 16-0-0 on top chord, and 841b down at 6-0-0, 41 lb down at 8-0-12, 41 lb down at 10-0-12, 41 lb down at 11-11-4, and 41 lb down at 13-11-4, and 84 lb down at 15-11-4 on bottom chord. The design/selection of such connection devices) 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 CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=54, 4.6=-54, 6-9= 54, 1-9=20 Concentrated Loads \� �` t,EN V rt:247(B1)19(B) 6=119(B)12=-27(B)13=-49(B)10=-49(B)14=-55(B)15=55(B)16=-55(B)17=-55(B)18=27(B)19=-27(B) ` �\ elf / 60 1 1 1 / t We L S AJTE FI ORID IONA 1 S� \\\` I C Job I f russ I russ I ypa y 1833-DA-LAN CJ2 MONO TRUSS 1 1 Job Referen6e (optional) ID:ny4imnjpmNjBmTOZIUjiwcynijv-psTcepQuz8cS2j4AAhJeUowrGKlhJttlaeHoWU7zp $g 2-6-13 3-2-13 2-6-13 0 8 0 rill LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ltd PLATES GRIP TCLL 20; 0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7':0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 4-5 >999 160 BCLL 6.0 Rep Stress lncr YES WB 0.04 Horz(CT) -0.01 3 n/a n/a BCDL 10 0 Code FBC2017/TPI2014 Matrix-P Weight:10 lb FT = 20% TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 12x4 SP No.3 REACTIONS! (size) 3=Mechanical, 4=Mechanical, 5=0-11-5 (min. 0-1-8) Max Horc5=48(LC 4) Max Upjifq= 20(LC 3), 4=-29(LC 1), 5=-201(LC 4) Max Grav3=5(LC 4), 4=36(LC 4), 5=276(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 256 (jb) 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 or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0psf; h=15ft; Cat.11; Exp C; Encl., GCpiro.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 nonconcurrent with any other live loads. 3) Refer to glider(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=1b) 5=201. LOAD CASE(S) Standard Job Truss Truss I ype Y 1833-DA-LAN I CA JACK 2 1 Job Reference o tional . southem I russ ,;M Nlerce, t-L., 34H01 rtun. o.wva uu <, cu.o rnn�o.wva vm<, w,�,rin cn uw o ,w.,... .... ID:ny4imnjpmNj8mTQZIUbwaynljv-psTcepQuz8cS2j4AAhJeUowGclguftfaeHoWU7zp Sg 1-9-14 4-10-6 , 5-6-6 1-9-14 3.0.8 ' 0-8-0 1 4 4 3-8.8 5,6-6 1 4 4 2-4-5 1-9-14 Plate Offsets 0(Y)-- [2.0.0-8 0-1-12] [6.0-1-101-8-61 [6.0-0-0 0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Doc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 5-6 >999 180 BCLL 0.0 Rep Stress incr NO WB 0.04 Horz(CT) -0.01 3 n/a n/a SCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 17 lb FT = 20% LUMBER- ! BRACING- TOP'CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except at --length) 6=0-11-5, 5=0-11-5. (lb) - Max Horz6=81(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 3, 5 except 6=-192(LC 4) Max Grav All reactions 250 lb or less at joint(s) 3, 4, 5 except 6=259(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-6-6 oc pudlns. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=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 nonooncurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5 except Qt=1b) 6=192. 5) 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 on top chord,jand20 lb down and 71 lb up at 2-11-0, and 2 Ib down and 7 lb up at 2-11-0 on bottom chord. The design/selection of such connection devioe(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert-1-3=-54, 1-4=20 Concentrated Loads (lb) Vert: 7=36(F) 8=46(F=47, 13=1) Job ype y1833-DA-LAN ITILISS Truss Cis K 2 1 Job Reference o Uonal soumem to Werce, FL., a4V*1 mum a.zau s uci zi zuiu rfnu: o.zou r um zi zOia m i eKu92l Ujwciv-psTcpQuID4dArrt rev lruc 6w cw ID:ny4imnjpmNj8mTQZIz8cSAneUowA6dhftLaeHoWU7r2 pZ4 A-9-14 7-8-6 i 81i 5 , "1=9=14 5-10-7 2x6 li 1-4.4 7-0-2 Plate Offsets (Y Y) - [2:0-0-8,0-1-121, [5:0-1-10.1-8-61, [5:0-0-0,0-1121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 7.o Lumber DOL 1,26 BC 6.35 Vert(CT) -0.10 4-5 >796 180 BCLL 0.0 Rep Stress Incr NO WS 0.06 Horz(CT) -0.03 3 n/a n/a BCDL 16.0 Code FBC2017JTP12014 Matrix-P Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly.applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-11-5 (min. 0-1-8) Max Horz5=123(LC 4) Max Uplift3=-125(LC 8), 5=-205(LC 4) Max Grav3=141(LC 1), 4=99(LC 3), 5=304(LC 31) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-263/213 NOTES- 1) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; 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 Pas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss.to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 3=125, 5=205. 5) Henger(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 end 110 lb up at 2-11-0, and 26 lb down and 52lb up at 5-8-16, and 26 lb down and 62 lb up at 5-8-15 on top chord, and 20 lb down and 71 lb up at 2-11-0, 20 lb down and 71 lb up at 2-11-0, and 10 lb down and 2 lb up at 5-8-15, and 10 lb down and 2 lb up at 5-8-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(5) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-3=-64, 14=20 Concentrated Loads (16) Vert: 6=72(0=36, 8=36) 8=94(F=47, B=47) .1, Job Truss Truss Type Y 1833•DA4-AN CJ8 JACK 4 1' Job Reference o tional saumem , fuss M HUM, t-L-. s4aav —.. a ... fD:ny4imnjpmNjBmTQZIUgwcynljv-131 s9QWkRkJfteNkPgt1TTLXhviOHyktxX30ZiFzSf r 1-914 6-4-5 10-6-4 , 1-914 4-0.7 4-1-15 WII 1 4 4 1-9-14, 6-4-5 10-5-4 , Lot , Lot 1 4 4 0 5-11 4-6-7. 4-1-15 Plate Offsets' (X,Y)-- [2:0-0-8 0=1-121 [8:0-1-61-7-10] [8:0-0-0 0-1-121 lb LOADING (p SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0..56 Vert(CT) -0.10 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(CT) -0.64 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 44 lb FT = 20% LUMBER- j BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 4"-Mechanical, 8=0-11-5 (min. 0-1-8), 6=Mechanical Max Horz 8=164(LC 8) Max Upifft4=-127(LC 4), 8=259(LC 4), 6=-100(1-C 8) Max Grav4=145(LC 1), 8=396(LC 31), 6=243(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORb 1-2=-410/189, 2-9=-456/216, 9-10=-4591227, 340=414/215 BOT CHORD 1-8=-1771411, 8-12=-295/411,12-13=-295/411, 7-13=295/411, 7-14=2951411, 6-14=-295/411 WEBS 3-6=-444/318 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=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 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 10.0 psf bottom chord live load noncwncurrent with any other live loads. 4) Refer to girder(s),for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except at --lb) 4=127, 8=259. 6) 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 lb down and 110 lb up at 2-11-0, 26 lb down and 52 lb up at 5.8-15, 26 lb down and 52 lb up at 641-15, and 58 lb down and 107 lb up at 8.6-14, and 68 lb down and 107 lb up at 8-6-14 on top chord, and 20 lb down and 71 lb up at 2-11-0, 20 lb down and 71 lb up at 2-11-0, 10 lb down and 2 lb up at 5-8-15,10 lb down and 2 lb up at 5-8A5, and 27 lb down at B-6-14, and 27 lb down at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4-54, 1-5=-20 Concentrated Loads (lb) Vert: 942(F=36, 1346) 1 1=-65(F=-33, 8=-33)12=94(F=47,13=47)14=-37(F=-19, B=19) Job suss TnJSS ype Y 1833-DA4 AN D3G HIP 1 1 Job Reference o oval ..A.. In C.. U.k i flH•74•f1R 754G Dvnn i bWMeMI nLSS, rL meme, rL..*%` i ...u....w..vo ..w ... ry .... ..... ......... ..-.�.--- _....._._..._�_.__..__. _.._ ID:ny4imnjpmNj8mTWUjwcynljv-131_s9QWkRkJtte kPgt17TRBh?AOJNkbO(30ZzpZSf 3-0-0 5-8-0 6 8 0 7 4 0 3.0.0 248-0 1 0 0 0 8 0 4x4 = 4x4 = 4x4 = 2x4 II LOADING(psf) TCLL 20.0 TCDL 7,.0 BCLL 0.0 BCDL 16.0 i SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stresslncr NO Code FBC2017lrP12014 CSL TC 0.19 BC 0.14 WB 0.08 Matrix-P DEFL. In Vert(LL) -0.00 Vert(CT) -0.01 Horz(CT) -0.00 (loc) Well Ud 6-7 >999 240 6-7 >999 180 5 n/a n/a PLATES GRIP LIT20 244/190 Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structuralmood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. SLIDER Left 2x4 SP No.31-8-15 REACTIONS. (size) 5=048-0 (min. 0-1-8), 7=0-8-0 (min. 0-2-5) Max Horz7=64(LC 8) Max Uplifts=121(LC 9), 7=707(LC 4) Max Grav5=213(LC 18), 7=1971(LC 17) FORCES. (IN - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=337/261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASGE 7-10;, Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This trussihas been designed for a.10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 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 110 lb up at 3-0-0, and 26 lb down and 57 lb up at 44-0, and 67 lb down and 110 lb up at 5-8-0 on top chord, and 1622 lb down and 643 lb up at 1-2-12, 23 lb down at 3-0-0, and 14 lb down and 2 lb up at 4-4-0, and 23 lb down at 5-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-3=54, 3.4=54,1-5=-20 Concentrated Loads (lb) Vert 7=-1622(B) Job I Cuss I ruse I ype y 1833-DA-LAN I J2 JACK 14 1 Job Reference fptloratj Southern Truss.' Ft. Pierce. FL.34951 1 Run: 8.230 a Oct 21 2018-Print: 8230 a Oct212018 MiTek Industries, Inc. Fri Fab 1 09:21:09 2019 P 1 ID:ny4imnjpmNj8mTQZIUjjwcynljv-mFbM3UR8VIsAH1 DZH6LGZD7dn5Mf7mTt6bHoY;;*Se 1.4-0 1-4-0 1-0 0 2-0-0 1-0-0 14-0 _Plate O_ffsetsl(X,Y)•- [2:0-0-12,0-1-121; [2:0-1-11,1-2-81, [5:0-0-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.07 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL �1.0 Lumber DOL 1.25 BC 0.06 - Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 7 lb FT = 20% LUMBER - Top CHOI BOT CHOI WEBS FORCES. NOTES- 1) Wind: Af MWFRS 2) This trus 3) Refer to 4) Provide i LOAD CAE? 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=43(LC 8) Max Uplift3=-34(LC 1), 4= 43(LC 1). 5=-124(LC 4) Max Grav3=15(LC 4), 4=29(LC 4), 5=223(LC 1) - Max. Comp./Max. Ten. - All forces 25D (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; /elope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -r(s).for truss to truss connections. ianical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at --lb) 5=124. ) Standard i o russ Fuss ype Y 1893DA LAN J2A JACK 2 1 Job Reference (optional) SODUIem 1 FUSS,' M coerce, M , 39S07 i ID ny4imnjpmM8mTGtZiUjjwcynljv rriFliAA3UR8VIsAH1DZH6L6ZD7ea5NW7mgt6bHcY?zpZSe 0 4 0 , 1-0-0 , �� o-e-o 2x8 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well 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 1.25 BC 0.01 Vert(CT) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-R Weight 4 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling 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 Uplift2=-24(1-0 8), 3=-3(LC 8) Max Grav4=31(LC 1), 2=22(LC 1), 3=16(LC 3) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF, h=15ft; Cat It, Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss1has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. LOAD CASE(S) Standard 0 60 1 o Russ Russ Type Y 1833-DA-LAN J4 i JACK 15 I 1 Job Reference (optional) a r..,. � o•e�•ne omo o�..e � .—w—,rues. rG nmcn, —..rrno, ..... _............_______. _. __._..... _._...___.. __ ' ID:ny4imnjpmNjBmTQZIUjjwcynijv-mF6M3UR8VIsAH1DZ 6L6ZD?dV5Me7mlt6bHcY7zpZSe 1-4-0 3-4-0--- -- — 4-0 0 1-4-0 2-0-0 o e o J LOADING(psf) SPACING- 2-0=0 CSI. DEFL. in poc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 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 0.63 Horz(CT) -0.00 3 n/a nla BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 -Sr- 14o.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=83(LC 8) Max Upltft3=59(LC 8), 5=90(LC 4) Max Grav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat.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 truss1has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to glyder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 5. LOAD CASE(S) Standard p rUSS Russ Type Y 1833-DA-LAN ` J6 JACK 14 1 Job Reference o tional .a •N O(N R-PIiTn4 Indus/den Inn Fd Fah 1 flSi•21•p9 2019 Page Sauthem Truss , FL Pierce, FL., 34951 fl ID;ny4imnjpmNjBMTQZIUjjwcynljv-mFbM30R$VIsAH1DZIifiL6ZD7am6KV7mwt6- WHcY7zpZSe 1-4 0 5.4-0 , Na i 1-4-0 4-0-0 0 LOADING (pal) SPACING- 2-0-0 CSL DEFL. in goo) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4-0 >999 180 BCLL 0.0 Rep Stress incr YES WS 0.06 Horz(CT) -0.02 3 n/a n!a BCDL 10.0 i Code FBC2017/rP12014 Matrix-P Weight 19 lb FT = 20% LUMBER- i BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORb 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=124(LC 8) Max Upllft3=-104(1_C 8), 5=-94(LC 4) Max Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat.11; 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 nonconcurrent with any other live loads. 3) Referto girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5 except { t=lb) 3=104. LOAD CASE(S) Standard \,\GENg������i� 60 1 i ur iM = SATE F i o rues rues ype, Y 1833-DA-LAN J8 JACK 34 1 Job Reference (optional) Southern Truss,' Ft. Pierce, FL., 34951 I ' I i I I Run'r.230aOutncwarnm:o.awseu,o,vu,cnnwuowea,, �. r„ra� ID:ny4imnjpmNjSmTCOUiMwljv-ER9KGg5mG3 1vBolrgt 66 ;iVcYsCh9KE0A4Rzp 5d 1-0 0 74-0 — 8 l]1 ' 0-8-, 1-4-0 64-0 D I1 Dead Load Defl. =118In LOADING(psfj SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.10 4-5 >766 240 MT20 244/190 TCDL 7.0 LurnberDOL 1.25 BC 0.47 Vert(CT) -0.18 4-6 >444 180 BCLL 0.0 Rep Stress lncr YES WB 0.09 Horz(CT) -0.06 3 n1a We BCDL 1 d.0 Code FBC20171TPI2014 Matrix-P Weight 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood. sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 12x4 SP No.3 (size) 3=Mechanical, 4=Mechanical, 5=o-8-0 (min. 0-1-8) Max Horz5=165(LC 8) Max Uplift3=-147(1-C 8), 5=-106(LC 8) Max Grav3=161(LC 1), 4=120(LC 3), 5=353(LC 1) FORCES. (Ib) - Max Comp./Max Ten. - All forces 260 (lb) or less except when shown. WEBS 1 2-5=-319/300 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., 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 nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=147, 5=106. 1 LOAD CASE($) Standard I \\��\N� Nti j1� BL /��i ��� 60 1 s -ci s aTEZz ///l ZONALt��1\\� TI (A 1 Job I ruse Truss Type Y 1833-DA-LAN V4 VALLEY 1 1 Job Reference o tional Southern Thus ; FL Pierce, FL., 34951 Run: 8.230 s Oct 212018 PrintB:230 s Oct 212018 Mrrek Industries, Inc. Fri Feb 109 2019 P e 1 ID:ny4imnjpmNjOmTQZIUjjwcynljv-ER9kGgSmG3 1vBolrgtL6QYpOVhtsD41 KEOA4RzpZSd 2-0-0 3-4-0 4-0-0 2.0-0 1-4-0 0-8-0 3x4 = 5.00 12 --------------------------------- 2x4 2x4 LOADING(psf) SPACING- 2-M CSI. DEFL. in (foe) I/deft L/d PLATES GRIP TCLL 201.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7 O Lumber DOL 1.25 Be 0.13 Vert(CT) n/a - n/a 999 BCLL 0:0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight 10 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purtins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.! (size) 1=4-0-0 (min. 0-1-6), 3=4-0-0 (min. 0-1-8) Max Horz 1=10(LC 9) Max Upliftl=33(1-C 8), 3=33(1-C 9) I Max Gravl=94(LC 1), 3=94(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF h=15ft; Cat II; Exp C; Encl., GCpi=0.18; 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. I LOAD CASE(S) Standard / 60 1 i tx iM �' �fA ! cuss russ ype.1ply- r0 1833-DA-LAN JV8 VALLEY 1 1 Job Reference (optional) 5ouniem TmsS ; FL Pierce, FL., 34951 Run: a.Z30 S Uct 21 Zulu PnnC MZ3V S UM Z7 LURS Mtl OK Inausmes inc. Fn reo i uu:L1'iu Lulu Pd 0 1 ID:ny4imnjpmNjBmTQZ1Ujjvcynijv-ER9kGgSmG3_1vBolrgtL6QYUVh3sDclKEOA4Rzp Sd 4-0-0 7-4-0 4-0-0 34-0 2x4 1x4 It UA = 2x4 74-0 8 0 0 7-4-0 0 8 0 i LOADING (psf) SPACING- 2-0-0 CSL DEFL. In (loc) Weft L/d PLATES GRIP TCLL 20.0 Platd Grip DOL 1.25 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Hora(CT) 0.00 3 n/a n/a SCOL 10.0 Code FBC2017lrP12014 Matrix-P Weight 24 lb FT = 20% LUMBER - TOP CHORD I2x4 SP No.3 BOTCHORE) ;2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.' (size) 1=8-0-0 (min. 0-1-8), 3=8-0-0 (min. 0-1-8), 4=8-0-0 (min. 0-1-8) Max Horzi=25(LC 8) Max Upliftl=-58(LC 8), 3=62(1-C 9), 4=52(LC 8) Max Gravl=118(LC 1), 3=118(LC 1), 4=248(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0=0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. If; Exp C; Encl., 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, 4. LOAD CASE(S) Standard \�-iP��GENs 9`r���i� VF �-d► SAT �M�l����� Sg10NA1- 'A 4 r, 4 Oruss Russ Type 1833-DA-LAN jv'12 VALLEY 1 1 Job Reference (optional) soumem r rues ; r•t. Tierce, M., a4sai 4x4 = 2 4 3x4 1x4 li 3x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in goo) Well L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) n/a - n/a 999 TCDL 7:0 Lumber DOL 1.25 BC 0.45 Vert(CT) n/a - n/a -999 BCLL 0b Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 n/a n/a BCDL 10b Code FBC2017frP12014 MatrixS LUMBER- BRACING - TOP CHORD 12x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS.I (size) 1=12-0-0 (min. 0-1-8), 3=12-0-0 (min, 0-1-8), 4=12-0-0 (min. 0-1-8) Max Horz1=40(LC 10) Max Uplift1=78(1_C 8), 3=-85(LC 9), 4=-115(LC 8) Max Grav1=175(LC 17), 3=175(LC 18), 4=439(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 24=288/159 PLATES GRIP MT20 244/190 Weight 38 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 cc purlins. Rigid ceiling directly applied or 10-0.0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp Q Encl., GCpi=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 hanical 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 Job i 1833-DA4.AN 4x4 = � � 8 7 6 3x4, 1x4 II 1x4 11 1x4 II 3x4 15.4-0 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (Ioc) 1/dell Ud TCLL 20.0 Plate GNp DOL 1.25 TC 0.27 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017irP12014 Matrix-S PLATES GRIP MT20 244/190 Weight: 55 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 co purlins. BOT 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 16-0-0. (Ib)- Max Horc1=55(LC11) Max Uplift All uplift 100 lb or less at joint(s)1, 5, 7 except 8=-175(LC 8), 6=-175(LC 9) 1 Max Grav All reactions 250 lb or less at joint(s)1, 5 except 7=262(LC 1), 8=318(LC 17), 6=318(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 Vb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;. 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. 5, 7 except 6t=1b) 8=175, 6=175. LOAD CASE(S) Standard Qj / P 60 1 ` } / Job I rus5 Truss Type y 1833-DA4LAN V19 VALLEY 1 1 Job Reference fttlonat Souttlem Truss,' Ft. Pleroe, FL, 34951 Kun: o.ZOu s R mausmw, mu. rn reu g wa.c r < <v,a royo , ID:ny4imnjpmNjBmTQ7JUjjwcynliv-ie7UAT01 M6uWLNyPXObee4t2v_nbf4AZumjduzpZSc 9-10-0 19-M 19 s a 9-10.0 9-2-0 0$ o 4x4 = 3x4 8 7 6 3x4 1x4 II 50 = 1x4 11 LOADING(pM) SPACING- 2-0.0 CSI. DEFL. in (Ica) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25, TC 0.47 Vert(L-) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a - n/a 999 BCLL OM Rep Stress Ina YES WB 0.08 Horz(CT) 0.00 5 n/a n/a BCDL 10�0 Code FBC201711 PI2014 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 oc purlins. BOT 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 Horzl=-69(LC 9) Max Upllft All uplift 100 lb or less at joint(s)1, 5 except 8=-225(LC 8), 6=-225(LC 9) Max Grav All reactions 250lb or less at joint(s)1, 5,7 except 8=416(LC'17), 6=416(LC 18) I FORCES. (Ili) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=299/267, 4-6=-299/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 fare 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, 5 except at --lb) 8=225, 6=225. LOAD CASES) Standard I \0N1 fE3I- ����-�ii r 60 1 r _ ice ; SATE i 4L NAX-