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Home My WebLink AboutTRUSS PAPERWORKi SOUTHERN TRUSS COMPANIES, INC. S O U T t-1 E F2 N D E OR UOPIERCE, 2590 N. KINGS HIGHWAY / FL. 34951 CTRUSS OMPANIES (800) 232-0509 / (772) 464-4160 / (772) 318-0016 Fax: Project Name and Address: Oakland Lakes Occupancy: X Single -Family Lot: (j�L- Bloch: County: Saint Lucie Multi -Family Truss Company: Southern Truss Companies, Inc. ':% Commercial Truss Engineering Program: Mitek Engineering Mitek Plates .Plates By: Contractor / Builder: Ryan Homes ® Model: 1452 Elevation: B Options: STATEMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance with Florida Building Code FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by the folio g provision: ROOF FLOOR Design crttena: ASCE 7-10: 160 MPH Top chord live load: 20 P.S.F. Top chord live load: --- P.S.F. Top chord dead load:_P.S.F. Top chord dead load: -- P.S.F. Engineer Brian M. Bleakly Bottom chord live load: P.S.F. Bottom chord live load: __ P.S.F. Address: 2590 N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load: --- P.S.F. Fort Pierce, FL. 34951 Duration factor- 1.25 Duration factor. --- j Mean height: 15' Exposure:_ * 10.0 P.S.F. bottom chord live load nonconcurrent with any other live loads. This is an index sheet submitted in accordance with the Department of Professional Engineering. Tallahassee, FL. En ' eerin sheets are photocopies of the on ' al design and a roved by me. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No.. Truss ID. No. Truss ID. 1 Ali •21 131 41 61 81 96 2 A21 22 BA 42 62 82 97 3 A31 23 J4 43 63 83 98 4 A41 24 1 J5 44 64 84 99 .5 A5 ' 25 J58 45 65 85 100 6 A6 f 26 77 46 1 66 86 101 7 A7I 27 Mv2 47 67 1 .87 102 8 1 A81 28 MV4 48 68 88 103 9 A86 29 1 MV6 49 69 89 104 10 B1, 30 1 50 70 90 105 11 B21 31 1 51 1 71 91 106 12 B36 32 52 72 92 107 13 1 C11 33 53 73 93 108 14 C21 34 54 74 94 1109 15 C3G 35 55 75 95 1110 16 CJ31 36. 1 56 1 76 17 CJ7 37 57 77 18 71I 38 58 78 ` 19 J2 39 59 79 - 20 J3 40 60 80 As witness by my seal, I hearby certify that the above information is true aI d correct to the best of my knowledge and belief. • NamedBrian M. Bleakly Lic. #76051 FIL.E. COPY .✓.,_; .�-,._mot$ _ -. s i TYPICAL. DETAIL (�D, COR.NER. HIP . • NOTE: NDS=National Design Specifictions I for Wood Construction. 132.5f per Nail (D.O.LFactor=1.00) nds toe nails only have 0.83 of lateral 'Resistance Value. I.. ._ I12 12 O 1OS& i 9-9-5 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT UP TO 265# = 2-16d NAILS REQ-D. Q UP TO 394# = 3-16d NAILS REQ-D. T �I J1 J3 use. 2-16d toe nail @ /' TT BC' H7 r Typical jack 45' -�- - attachment use `d toe nail oil @ TG TYPICAL CORNER LAYOUT & �-16d @_i Typical Hip-jacIC attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails - — — — — BC — — — — — —— 2-16dnaiIs — — — -- J5 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 I TC - - - - - - - 3-1,6d nails - - - - - BC ------- 2-16dnails ---- MINIMUM GRADE OF LUMBER LOADING (PSG SM INCR: Don T.C. 2x4 SYP 2 L D FBC2017 B.C. 2x4 SYP 2 TOP 20 WEBS 2x4 SYP No.3 BOTTOM 00 10 SPACING 24- O.C. 'SOUTHERN TRUSS Fort Pierce Division 2590 N. Kings Highway, CO M PAN I E S (800)2 2 0Fort1509 ( 2)464erce, FL 14160 rt4r//www.&o„t,e,b,=.=„ Fax:(772)31 B-0016 1 Brian M_ Bleakly 5truct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-454-41 So � I t ATYPICAL DETAIL @ CORNER _ HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFactor=1.25) nds to,e nails only have 0.83 of lateral Resistance Value. 1OVE:R F— !�O 00 --O '-O n A �0 a II II II II tl 0 0 A 0 0 0 5-0-0 HIP! GIRDER iJ I I� 12 OVER k Typical jack 45' attachment 0 7-0-14 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT Q UP TO 265# = 2-16d NAILS REQ'D. UP TO 394# = 3-16d NAILS REQ'D. use 2-16 toe nail C TC & BC. M 1(7 ICJ In to I J1 A CJ3in AH5 LA (HIP GIRDER) �� `.OO �" use 3-16d toe nail TYPICAL CORNER LAYOUT 2-16d I Typical Hip —jock' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC ——————- 2-16dnails —- — —— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — .— — BC — — — — — —— 2-16dnails —— — —— TC — — — — — —— 3-16dnails —— —— BC — — — — — —— 2-16dnails —- ——— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — SOUTHERN TRUSS COMPANIES ht1p://wvrwsouthemtrumeom MINIMUM GRADE OF LUMBER LOADING (PSG STIR. INCR.: 25%) T.C. 2x4 SYP 2 L O FBC2017 B.C. - 2x4 SYP 2 TOP 20 WEBS 2x4 SYP No.3 BOTTOM 00 10 SPACING 24- O.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fox:(772)318-0016 Brian ' M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 Hangers Face' Mount Hanger Charts MiTev joist Sae USP Stock No Ref. No, Steel Gauge Dimensions (in) Fastener Schedule OF/SP s Allowable Loads o ` 5 Code Ref. Min! Max Header Joist " 1N . H. D A Nail Nail Floor Roof Uplift'' 100% 115°� 125% 160% JL24 III W24 I 20 j 1 9/16 3 1-1/2 lodx1-1/2 j 470 1 540 ; Sao 320 5, I 320 ) R5, F2 4 I 16d ( 2 lod x 1-1/2 i 560 1 640 j 695 JL241F-TZ — 18 1 9/16 31/B 1-1/2(1Dd HDG 2 (10d x 1-112 HDG 4651 535 ! 580 ; 280 31, R1, .550 615 i" 615'1 280 j F32 ( 4 f 16d HOG j 2 ( 10d x1-1/2 HDG 2 x4 JUS24 ( LUS24 18 1-9/16 3-lis I 1-3/4 1 — ( 4 i 10d 2 ( 10d ( 675 i m 835 510 SUH24 U24 1 16 �1-9116� 1111 3-1/4 2 11-3116 ttt — 4 ( 10d ` 2 lOdx 1-1/2j 500 560 1605 i 3B0 f 590 665 720 1 380 5, 4 ; 16d 2 10dx1-1/2 ( = HD26 HU26 I 14 1-9/16� 3-1/2 2-1/2 1-1/8 Min 2 4 16d 4 1 fod x 1-1/2 615 695 745 ! 355 R5, 615 i 695 745 1 595 i F2 Max JL26 ? JL26IF TZ . ; W26 E WC26Z } 20 j 18 l-9/16i ! 1-9M6j 4-3/4 4 1/2 I I1-11211 1 i 1-1/2 ! IM/ j: 1 . -- j — _ 6 j' ''10d 14 i- lodx1-1/2 i 710 1 805 ? 870 i 650 6 j 16d 1. 4 1 10dx1-1/2- 184D i 950 1 10451 650 i 6 i HDG "A j 1Dd_xl-1/2 HDG 1 695 SOD j 870 ; 73D 31, R1, 1Dd i 6 lid HDG ' 4 110d x 1-1!2 HDG 830 1950 j 1035 ; 730 ! F32 JUS26. i LUS26 . 1 18 (1-9/l6 4-13/16' 1-3/4 , 1 1 — i 4 i 10d i 4 ! 10d ; B70 ; 1000 ! 108012 1115 5, R5, F2 i MUS26.. MUS26j 18 2,1 9/16I 51/16`4 2*. j . 1 j '— i` 6' 10d I. 6 j 10d !` 1285 i 14751 1605 1 865 31, Rl, F32 2x6, E SUH26 . :f f U26 1 16 I 11-9/16 III 5-1/8 I 2 1 1-3/i61 1 — s` 6 j 10d 4 10d x 1-1 /2 750 840 j 910 j 755 i 6 I 16d 1 4 j 1Ddx 1-1/2 '! BBO j 10D0 1080 I 755 HUS26 1 HUS26 16 11-518 1 5-7/16.1 3 ( 2 { — j 141 l6d 1 6 16d� _ �° 1 2760 3140 3345-i 1925 HD26 1 ) HU26 14 I 11-9/16j 3-1/2 2-1/2) 1-1/8 Min i-1 Maxi i 2 0dx1-12 - 4 1 16d —, 1 4 615 i 695 745 365. i 5, "— ' j 615 1 695 i 745 595 3 R5, 1 HD28 I i HU2B 14 i i ' 1-9/16� ! 5174 E 2-1/2 t1' 1-1/8 i Min ' Max i 8 i 4! 16d lodx 1-12 6 j 12301 13901 14901 780 , i F2 f 1230 ? 1390 3 1490 : 825 1 JL26 i LU26 20 1-9/16� 4-3/4 (1-12 15/16 — ( 6 ( 10d 4 ( lodx1-1/2 65o 1710 805 1870 j B40-i 960 j 1045 j 650 .; 16 16d I 4 1 10dx1-1/2 JL261F-TZ LUG26Z 18 1-9/16 4-1/2 1-1/2 — ( ; — IF j 6 616d (10d HDG I 4 j 10d x 1-1/2 HDG HDG i 4 1 1Od x 1-1/2 HDG 695 800 870 I 730 31, R1, ' 830) 950 y 1035 1 730 i F32 JL26 W28 20 l 9/16 6 3!8 1 12 15/16 ` 1111 ! — 10 10d i 6 i 10d x 1-1/2 1180 ; 12951 1295 855. j 5, R5, F2 1400 j 180D 1740.? 855 P 10 ! 16d 6 I 10d x 1-12 JL281F-TZ — 18 1-9/16 6-1/8 1-12 — _ 8 10d HDG ( 4 i 10d x 1-1/2 HDG 1930 1 10651 1160 730. • 31, R1, 11105 ? 1215 11215 1. 730 F32 8 1 16d HDG I 4 ( 10d x 1-12 HDG JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 — 4 1 lad 1 4 i 10d 1870 ; logo j 1Da0 j 1115 1 JUS28 LUS28 18 1-9/16 6-5/8 1-3/4 1 ( — 6 ( 10d ( 4 ( 10d ~. 5 R5, F2 11110 j 1270 1375 i 1115 MUS26 MUS26 18 1-9/16 51/76 2 1 — 6 10d 1 6 i 10d 112B5 : 1475 ! 1605 865. ( ! 31, R1, 2 x B MUS28 MUS28 18 11-9/16 7-1A6 2 1 ( — B 10d 8 .1Dd 11710 j 1970 ! 2140 j 1230 If i F32 SUH26 U26 16 1-9116 5-1/8 2 1-3116 — 6 10d j 4 ( 10d x 1-1/2 750 755. 840 ( 910 ' j 880 i 1000.' 1080 755 j j 6 16d i 4 j 10d x 1-12 SUH28 — 16 1-9/16 6-5/8 2 1-3/16 — 1 8 10d j 6( 10d x 1-1/2 j 1000 ( 1120 i 1210 ! BOB. j 1175 1335 1440 800 , 8 16d 1 6, 10dx 1-1/2 HUS26 HUS26 16 1 5/8 5 7/16 3 2 — (14 ( 16d ( 6 I 16d 276D ? 3140 ; 3345 ` 1925 i 5' R5, HUS28 ( HUS28 16 1-5/8 7-3/16 3 2 ( — 'j 22 16d 8 I 16d 417014345143451 2570 ! F2 HD28 HU28 14 1-9/16 5-1l4 2-1/2 1-1/8 ( Min 8 16d 1 4 i 6 10d x 1-12 1230 j 1390 1490i 78D Max 1230 ! 139D j 1490 825 HD210 HU210 ' 14 1-9/16I 7-3/16 2-12 1-1/8 1 "in 16d j 6 10d x 1-1/22 1735 ! FM—ax ( 14 M i i 2810 1170.1 1) Uplift loads have been increased 60%for wind or seismic loads; no further increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUS, MUS slant nail hangers. 3) For JUS, HUS, and MUS hangers Nails must be driven at a 30" to 45' angle through the joist or truss into the header to achieve the table loads. 4) NAILS 1 Od x 1-12" nails are 0.148" dia. x 1-1/2" long, 1Od nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia, x 3-1/2" long. New products or updated product irdormatioi are designated in blue font. Corrosion Finish EStainless Steel I-TiGoldCoat rHDG UTriple Zinc 112 Continued on next page H31i02f S Mount Hanger Charts MiTek & USP Joist We Stock ' Ref. No, Steel Gauge Dimensions (in) Fastener Schedule7y°$ OF/SP a Allowable Loads (Lbs.) o H Code " Ref. Mirt/ Max Header. Joist W H D A .: Nail Nail Floor Roof Uplift o 1009/. C'C ll5% 125% 160% JUS24-2 WS24-2 i 18 1 3-1/8 { 3-7116 1 2 1 1-( 4 ifid 2( 16d ( 805'1 920 1 965 i 325 l SUH24-2 i U24-2 ! 16 13-1/8 1 l 3-1/8 E 2 t1-1181 11 - 6 10d 1 2 lad 75D B40 i 910 380 1 1ODD Vl080 j' 380 i ) 6 16d 2 1Dd 880 (2) 2 x 4 HD24-2 ; HU24-2 i 14 ( 3-1/8 ( 3-112 1 2-1/211-1/81 - ; 4 ; 16d 1 2 ( 10d ( 615) 695 .1 745 1 3B5 i HUS24-2 t - 1 14 1 3-1/8 1 3-7/16 1 2 1 1 1- 1 4 1 16d 2 1 16d 1 850 1 965 51 10404'495 ! j HUS24-21F j - 1 14 3-1/8 1 3-7/16 1 2 1 1- 1 4 1 ifid 2 1 16d 1 1150 j 955 1 10401 495 5=114 2 '_', 1 t = 4 I 16d j 4 16d 1040 _ j 1185; 1220 i 1355 _ SUH26 2 E U26-2 ; 16 ` 3-1/8 i 5-1/16 2 1r118 _ 1 D 'j 10d j . 4 " ; 10d i 1250 - j 1405 1515 ; 755 1 i 16701 1800 j 755 I 1 10 '16d 14 1 1 Od- i' 1479 j HD24-2 I HU24-2 14 3-1/8 ? 3-1/2 2-1/2?1-11B1 - 4 j ifid 1 2 10d ;• 615 1 695 j 745 385 i :j HUS26-2 ! HUS26-2 1 14 j 3-1/8 1 5-1/4 ' 2 1'.1 -. I 4 I 16d 1 4.1 16d 1 1085112351 1300 1 1155 1 1 {2)2x6 ! HU326-21F 1 HUSC26-2 1 14 ? 3-1/8 } 5-1/4 t 2 { 1 • j - s 4. i 16d I ' 41 16d 1 1085 1 12351 13001 1155 1 HD26-2 HU26-2 1 14 1 3-1/8 5-1/4 ' 2-1/2 11-1/8 Min Max j 8- ;� 12 1 16d 1 4 -1 10d -, 1230 1850 { 139011490 i 780 ! 20851 2235 1 1171Y 1 HD26-21F " I HUC26-2 , 14 3-1/8 1 5-1/4 = 2-1/2. - t 3 Max a ; 12 + 16d 1 1 4 ! t-- 10d 1 6! ( 1230 1 1850 ; 1390 1 1490 ; 780 j 2Oa5 12235 1 1110 1 1 JUS26-2 -1 WS26-2 ( 18 13-1/8 1 5-1/4 Iv 2 1 i - ( 4 1 16d 4 ( 16d 1040 j 11115 11220 ; 1355-18 1 LUS28-2 ( 18 j. 3-1/8 1 7-1/8 1 2 t 1 1- 6 1 16d 4 1 16d 13251 15101 16451 1355 _j 1 SUH26 2 i U26-2 1 16 1 3-1/8 5-1/16 2 1-1/8 1 ! - 1 10 10d 4 1 10d 12501 14051 1515 1 755 • i . 1 i 10 16d 4 1 10d 147011670118001 , 755 1 SUH28-2 HUS26-2 - ! HUS26-2 t ( 16 ! 1 14 3-1/8 j 3-1/8 r 6-1/4 2 jl-1/8 i l 5-1/4 - 1 12 10d 4 1 10d 1500 16B51 1815 1 755 1 1 ( 12 4 16d 1 lsd 4 10d 1 4 1 16d 1765 10851 11915 � 1915 L 755 1235 i 13001 1155 HUS26-21F ; HUSC26-2 ! 14 3-1/8 5-1/4 1 2 1 - 4 1 16d 4 1 16d 108511235.113001 1155 3 ! HUS28-2 1 HUS28-2 1 14 3-1/8 1 7-1/8 1 2 1 1 - 6 1 16d 1 6" 1 16d 1625 18501 1995 1 1810;' j (2)2x8, ! HUS28-21F 1 HUSC28-2 1 14 3-1/8 1 7-1/B 1 2 1 1 - 6 16d 6 1 ifid 1625.11B50119951 1810 5' R5 I HD26 2 HU26-2 i 14 3-1/8 I 5-1/4 j 2-1/2I11-1/8 Min 8( 16d 4 1 6 , lad1850 1230113901 14901 78I1. j 2085; 22351 1170 1 1 , F2 Max 12 i HD26-21F I HUC26-2 14 !!! 3-1/B 5-1/4 12-1/2 _ i ! Min 8 16d 4 1 lad 6 1 123011390'114901 789 1 Max 12 185D . 20851 2235 ! 1170 j HD28-2 '( HU28-2 ( 14 3-1/8 ( P 7-1/8 2-1/2 1-1/8 Min Max 10 ( 14 16d 4 I 6 ' 1� 1540 ;2155 12430 173511865 780 j 26101 1170 1 HD28-21F ( HUC28-2 i( i 14 iii 3-1/8 7-1/8 11 2-1/2 -- j 1 Min Max 1 10 14 16d 4 , 10d 6 t '15401 1735 i 18651 780! .215512430 2610 1. 1170 JUS28-2 LUS28-2 1 18. 3-1/8 1 7-1/8 j'2 l 1 i - 6 16d 4 116d 1 1325 15101 16451 1355 L�'1'14'1 JUS210-2 1 LUS210-2 18 3-1/8 19-1/8 ., 2 j ' 1 1 - 8 1-. 16d 6, -: .16d.1 18451 21051 22901 1980 SUH28-2 � t i t - 1 1 16 i I i 3-1/8 ( 11- 6- /4 2 1 1 1 i 1 1/B - 1 '12.. ]Od' 4{ -10d j 15001 16851 18151 755. i 1 i 12 ifid 4 =1' 1Dd 1 17651 1915, 19151 -755 SUH210-2 U210-2 16 3-1/8 8-9/16 2 11-118_ j 1 - 16 (. 10d 6,. 1: 10d 1 20001 22451 24201 1135 ) I 16. 1- 16d 6. 1- "10d '{ 23501 2670 2880 1135 _ 1 HUS28-2 HUS28-2 1 14 ( 3-1/8 i 7-1/8 1- 2 1..1 .1 = 1 6 16d 1 6 i 16d 1 162511850 1995 1810. 1 HUS28-21F " . HUSC28-2 •; .14 3=1/8 7-1/8 i 2 1 1 - 1 :6 16d " 1: 6. 1 16d 16251 1850 19951 1810 (2) 2 x 1�D HD28-2 ! HU28-2 i 14 3-1/8 : ( 7 1/8 2-1l2 f 1/8 :. Min 10 16d 1, ` 4 10d- fi _ 1 ' ° : i 1540 2155 17351.180 780 24301 2si 01 1170 .Max 14 HD28-2IF.. I HUC28 2 j 14 3 1/8 7-1/8 f 2-1/2 win' 10 .=ifid 4" 1Ud 6'1 1540.1 1735 1865 780.. Max 14 2155 12430125101 1170' I HUS210-2 i HUS210-2 :," 1 -14- " 3' 9-1/8 s 2: 1 1 1' - 1 8 .j 16d. B ! 16d "1.21701 2465.(.2660' 2210 11 HUS21 D-21F ' 1 HUSC210-2 .: I --.14. - j 3-1/8 1 .9-1 /8 1 2. 1 1 - ' 1 : 8 I 16d 1 8 1.16d t 2170 124651 2660 .. 2210 ! - { HD210-2 ' HU210 2 14 3= /8 1 9 2-1/2 1 1/8 Min ' Max 14 .20 16d 6- ! lad 10 ._ 2 155 2430 2610 1170 3080 1 3475" 3725. 19511 1 .H0210 21F HUC210 2 14 3-y/8 9 ._ 2 1l2 Mn 14 :ifid, r 10d 60 10 I 2155 24301.26101 1170 Max . 20 3D� 3475 j 37251 1950 . 1 HD0210=21F,: '; . HUCO210 2 14 i 3.1/4 j ." 9; .1 3.-. i 1-1/21 . = .:.12 'WS3 :-6 j WS3 ; 5015 5590 j 5590) .2975 131, R1, F32 1) Upl'dti loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUS, MUS slant nail hangers. 3) For JUS and HUS hangers: Nails must be driven at a 30' to 4T angle through the joist or truss into the header to achieve the table loads. A 4) WS3 Wood Screws are 1/4" x 3" long and are included with HD0 hangers. 5) NAILS:1 Did nails are 0.148" dia. x 3" long, 16d are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue fors Corrosion Finish ■Stainless Steel t"-Gold Coat EE'HDG ®Triple Zinc 9 m 0 114 Continued on next page Mount Hanger Charts MiTek' - . Dimerisiaos (in) . Fastener Schedule'4. DF/SP Header Joist Allowable Loads (Lhs) o DSP SteelI.- ` Code .. Floor Roof Uplift] 160% JoistMini Size Stock No.. Ref. No. Gauge 1N H D A Max D[Y. Nail Oty Nat. 100% 115°� 125% ir Ref. I SUH314 U314 16 i € 2-9/16I 10-9/161 1 2 ,1-1/8 1 ! 18 1 lad 6 1 10d x 1-1/21 2250 ! 2525 2725 1 1135 ). i i ; 1 18 1 16d 1' 6 1 ad x 1-1 /2-12645 1 30DO; 3010 1135 y HD314 HU314 s 14 12-9/16{11-5/1612-1/2=1-1/8j 8 ; 2465 . 2780 1 298I1;: 128D ! Mm 16 i 15d # lad x1-1/2; Max 24 ; t 12 3695 i 4170 .j 4435 t 2045 1 i IIf 3 x 1I6 j HD3141F HUC314 r 14 i 11-5/161 I 2-1/2 ;Min ' i6 i r 8 1 i 2465' 27SO • 29M 1280 # 1 16d -;10d x 1-1/2 2045 # 12-9l161 i I Max 24 14170 4435 i 1 HD316 i HU316 14 I2-9/16i13-5/161 I I 2-1/2 i Min 18 ! 1 8 2770' 3125 ` 3365E 1560 11/8 16d ;lad x1-1/2 12 ; 4005 1 4435 g 4435 s 2045 HD3161F HUC316 ` 14 2-9/16 13-5/16 2-1/2: 18 = 8 1 1 2770 S 3125 13355 1560 j - 16d--10dx9-1/2 - ! riw 1 4 1 i Max % 25 I i 12 1 4435 = 4435 12045 (2)3Ixll HD38-2 I HU38-2 14 151/8 I 6-1/8 )27/2111/8, Min i 10 1 1 4 i 1540 } 17.35 1865 ` 780 16d lad 3 I Max 9 14 ? 6 ? 2155 ; 2430 [ 2610 117D { HD38-2 i HU38-2 a 14 1 5-1/8 6-1/8 2-12 1-1/8 ; Min 1 10 ? 4 ? t 1540 ? 1735 i 1865 g 780 j 3 16d h lad I-- -- 1 Max ! 14 ( 6 1 2155 n 24M 2610 117D 1 (2) 3 x 10 t j HU310-2 14 { 5-1/8 8 2-12 1-1/8. 1 Min { 14 2155 12430 { 2610 t 1170 16d lad r s HD310-2 i t 1 I max i ! { 10 ( i 30M 1 3475 ? 3725 3 1625 ) i - (2) 3 x 12 , HD312-2- ` HU312-2 14 1 i t - S 1/8 r 10 1 1 2-1/2 ! 1 1 /8 1 - Mm 16 2465 2780 ; 2980 2 1055 --- -- 96d lad ( Max 1 24 1 12 t _ 3695 4170144701 2340 i 1 (2) 3 x 14 HD312-2 i HU312-2 14 }-�� 15-1/8 ! 10 ! 2-121 1-1/8 Min 16 1 8 q 12465 12780 2980 1065 - - t----% 16d d 10d Max s 24 {- 12 ) 1 3695 14170 : 44701 2340 :JUS26-3 .1 LUS26-3 18 1 4 5/8 ; 4-1/2 ( 2 ) 1 1. 1 4 16d ", 4 -) 16d E 1040 t 1185 1220 j 1355 1 { SUH26-3 1 U26 3 16 1 4 5/8 h 5-1/4 { 2 i 1 8 l lad . 2 = lad . j 10D0 { 1120.1 1165 i 380 j B '=-16d 2 lad 1165 1 1165 i 1165 { 380 i .� (3)2xfi - �. . ;HD26-3' HU26-3 14.E i ) HD26-31F ; HUC26-3 14 -- 45/8 4-1/2 14 5/8 ? 4-112 12-1/2#1-l/81r-= i 2-1/2; _ - Min 8 .1� 1 4 i., . 1 12301 13901 1490 s 780 16d f-' lad Max j 12 I 1 6) 11850 12685. i 2235 i 1170 Mm 3 8 1 1 4 1.. 11230 11390 114901. 780 1 1fid 10d i t 5+ R5, F2 1; s Max = 12 y'. s 3 j 1650 I z085 j 2235 j 1170: i I JUS26-3 ( LUS26-3 1 18 4-5/8 ! 4-12 2 1 - 1 4 ( 16d 1 4 16d ! 1 G401 1185 ; 1220 € 1355 j 1 JUS28-3 I WS28-3 18 tt 4-5/8 j 6-3/8 € 2 1 - 1 6 16d 1 4 1 16d 1 13251 1510 1645 1 13/ 55 $j 1 8 1 lad 1 2€ lad 1IWO11120111651 380 .1 SUH26-3 U26-3 16 1 t 1 4-5/81 5-1/4 ! 2 1 _ 1 8 16d 1 2 1 lad 1 11651 1165 ! 11651 389 .1 a { 1 3 HD26-3 HU26-3 14 4-5/8 4-12 2-12 g 1-1/8 Min j, 8 1 1 4 1 11230 11390 ¢ 1490 i 780 1 16d lad Max 1 12 1 6 ( ! 1850 { 20851 2235 j 1170 (3) 2 x 8 HD26-31F HUC26-3 14 4-5/8 ! 4-12 1 2-12 - Min 1 8 j 4 i j 1230 ; 13901/490 ; 780 j 16d ;--; lad t I Max 1 12 1 6 1 1 18501 20851 2235 j 1170 HD28-3 1 - 14 I 4 5/8 6-3/8 2-12 1-1/8 Min 1 10 " 4 1 1150 1 17351 1865 780 • 16d lad Max 14 ► 6 1 2155 12430126101 11701� f HD28-31F - 14 4 5/8 { 6-3/8 p 2-12 - 16d Min j 10 it 4 1 lad 11540 11735118651 780 1 , i iii 11 I 1 Max I 14 6 1 1 21551 2430 1 26101 1170 ; JUS28-3 f ":" WS28-3'- .' 1 18 i 4-5/8 1 6-3/8 .1 2 1'' 1 6 j -16d 1 4 '( .`-16d 1,1325 1510 11645 1355. JUS210-3 1 WS210-3 : 1 18 1 4-5/8 1 8 3/8 -1 ` 2 1 ' 1 -' { - 8 1 16d 1 6 1 16d : e 1845 12105 12290 1980 . } SUH210 3 < U210-3 16 . 1 4-5/8 1..8-3/8 2 ( 1 : 1'14-1 lod 6 ,.__. lad ..( 1750 1965 21201 1135' _ �- ' 14 { 16d) 6 .) "' 10d . - - 20601 2335 2520 1 1135 HD28-3 j - . 14 ( ; 4 5/8 1 6-3/8 2-1/2 I 1-1/B Mm 1. 10 i -4 .t 11540 1735.118651 780 ) 16d --{ lad >.F21� 2430 1 26101, 1170 Max { .14: j 6. t. (3)2x10 1 HUB-31F - 14 . 45/8 i:8-318 21/2 Min: -1 1...10 . ..4 15401173511865 780 16d .10d": . Max 2155 `24301.2610 ` 14 1' 6 j 1170 HU210-3 HD210-3 1 ` 1 14 8- 4 5/8 i 1/4 j 2 12 1 1/8' Min :14 16d :� lad 2155 2430 2610.1 1170 i ... Max f 20. j 10 i 1 3080 1 347513725 I 195D .I HD210 31F �' HUC290 3 14 4 5/8 8,1/4 2 1/2 m 14 " 6 d 2155 2430 26a01. 1170 1 M1 16d �� 10d 3725 11950 . max,.; 20: 1 10 g 3080 3475:i 1.HD0290-31F.1 :H000210-3 ,1 .14 . I-4-5/8 1..: 9 1. 3.;:; 1 112 <I.,- . } : ,12 I .4VS3 . .. 6 I .. WS3 .' 1 5015 :5590. 55901 2975) 31, R1, F32 1) UpOft loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUS, MUS slant nail hangers. 3) WS3 Wood Sam are 1/4" x 3" long and are included with HDO hangers. 4) MAIM, 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-12" long. New products or updated product information are designated In blue font. A Corrosion Finish ®Stainless Steel MGMCDat MHDG ®Triple Zinc / H yr��s"�� I I Continued on next page 117 I I k Cc i . tl'CLr%r;.Y Face Mount Hanger Charts z MiTek° USP Joi lit Size Stock Na. Ref. No. Steel Gauge Dimensions fin) Fastener Sche6le2,%4 Header Joist OF/SP Allowable Loads (Lbs•) . Code Ref. W H D A Min/ Max ' Oty Floor I Roof Upliftk ` g Nail (hy Nail 1WA 115% 1125%1 160% UN k2- JUS46 •. SUH46 { LUS46 U46 I 18 13-5/8 16 13-9/16 It 1 5 V 2 I 1 4-13/16 1 2 ( 1-1/8 t - _ ( 4 ( 10 16d lOd { 4 1 4 16d lOd 1 10401 1185 { 12201 1355 ? 1250 1 1405 ! 1515 i 755 10 16d ! 4 £ 10d t 1470 1 167D { 11100 { 755 HUS46 HUS46 14 ( 3-5/8 5 1 2 V 1 - 4 16d 4 1 16d 1 1085112351 13001 1155 1 1 4 x 6 V HUS451F 1 HUSC46 14 1 3-5/8 5 1 2 1 1 1- 1 4 16d i 4 i 16d 11 OB5 1 1235 1 1300 i 1155 ; 1 ! HD46 t HD461F j HU46 i HUC46 1 t 14 1 t 1 14 3-9/16 3-9/16 1 5 1 16 V 2-1/21 1-1/8 ! 1 5 1/16 i 2-1/2; - Min Max) Min ! 8 12 V 8 4 16d j i 6 i 166 14 6 10d 10d ! ;tL 3 123011390 1490 1 780 ; 1850`1 20B5 i 2235 ; 117D i 1230 113901 1490 1 780 1 77RS { - 85D.1'2D85 ; 1170 r i I JUS46 i JUS48 SUH46 LUS46 1 LUS48 : U46 I 18 a ..18 ( t 16': 3-5/8 i j 3-5M i { ! 3-9116 5 2 1 I - 6-7/8 1 2 1 i ; 4-13/16 1 2 1-1/8 --=-- .4 6 10 16d 16d Tod 4 4 i- 4 i 16d 16d 10d V 1040 1 1185 1 1220 € 1355LJ 1 13251 15101, 1645 1 1355 1 12501 14051 1515 755 - ; 10 f 16d 'i 4 ' 1 10d _ 1 1'470 i 15701 1800 ( 755 I HUS46 i HUS46 { 14 1 3-5/8 _ 5 1 2 1 1 - 4 _1 6d i 4 16d ! 1085 ( 12351 13001 1155 ' HUS461F HUSC46 1 14 3-5/8 j` 5 j 2 1 1 -- V 4 16d 14 1 :16d . 1 1OB5 1 12351 1300 1 1155 HUS48 _ 1�-HUS481F. 1 HUS48 . i HUSC48 ! 14 14 'i ; 3-5/8 3-5/8 ': 7 2 1 ;" 7_i- 2 t 1 .1-' 1 - 6 ! 6 1 1fid 1 16d 1 6 1 ' 6 { 1fid 16d 3 1625 1 1850 1 1995 1 1810 '1 1 1625 1 1850 i 1995 1810 1_t 4 x 8 1 HD46 �_ HU46 �_ l 14 .; —} 3-9/16s 5-1/16 1'2-1/21 1-1/8.} i M —� ! Max 12 16d I li 4 ; ' 6 1 10d _ r 123011390 i 14901 780 s 19501 20M = 1 1170 ; HD461F { l HUC46 i i 14 t 1 3-9/16;-5-1/16 + 2-1/21 - Min j 8-._�. Max 'i 12 16d 4`; ( 6 t 10d 1 12301 1390 1 14901 780 1850 1205 12235 1 1170 5, k{# R5, HD48 1 HU48 14 13-9/16. { 6-15/1612-1/2! 1-1/B 1 1 Miri ' 1a. 1 Max i_14 16d 1 4 6� 10d t 1540 18651 780 21551 2430 126101 1170 ( F2 1' HD481F f HUC48 14 3-9/i6° -- 6-15/16 21/21 - Min 10 i I 16d 1 4 1 _ 1Dd 1 1540 11735 1 18M 780 It 2155'1 2430 12610 1170 JUS48 1 WS48 1 18 1 3-5/8 1 6-7/8 1 2 1 1 -( 6 16d 1 4 1 16d 1 13251 15101 16451 1355 1 JUS410 WS410 1 18 1 3-5/8 8-7/8 i 2 1 -( 8 16d 1 6 1 16d 1 1845 1.2105 ' 2290 j 1980 1 SUH410 U410 t 1 16 tt II 13-9/16 1 � 8 3l8 2 1-1/8 � I- 16 16 1Od 6 1 10d 2245 1 2D001 1 2420 if .1135 1 16d --`— 9 6 1 10d 1 2350 r670 i 2960 i 1135 HUS49 1 HUS48 1 14 3-5/8 7 1 2( 1 -) 6 16d 1 6 1 16d 1 1625119501 19951 1810 1 HUS481F I HD48 1 HUSC48 1 HU48 1 14 t. 14 V ( 3-5/8 3-9/16 7 1 2 1 1 615/16 2-121 1-1/8 1 1 6 Min 1 10 16d 1 6 1 16d 1 16251 18501 1995 i 1810 4 1 1� 1540 11735 ; 18651 780 6 215512430 12610 1 .1170 Max 1 14 4x10 HD481F i HUG48 i 14 3-9/16 6-15/16 V 2-1/21 _ Min I 10 16d 4 6 i 10d ' 1540 1735 ` 18651 780 1 21551.243012610 1. 1170 Max 1 14 HUS410 ( HUS410 1 14 1 3-5/8 8-7/8 2 1 1 1- 1 8 16d 1 8 1 16d 1 2170124651 26601 2210 HLIS41O F HUSC410 14 3-5/8 8-7/8 1 2 1 1 8 16d 1 8 1 16d 1 2170 24E 26601 2210 1 1vHD410 HU410 14 3-9/16 `` 8-13/16 2-1/2( 1-1/8 MIn 14 16d 6 10 10d 2155 2430.126101 1170 3080 3475 13725 1950 Max 2D HD41O F t HUC410 14 3-9/16 8-13/16 2-1/2If111 - I ' ( Min 14 16d 6 10 10d 2155 2430 26101 1170 30M 1.3475 37251 1950- Max 20 I HDQ4101F I HUC0410 14 13-9/161 B. 1 3 1 1-1/2 1 - 1 12 WS3 6 I W.M 1501515590155901 2975 1 131, R1, F32 1) Uplift loads have been increased 60%for wind or seismic loads; no further increase shallbe permitted. 2)16d sinkers (0.148 dia. x 3-1/4' long) may be used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUS, MUS slard nail hangers 3) WS3 Wood Screws are 1/4" x 3" long and are included with HDO hangers. 4) NAM-10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font Corrosion Finish ® Stainless Steel DGold Coat R OG Zf Triple Zinc I 119 MINIMUM GRADE OF LUMBER Top Chard 20 SYP #2 SPF $1/J2 or bettor Bolt Chvr4 24(o) OR 20 SP #2N OR SPF #1/#2 or bettor Wobq 20 SW #3 or butter (9)'2x3 MAY BE RIPPED FROM A 2XII. (PROHED OR SgUAnIQ ATTADH EACH VALLEY TO EVERT' BUPPORTINO TRUSS• WUHI (2) lod BOX (0.106' X 3A MAILS TOE -NAILED FOR FBC IOD& ASCE 7-10 PH MIND, _-PLC'— MEAN Raw. 'INCLOSED BUILDIN0. EXP. 0. REMOENCIAL. WIND TO DL-B PSF- CUT FROM 20 OR LARGER AS REQUIRED 4'-0" Max ' Y2N4 8'--0" Max / Lx3 6'-0"Max Spacing W11P3 Bx WiN3 20'--0" Max (**) SUPPORTING TRUSSES AT 24" O.C. MAXIMO SPACING, .7i®C1®®'A*NL�I+G��+•i7N • TO`Ii4.It�w"'7ICOMPANIES FIIPI//v"ndNih,mlm,,.am . 6 iNoOr ql r Ll �l UNLESS SPECIFIED ON ENOINEER'S SMALEO DESIGN, APPI.Y 1x4 'T"—BRACE, BOK LENOTH OF WEB, VALLEY E0 SAME SP601BS AND GRADS OR BEITER•ATTACHED WITH 0d BOX 0,139N2,13 Ir'AILS AT B" OC, OR OOHRNUEUS LATERAL BRAOINO, EQUALLY SPACE, FOR Y CAL VALLEY WEBS 0INATER THAN 7'-9"- MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'-0", TOP P.HORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITHI M RT""Ij ATTACHED, RATED SHEATHING APPLIED PRIOR TO VALLEY TRUSS (1114 PURLENS AT 24N 00, OR AS 07AERWISE SPECIFIED ON ENOIHEERS' SEALED DESIGN 9Y VALLEY TRUSSES USED IN LIEU OF PURLIN SPACING AS SPECIFIED ON ENOINEER9 SEALED -DESIGN. E•'RIATH TFIE PURUN EPACINO FUR BRACING THE TOP CHORD OF THE TRUSS BENEATH TH= VALLEY IS MF VAFD ALONG THE SLOPE: OF THE TOP CHORD, (++) LARGER SPANS (,LAY, BE BUILT AS LONG AS T.ME VERTICAL HEIGHT DOES NOT EXCEED 12 —D . 007TOMl CHORD MAY BE SQUCRE OR PITCHED CUT AS SHOWN. (2) 12d SQVARE CUT SaVARE CUj (�*)TOE NN Y �M CHORD W2n MR BOTTOM f7 RD VALLEY. OPTIONAL STUB OPTIONAL HIP Se�pGLN''� END VEfMCAL JOINT DETAIL � w 'a I— r'1 T 1-1 1;;;; ErvcUan bracing h not the rospvnsib0lty of Inks designer, plate manul 9dr busy labrkolur, perabna arecun1 [mew are voulbnW Iv seek prero oddaa re9ardingp erection bracing Which Is al>iaya r9qulred to preTent 1 In and dominving dudng encUaFh lnpmllbopplkala1-11 ryrimmvnlvryadIhanlNng,ilRlalOngkill, o6metalplateconnectedxoodtrussesTrauea vn to be erecbd and i llenbs(emd In a alro01 and ptomb >Ih" no ahsoQng Is appfiad dhealy Io Iha lvp ahvrds, They shall ha bra spaelflsd on Ihv bass esigI, Truss0 shop 4 ondle Bllh roosv9vhla care . FRAMING# Nm� 51ti1 TO LL 20 20 PSF TC DL 10' 16 P5F 1 6C DL 10 10 PSF 00 LL DO 00 PSF TOTAL LOAD 40 46 PSF dflU U rXIM 1.25 1.26 fiu n nwa a auoe°sl 8 a un ° °t a teesN ufi eepp cent a ua pelpoede N P 19 4p IP q Ratio L' I ° e k 'e c e o Bel a dd0 6u aB B all 0J8 R IV SNIOVdS eo peaadq aqq II 4 41 pulp 1 ql 1 Al N P p °I p 4 4 eeaenll - o61ti iZ�i�'oB�Onld C�i00B) �.�,/ � p� nv S31 N V CIW OO „�7 dO O a unw xo dSd 09 p 'I l a l I W ml* gw°Id Pun 1481°9e B ul peuaia°1 ul P°u81A°1 pun pelaale eq DI aro ovsnu u n °ouuao a d o au fiu q� W Iwl UP 4 1 � •(1� I PO0 P I WI I I I� fiu a 'fiu un /o eua n dlaww Dos •Dualloapddo I a 68� oe+ "Sum 'H OegZ 4 IH L.10I131M ❑ 90.191d S S n � 1 —uaW�IQDDJ pun Llaluawwoo Ieeys 1d-1m ,uopoe�a 8upnp 6u1ou1wop pun ul pelln6ol oq Aaw tlnlga fiulawq luou°uued pua all I dal Iueaeld al pelplheJ BAaxln el qal� _-sane ououald�'1a °po �a 6 Sul �u • Inuoleaalald yeas oI pauollnoa am so auodeal a au al8�ni uo a Jalnlnnlwaw olold Jaupleop Beal} In Alpgl 411 I u!' 9 p �3 � l.._i q a. -.✓a .�O Lam. �/\ ujAN31 IVOLLU3A Mays kvW MOd 3AOGV J11V 1O,OL Ma's, . S31Vld 133H 0NV 30nds irac, b 0 66 N 0 d3N yua•Z a— L L N 3'W a �a—,LL NuNI. 8631 1'l`Z In 4 '.0—it NVHL L131.Hatia ¢xZ d0 i-L O— it s63 0 d6 0 VOILLIZA s3Yls 31 d t3Y0 WN31 L13a a3M an xna do Wnimm V 3a isnvi 0NI0vll9 .N U.v ura0119 'oo _a ONV sdNOXAM AL, Luau NOLL03V21a 0V01 Mn 13d ssn 3iwo ;�u OilL�19 L ld— N �D g�dnaep y dne� 8 dnwo V. dnw0 9 .dnGJ0 I V anwp 10 anwp y "U H. —, I v —•• --oN " •owe — 31D� dnD.lo BLIIDDA� -- — 2�f1S�dX3 5�' l•r'� 03S070N3 1H013H N`o3W L' _OI - �33dS -ClNIM -HdW—O -L_ 5§oy Top Chard 2x4 SYP #2 or better Butt Chord 2x4 SYP #2, or better Weba 2x4 SYP #3 or better REFER TO SEALED DESIGN FOR DASHED PLATES SPACE PIGGYBACK VERnCAI AT 4' OC MAx. IS NOWT DI007T0O CHR SPUCES MUST BE STAGGERED 50 THAT ONE SPLICE ATTACH PURUNS TO TOP �{{ggOFpFIAT 70P CHORD. IF PIGGYBACK IS MAY BE AP�PIIEDDeENFATH THE TOPCCHORG of Sru%DdRTpINo TNuss. REFER TO ENGINEER'S SEALED DESIGN FOR REOUIRED PURLIN SPACING. THIS �D"ETTAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDMONSr ;sG=_MPH WIND, 30' MEAN NOT. ASCE 7.10 CLOSED BLDC. LOCATED ANYWHERE IN ROOF, 1 M1. FROM COAST CAT I, ERR C, WIND TO DL—D PSF, WIND BO DL— PSF ENCILOMPH OD TO DLB DG. LOC"}MEW tyiiNDDD HOT. AC WHERE FROOF WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7V NO BRACING 10 "T" BRACE. SAME GRADE, SPECIES AS WEB 7T TO 10' MEMBER, OR BETTER AND BOX LENGTH. OF WEB MEMBER.- ATTACH WITH Bd NAILS AT 4" 0/C. 2x4 "T" BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' �WTH ER AOF I MEMBEROR T4" 16dBNAILS AT07. MEMBER. ATTACH 'O/H C. SPANS—UP-T_0 JOINT— TYPE 30' 34' 38' 52' A 2x4 2.50 2.50 3x5 B 4x6 5x6 5x6 5x6 C 1.5x3 1.5x4 1.5x4 1.5x4, D 5x4 5x5 _r 5x5 5x6 *ATTACH PIGGYBACK WITH G"xex1/2' CDX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES 0 W—O" O.C. MAX. SOUTHERN Fort Pierce Division TRUSS 259 N. Kings Hlghwo , COMPMIES (B00)23Z 0509 �(772)464-4160 myn//.......rn.mw....m Faar(772)316-0019 W ca c^ r--A T r—s SZ-0 'Is Erection bracing b not the responsibility of huss designs; plate manufacturer nor truss fabricator; persons arecliny Susses ore cautioned to seek professional advice regarding erection bracing which Is always required To prosenl toppling and dominoing during ereclion; end ppermanent bracing which may be required in specfiic appricatione. See 'SM—Bl 5ommery sheet Commentary and recommen— doilaos for handfeig, inslalDng do bracing metal plate connected wood traam (WQ. Tnrsssa am to be erected and fastened in fastened in a Alrolghl and PPlumb posfilon where no eheatingg is applied dimclip to The top chords, they shall 6e braced us specified on the buss design. Trusses shop be handle wph reasonable cam during 0mlion Is present damage. Maximun Loading 55pef at 1.33 Duration Factor 50psf at 1.25 Duration Factor 47psf at 1.15 Duration Factor SPACING AT 24" O.C. SCAB-BRACE •DE IAl I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover fall length of web +/- 6". **° THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS "** REQUIREDAT'T/3•POINTS OR PBRACE IS•SPEQIFED., APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131 ") NAILS SPACED 6"'O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. I SCAB BRACE I MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=.1.2'-0" 2x4 MINIMUM WEB -SIZE- MINIMUM WEB GRADE OF#3 Nails /Section Detail ®ge /Scab -Brace 1 Web Scab -Brace must be same species grade (or better) as web member. 1 T-BRACE / I -BRACE DETNL Note: T Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to cmivert T-Brace / kBrace i webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size. . Nail Spacing _ for One -Ply Truss 1 z4 or 1 x6 10d 8" o c. 2x4. or 2x6 or 2x8 16d 8" o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length •of•T-Brace / I -Brace. Web Size ' 1 2- (On Two-Ply's Nail to Both Plies) .. I W'or 2x4 ix4 (I T-Brace •1x4 (*) I -Bra 2x6 1 x6 (*) T-Brace 2x6 I -Brace 2x8 IM T-Brace 2x8 I -Brace alternate position Nails / Brace Size for Two -Ply Truss %� �'; Specified Continuous Rows of Lateral Bracing t} ,k / SPACING !� Web Size 1 2 } 'I % 2x3 or 2x4 2x4 T Brace 2x4 I -Brace ..Ar 2x6 2x6 'r Brace 2x6 I -Brace WEB 2x8 2x8 T Brace 2x8 I -Brace k Nails altemate Nails jSection Detail T-Brace Web I -Brace r L-BRACE DETAIL Nailing Patter . L-Brace size Nail Site Nail Spacing 1x4 orb 10d 8•"•o.c. 2x4, 6, or 8 16d 8" D.C. Note: Nail along entire length of L-Brace..* I (On Two-PV& Nail to Both Kes): WEB I Nails � Section Detail L-Brace Web I L-Brace must be same species grade (or better) as web member.. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90%) of web lengtk: L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral -Bracing Web Size 1 2 2x3 or 2x4 1x4* 2x6 1 x6 *** 2x8 2x8 *** — DIRECT SUBSTITUTION NOT APUCABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 , 2 2x3 or2x4 2x4 2x6 2x6 .mot 2x8 2x8 *** — DIRECT SUBSTITUTION NOT APUCABLE. 1452-8 1 IA1 COMMON S 1 1 1 = 3116 in 3x5 ='=' 15 14 13 12 11 10 '—'3x5 = 3.10 M18S14S II 3x4 = 4x6 = 3x4 3x4 = 4x6 = 3x4 = 3x10 M18SHS I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.22 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.42 12-13 >999 180 M18SHS 244/190 BCH 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 213 Ib FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied. T1: Qx4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. BOT CHORD 2x4lSP M 31 WEBS 2X41SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2' REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 9=0.5-0 (min. 0-1-8) Max Horz 1=159(LC 8) Max Upliftl=-529(LC 8), 9=529(1-C 9) MaIx Gravl=1529(LC 1), 9=1529(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3258/1114, 2-3=3083/1077, 3-4=-2966/1095, 4-5=2377/865, 5-6=2377/865, 6-7=-2966/1095, 7-8=3083/1077, 8-9=-3258/1114 BOT CHORD 1�15=-1097/2934, 14-15=-814/2449, 13-14=814/2449, 12-13=-450/1809, 11-12=654/2449, 10-11=-654/2449, 9-10=938/2934 WEBS 5�12=-329f774, 6-12=650/441, 6-10=215/564, 8-10=297/297, 5-13=-329n74, 4-,13=-650/441, 4-15=215/564, 2-15=297/297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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) All plates are MT20 plates unless otherwise indicated. 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 529 lb uplift at joint 1" and 529 lb uplift at joint 9. LOAD CASE(S) Standard I 0\\11I111/// - M. f3L PE Tq051 Iq 0 f///SSA NA - �E1G \\N 1 i 45:r-B I I J A2 mu i nnr: tf.zzu s jui z 6wSO7vTFdz?5cK- 7-5.3 I 3x6 = 1 5.00 12 5x5 = M = I F a 7 41-0-0 Dead Load Defl. = 114 in co Iv 0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.26 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.51 14-15 >968 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 211 Ib FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc puriins. T2:I2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2; Right: 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 11=0-8-0 (min. 0-1-8) Max Horzl=148(LC 8) Max Upliftl=-517(LC 8), 11=-517(LC 9) Max Gravl=1529(LC 1), 11=1529(LC 1) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2=326711089, 2-3=-3088/1051, 3-4=-3012/1069, 4-5=2368/826, 7-8=2368/827, 8 9=-3012/1069, 9-10=3088/1051, 10-11=3267/1090, 5-6=2133/810, 6-7=2133/810 BOT CHORD 1 i17=-1065/2945, 16-17=-764/2428, 15-16=764/2428, 14-15=-427/1826, 13-14=615/2428, 12-13=-615/2428, 11-12=917/2945 WEBS 6 214=-296f729, 8-14=590/402, 8-12=232/585, 10-12=3181313, 6-15=296l729, 4115=-590/401, 4-17=231/585, 2-17=318/312 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); 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 noncbncurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to'bearing plate capable of withstanding 517 lb uplift at joint 1 and 517 lb uplift.al joint 11. , LOAD CASE(S) Standard I - ��\Q-�P� PE T51 r �s�0NAL`EG 1452-B ' ' 1A3 1HIP 12 i russ Gompames, tort Pierce, tl. 34951 Run: 8.220 s Jul 21 2018 Print 8.720 s Jul 212018 MiTek Industries, Inc. Thu Aug 16 10:23:27 2018 Page 1 ID:EaPOUIwCVVA016wSO7vTFdz?5cK-YyWCfPRnN9eiCguEAOYbsOSG74n?G7wJND1Sf6ynJaU 63 3 11-5 5 17-6-0 24-6-0 _ 30-&11 3S&13 42-0-0 63-3 5-2-1 6-0-11 7-M 60-11 5-2-1 6-3-3 Dead Load Defl. = 3/16 in 5x7 = 5.00 12 54 = 6 7 1-4-0 ; 42-M 1 94-3 17-M 24-6-0 32-7-13 4043-0 4 8-04 8-1-13 7.0-0 8-1-13 8-0-0 LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.20 16 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.41 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 ! Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-11-8, Right 2x6 SP No.2 2-11-8 REACTIONS. (size) 1=0-8-0 (min' 0-1-8), 12=0-8-0 (min' 0-1.8) Max Horzl=133(LC 8) Max Uplift1=500(LC 8), 12=500(LC 9) Max Grav 1 = 1 529(LC 1), 12=1529(LC 1) PLATES GRIP MT20 244/190 Weight: 227 Ib FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. WEBS 1 Row at midpt 6-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 j,2=3256/1053, 2-3=3178/1065, 3-4=3036/951, 4-5=2937/960, 5-6=2355/777, 6 7=2124/755, 7-8=-2356/777, 8-9=2937/960, 9-10=3036/951, 10-11=3178/1066, 11-12=3256/1053 BOT CHORD 1 �18=-1033/2933, 17-18=-805/2618, 16-17=805/2618, 15-16=-504/2124, 14-15=672/2618, 13-14=-672/2618, 12-13=900/2933 WEBS 3!18=-237/256, 5-18=71/428, 5-16=-643/385, 6-16=-165/556, 7-15=117/557, 8-!15=-643/385, 8-13=72/427, 10-13=237/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1.0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; EnG., 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 500 lb uplift at joint 1 and 500 lb uplift at joint 12. LOAD CASE(S) Standard ��\\li 1111///,/ - �A� M- XCEIVgF��ii PE 7 1051 i T �* ` Graz ORI 1452�8 r IA4 IHIP 12 I 1 Truss Companies, Fort Pierce, FI. 34951 Run: 8.220 s Jul z1 zu18 vnnt 8.zzu s Jul Z1 zul8 ml i eK 1nausines, inc. 1 nu Aug to 1 u:za:Lr e ID:EaPOUIwCWA016wS07VTFdz?5cK-YyWCfPRnN9elCguEAOYbsOSIJ4hW GEoJNI 7-7-4 15-6-0 21-6-13 26-6-0 34-4-12 I 42-0 0 r 7-7-4 �— 7-10 12 6-0-13 4-11-3 —r -- 7=10-12 7-7-4 Dead Load Defl. = 1 /4 in 5.00 12 5x5 = 5x5 = 3x4 = 5x7 = 18 " ' " - 12 5x7 = 3x5 - 1.5x4 11 3x6 = 3x4 = 3x8 = 4x6 = 1.5x4 11 3x5 = 3x4 = pz#arC1 LOADING(psf) 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft. Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.24 15 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.44 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.19 11 n/a . n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER LeA 2x6 SP No.2 3-8-4, Right 2x6 SP No.2 3-8-4 REACTIONS. (size) 1=0-8-0 (min. 0-1-13), 11=0-8-0 (min. 0-1-13) Max Horz1=-118(LC 9) Max Upliftl=-480(LC 8), 11=-480(LC 9) Max Grav1=1529(LC 1), 11=1529(LC 1) PLATES GRIP MT20 244/190 Weight: 230 Ib FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. WEBS 1 Row at midpt 3-17, 6-14, 9-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 112=3275/966, 2-3=3149/983, 3-4=2591/846, 4-5=-2506/869, 5-6=-2437/904, li 7=2279/838, 7-8=2505/867, 8-9=2591/844, 9-10=-3149/984, 10-11=3275/967 BOT CHORD III 8=-933/2950,17-18=933/2950, 16-17=-612J2291, 15-16=612/2291, 14-15=-687/2448, 1I3-14=835/2951, 12-13=-835/2951, 11-12=835/2951 WEBS 3-18=0/314, 3-17=-706/420, 5-17=100/462, 5-15=107/396, 6-14=435/137, 7-14=-132/627, 9-14=707/422, 9-12=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. 11; 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 480 lb uplift at joint 1 and 480 lb uplift at joint 11. LOAD CASE(S) Standard - \�� %XCE NSF � •� 1- i PE 7 051 t - -tTTa ss1CNAL EG ��\\ ///III it 14 2 B IIAS IHIP 12 I 1 IJob Reference (optional) Southern Truss Companies, Fort Pierce, Fl. 34951 Run: 8.220 s Jul 21 2018 Print 8.220 s Jul 212018 MiTek Industries, Inc. Thu Aug 1 i ID:EaPOUIwCWA016wSO7vTFdz?5cK-084abSP8TmcoaTRk53aPD QPU 5x7 = 1.5x4 II 5x7 = —i Dead Load Defl. = 19 in I I 3x5 = 1.5x4 11 4x6 = 3x8 = 3x4 = 1.5x4 11 3x5 = 3x4 = 4x6 = 1-4-0 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.29 13 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.52 13-15 >957 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-4-13, Right 2x6 SP No.2 3-4-13 REACTIONS. (size) 1=0-8-0 (min'. 0-1-13), 9=0-8-0 (min.. 0-1-13) Max Horc1=103(LC 9) Max Upliftl=-472(LC 5), 9=472(LC 4) Max Grav1=1529(LC 1), 9=1529(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3281/1030, 2-3=3164/1045, 3-4=-2724/963, 4-5=2855/1104, 5-6=2855/1104, 6-7=2724/963, 7-8=3164/1046, 8-9=3281/1030 BOT CHORD 1-1 6=-897/2955,15-16=897/2955, 14-15=-723/2461, 13-14=723/2461, 12-13=-719/2461, 1-12=719/2461,' 10-11=-894/2955, 9-10=894/2955 WEBS 3-,16=0/269, 3-15=-563/351, 4-15=-79/443, 4-13=-226/644, 5-13=457/348, 6213=226/644, 6-11=79/443, 7-11=-563/352, 7-10=0/269 42-" PLATES GRIP MT20 2441190 Weight: 223 lb FT = 10% Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-2-10 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; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 1 and 472 lb uplift atjoint 9. LOAD CASE(S) Standard \\\1l l i 111! 111 - VXGENSF�C,L�ii PE 7 05'1 - t t TAT ED- 40_Rla_ 1451-13 A6 HIP 2 1 IJob Reference (optional) Southern Truss Companies, Fort Pierce, FI.34951 Run: 8.220 s Jul 212018 Print 8.220 s Jul 212018 MiTek Industries, Inc. Thu Aug �16 10:23:28 ID:EaPOUIwC VVA016wSO7vTFdz?5cK-084aUSP8TmcggTRk53qPD_W9U6e?WRTcti 14 11-6-0 17-10-0 + 242-0 30-6-0 3511-2 4260 6-0-14 SS2 6-4-0 ' 0 6-4-0 SS2 6-0-14 c? 0 Dead Load Defl. = 5/16 in 5x5 = 3x4 = 3x6 = 3x4 = 5x5 = snnFTT 4 s a 7 8 5x7 = 18 17 16 15 14 13 12 5x7 = 3x5 = j 1.5x4 11 3x8 = 46 — 3x4 — 46 = 3x8 = 1.5x4 II 3x5 = I 1-4-0 42.0-0 i1-0-U 6-0.14 i 71.6-0 i 21-M i 30�A i 3NY i 448-0 4 4-&14 6.5.2 9-&0 9-" 11 ZM 0� 0.4-0 1-0.0 LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.31 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.5613-15 >879 ISO BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 218 lb FT =10% LUMBER- BRACING - TOP CHORD 2x SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc pudins. BOT CHORD 2x4 SP M 31 SOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-10-5, Right 2x6 SP No.2 2-10-5 REACTIONS. (size) 1=0-8-0 (min'. 0-1-8), 11=0-8-0 (min: 0-1-8) Max Horc1=88(LC 10) Max Upl'tftl=-497(LC 5), 11=497(LC 4) Max Grav1=1529(LC 1), 11=1529(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2=3301/1099, 2-3=3248/1113, 34=-288B/1051, 4-5=2638/1010, 5-6=-3280/1257, 6-7=32BO/1257,7-8=2638/1010,8-9=-2888/1051,9-10=-3248/1113, 10-11=3301/1099 BOT CHORD 1 18=-965/2974, 17-18=965/2974, 16-17=1117/3216, 15-16=-111713216, 14-15=1115/3216, 13-14=1115/3216, 12-13=-961/2974, 11-12=-961/2974 WEBS 3117=4031292, 4-17=2081782, 5-17=840/361, 7-13=840/361, 8-13=-2081782, 9i13=-403/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=lbft; 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 497 lb uplift at joint 1 and 497 lb uplift at joint 11. LOAD CASE(S)Standard I PE 7 051 i / �/! 111111 i .ro3Truss 1452-8 A7 Truss HIP I ype uty 2 Ply 1 Plan 1452 _ _ .. ., S 5x7 = 5.00 F12 4 1.5x4 11 3x6 = 3x4 = 5x7 = 5 6 7 Ta 8 Dead Load Defl. = 5116 in 1.5x4 1.5x4 4x6 1 9 4x6 2 10 1 i 11132 ES 17 16 15 14 13 12 3x4 = 4x6 — 3x8 = 3x4 = 46 — 3x4 = LJ 5x7 = 3x5 = 1-4-0 42-M ,1." i 9-0-0 17-2-9 24-9-7 i 32-0-0 i 40-" a1rQ-0 &2-0 -- - 7-&9 7-6-13 7-8-9 B-2-0 0=4b ' D-" 1-0-0 LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.38 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.64 14-15 >772 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 212 Ib FT = 10% LUMBER- BRACING - TOP CHORD 2.4, SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc puriins. T2,T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. BOT CHORD 2x4SP M 31 WEBS 1 Row at midpt 7-15 WEBS 2x4' SP No.3 SLIDER Left 2x6 SP No.2 2-3-8, Right 2x6 SP No.2 2-3- REACTIONS. size) 1=08-0 (min, 0-18), 11=0-8-0 (min. 0-18) Maz Horz1=-73(LC 9) Maz Upliftl=-523(LC 5), 11=-523(LC 4) MazGrav1=1529(LC 1), 11=1529(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3273M204, 2-3=3219/1211, 3-4=-3046/1137, 4-5=3899/1574, 5-6=-3899/1574, 6-7=3899f1574, 7-8=3900/1575, 8-9=-3046/1136, 9-10=3219/1211, 10-11=3273/1204 BOT CHORD 1 ,17=1057/2940, 16-17=-937/2793, 15-16=937/2793,14-15=1429/3900, 13-14=934/2793, 12-13=934/2793, 11-12=1054/2940 WEBS 3-17=176/264, 4-17=14/368, 4-15=559/1341, 5-15=-434/329, 7-14=-474/330, 8-14=560/1342, 8-12=14/368, 9-12=176/264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE M 0; 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 live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 1 and 523 lb uplift at joint 11. LOAD CASE(S) Standard I Mt .13L v�GENg��ii PE 7 051 � l . // I 1111 145_ B As ISPECIAL 1 1 Job F Run: 8.220 s Jul 21 2018 Print 8.220 s ID:EaPOUIwCV VA016wSO7vTFd: 7X8 -�-_ 3x6 = 5.00 12 4 5x5 = 3x4 = 3i3 �T2 5 6 5x5 = 5x5 = 11 7x8 5x5 = 3x4 = 7 89 T 1 T4 12 i42 I: i Dead Load Defl. = 7/16 in �. l i 0 =0�.; 0 3x5 / w I u) 4I Li I< 20 19 18 17 16 153x5 = o i 5x5 = 5x6 = 3x8 = 5x6 = 5x5 = 42-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.58 18 >819 240 MT20 244/190 TCDL 7.0 LumberDOL 1,25 BC 0.99 Vert(CT) -0.9018-19 >522 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.15 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S . Weight: 226 lb FT =10% LUMBER- i BRACING - TOP CHORD 2x4' SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T2,T4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 10 WEBS 2x41SP No.3 REACTIONS. (size) 21=0-8-0 (min. 0-1-13), 15=0-8-0 (min. 0-1-13) Maz Horz21=81(LC 8) Max Uplift21=626(LC 8), 15=-485(LC 4) Max Grav21=1554(LC 1), 15=1554(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=470/210, 2-3=-2779/1103, 3-5=3806/1587, 5-6=-4048/1672, 6-7=-4569/1841, 7-8=-4569/1841, 8-9=-4024/1556, 9-10=3784/1477, 10-12=3784/1477, 12-13=-2768/946, 13-14=489/190, 3-4=261/119, 11-12=295/140, 9-11=-290/126 BOT CHORD 1-21=235/489, 20-21=316/489, 19-20=1010/2522, 18-19=-1597/4048, 17-18=1481/4024, 16-17=-817/2509, 15-16=217/512, 14-15=217/512 WEBS 2-21 =1 397/689, 2-20=-087/2036, 3-19=-676/1700, 6-19=613/364, 6-18=-219/577, 7-18=377/285, 8-18=315/704, 8-17=637/393, 12-17=741/1755, 13-16=645/2001, 13-15=1401 /543 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 74,0; VuIt=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 live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 626 lb uplift at joint 21 and 485 lb uplift at joint 15. 6) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. I. LOAD CASE(S) Standard \GENg�.\��i ZZ PE 7 05'1 r L TAT i 1452-B A8G HIP 2 -0, 7-0-0 12-11-14 18-3-15 23-5-1 2940-2 , 34-6-0 40-8-0 42-n-O -0 6-2-0 �- SS14' 54-2 54-2 54.2 SS-14 6-2-0 1-4-01 5x7 = 5.00 12 1.5x4 II 3x8 = 4x6 = 1.5x4 II 3 4 5 7 3x4 = 5x7 = 3x5 = ,' 5x5 = 3x8 M18SHS- 1.Sx¢ 11 3x8 = 3x5 = 5x5 = 3x8 = 5x6 WB= Dead Load Dell. = 318 in 1-4-0 0-0-0 , 7-6-0 12-5-14 18-315 23$1 29-Q2 34.6-0 40.&-0 az-0-0 4 6-2-0 5-5-14 5-0-2 5�-2 5-4-2 5-5-14 6-2-0 04-0 1-0-0 Plate Offsets (X,Y)- [2:0-2-8,0-3-0], [3:0-5-4,0-2-8], [6:0-3-0,Edge], [9:0-5-4,0-2-8], [10:0-2-8,0-3-0], [12:0-0-11,0-1-10], [13:0-2-8,0-2-0], [19:0-3-0,0-1-8], [20:0-2-8,0-2-0], [21:0-0-11 ,0-1-101 LOADING(psf) SPACING- 240-0 CSI. DEFL. in (foe) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.60 16-17 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.83 16-17 >568 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S . Weight 432 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 21=0-8-0 (min- 0-1-8), 12=0-8-0 (min. 0-1-8) Max Horz21=57(LC 8) Max Uplift2l=-1298(LC 5), 12=-1298(LC 4) Max Grav21=2852(LC 1), 12=2852(LC 1) FORCES. (lb) -wax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2=764/353, 2-3=-5434/2601, 3-22=7744/3791, 22-23=7743/3791, 4-23=-7743/3791, 4 �24=-7743/3791, 24-251=-7743/3791, 25-26=-7743/3791, 5-26=7743/3791, 5 !27=-9097/4437, 6-27=9097/4437, 6-28=9097/4437, 7-28=9097/4437, 7129=-9097/4437, 29-30=-9097/4437, 30-31=9097/4437, 8-31=9097/4437, 8132=7754/3797, 32-33=-7755/3797, 9-33=7755/3797, 9-10=5432/2600, 10-11=767/359 BOT CHORD 1 -'21=-368/766, 20-21=426866, 20-34=2311/4943, 34-35=2311/4943, 19-35=2311/4943, 19-36=-4335/9118, 18-36=-4335/9118, 18-37=-4335/9118, 37-38�4335/9118, 17-38=-4335/9118, 17-39=-433519118, 39-40=4335/9118, 40-41=-4335/9118, 16-41=-4335/9118, 16-42=3682/7754, 42-43=3682/7754, 1543=3682(7754, 1544=368277754, 14-44=368217754, 14-45=2307/4941, 45-46=2307/4941, 13-46=2307/4941, 12-13=374/770, 11-12=374/770 WEBS 2-21=-2569/1274, 2-20=1990/4224, 3-1 9=-1 578/3274, 4-19=572/500, 5-19=1615/767, 547=0/430, 7-16=553/491, 8-16=745/1578, 8-14=-1388/886, 9-14=1587/3289, 1 13=1987/4219, 10-12=2567/1273 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords.connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-7-0 oc, Except member 20-2 2x4 -1 row at 0-9-0 oc, member 20-3 2x4 -1 row at 0-9-0 oc, member 19-3 2z4 -1 row at 0-9-0 oc, member 4-19 2x4 -1 row at 0-9-0 oc, member 19-5 2x4 -1 row at 0-9-0 oc, member 5-17 2x4 - I at 0-9-0 oc, member 16-5 2x4 - 1 row at 0-9-0 oc, member 7-16 2x4 - 1 row at 0-9-0 oc, member 1" 2x4 -1 row at 0-9-0 oc, meRrQ* 2x4 -1 row at 0-9-0 oc, member 14-9 2x4 - 1 row at 0-9-0 oc, member 13-9 2x4 - 1 row at 0-9-0 oc, member 13-10 2x4 - 1 row VMS 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. 1 t�P 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. ` 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; E c1.,XLEpi=O/(8; MWFRS (envelope); Lumber DOL=1-60 plate grip DOL=1.60 / 5) Provide adequate drainage to prevent water ponding. } T 0 plates unless otherwise indicated. 1 PE 71051 n P-Mr® NAL E G ��\\ /It►ittl\ "1 1452-B I . 1 a8G I HIP NOTES- 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 1298 lb uplift at joint 21 and 1298 lb uplift at joint 12, 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)176 lb down and 238 lb up at 7-6-0, 94 lb down and 139 lb up at 9-6-12, 94 lb down and 139 lb up at 11-6-12, 94 lb down and 139 lb up at 13-&12, 94 lb down and 139 lb up at 15-6-12, 94 lb down and-139 lb up at 17-6-12, 94 lb down and 139 lb up at 19-6-12, 94 lb down and 139 lb up at 21-0-0, 94 lb down and 139 lb up at 22-5-4, 94 lb down and 139 lb up at 24-5-4, 94 lb down and 139 lb up at 26-5-4, 94 ib down and 139 lb up at 28-5-4, 94 lb down and 139 lb up at 30-5-4, and 94 lb down and 139 lb up at 32-5-4, and 176 lb down and 238 lb up at 34-6-0 on top chord, and 252 lb down and 123 lb up at 7-6-0, 70 lb down at 9-6-12, 70 lb down at 11-6-12, 70 lb down at 13-6-12, 70 lb down at 15-6-12, 70 lb down at 17-&12, 70 lb down at 19-6-12, 70 lb down at 21-M, 70 lb down at 22-511, .70 lb down at 24-5-4, 70 lb down at 26-5-4, 70 lb down at 28-5-4, 70 lb down at 30-5-4, and 70 lb down at 32-5-4, and 252 lb down and 123 lb up at 34-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof L've (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loadsl(plf) Vert: 173=-54, 3-9=54, 9-11=54, 1-11=20 Concentrated Loads (lb) Vert: 3=129(B) 6=94(13) 9=129(13) 20=252(B)13=252(B) 22=94(13) 23=94(B) 24=94(B) 25=94(13) 26=94(B) 27=94(B) 28=-94(B) 29=94(13) 30=94(13) 31=94(B) 32=94'(B) 33=94(B) 34=-47(B) 35=-47(B) 36= 47(B) 37=-47(B) 38=-47(B) 39=-47(13) 40=-47(13) 41=-47(B) 42=-47(B) 43=-47(B) 44= 47(B) 45=-47(B) 46=47(6) - \\134/ ` XGENg��\��i� PE 7 051 \ t TAT J-O russ Truss Type QtY7 Plan 1452 1482-8 B1 COMMON 3 1 Job Reference (optional) Southern Truss Comipanies. Fort Pierce, FI. 34951 Run: 8.220 s Jul 212018 Print 8.220 sJul 212018 Mi fek Industries, Inc. Thu Aug 16 10:23:32 2018 Page-1 ID:EaPOU IwC VVA016wS 07vTFdz?5cK-vwJ5i6VwChG21 RmCzx8mZ39Bn 50vxXM3XVkDKKynJaF F— 6-2-7 10-8-0 15-1-7 20-4-0 6-2-7 4-5-9 4-5-7 5-2-9 I Dead Load Defl. = 118 in 4x4 = 3 i 5.00 FIT ,x4 \\ tx4 2 4 1 4x7 II 5 M d 3x4 = ee I't 9 8 7 Lae x9 II 3x4 = 3x4 = 3x4 = 6 1-0 0 7-11-13 13-4-2 204-0 1-0-0 6-11-13 ' 5-4-5 6-11-14 Plate Offsets (X,Y)- [1:0-0-0, 1 -3-21, [1:0-1-14,0-0-2], [5:0-2-4,0-1-0], [5:0-1-2,0-2-12], [6:0-M,0-2-12] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.12 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0:26 1-9 >920 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 90 lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except! W3: 2x6 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 6=04" (min. 0-1-8), 1=0-8-0 (min. 0-1-8) Max Horz 1=98(LC 8) Max Uplift6=-248(LC 9), 1=256(LC 8) Max Grav6=732(LC 1), 1=732(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1L 2=1365/480, 2-3=1191/435, 3-4=-1034/379, 4-5=1183/414, 5-6=623/267 30T CHORD 119=-470/1209, 8-9=-214/812, 7-8=214/812, 6-7=320/1022 WEBS 2-9=288/271, 3-9=-189/464, 3-7=112/264 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); 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 248 lb uplift at joint 6 and 256 lb uplift at joint 1. -OAD CASE(S) Standard =S -6 182 (COMMON 12 I 1 6-2-7 10-8-0 15-1-9 21-4-0 6-2-7 --r 4-5-9 4-5-9 6-2-7 i 4x4 = 3 0 Dead Load Defl. =1/8 in to 1-0 0 , 7-11-13 13-4-3 204-0 21-4 1 0 0 6-11-13 54-6 6-11-13 1-0- Plate Offsets (X,Y)—[1:0-1-14,0-0-21,[1:0-0-0,1-3-21,[5:0-1-14,0-0-21,[5:0-0-0,1-3-21 LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.12 1-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1:25 BC 0.70 Vert(CT) -0.26 1-8 >956 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 95 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2X4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or B-6-11 oc bracing. WEBS 2z4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2, REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 5=0-8-0 (min. 0-1-8) Max Horz 1=-81(LC 11) Max Upliftl=264(LC 8), 5=264(LC 9) Max Grav1=765(LC 1), 5=765(LC 1) FORCES. (lb) - -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1440/500, 2-3=1265/455, 3-4=-1265/455, 4-5=-1440/500 BOT CHORD 1-8=-471/1279, 7-8=216/893, 6-7=216/893, 5-0=-390/1279 WEBS 3-0=185/443, 4-6=-292/273, 3-8=-184/443, 2-8=292/273 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); 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 264 lb uplift at joint 1 and 264 lb uplift at joint 5. LOAD CASE(S) Standard I . VxGENgF.��i� P E 7 051 �t r — t I 1 -tTTA �,4ORID �f//SS/ONP,11�G \\\ Ion cuss I russ I ype - Qty y Plan 1452 1452=B . B3G GABLE 1 1 Job Reference (optional) Southern Truss Companies. Fort Pierce, Fl. 34951 Run: 8.220 s Jul 212018 Print 8.220 s Jul 21 2018 MiTek Industries, Inc. Thu Aug 16 10:23:33 2018 Page 1 ID:pojWBcV VPYsKEci_2leGgpynKk?-N6tTwSWYz?OuwbLOXef?6HiMzVnsg_mCm9UmsmynJaC 3-0-0 8-1-15 13-2-1 18-4-0 21-4-0 3-0-0 + 5-1-15 5-0-3 5-1-15 3-0-0 Dead Load Defl. = 1116 in 44 = 9 ' 1x4 II 1x4 II 6 11 1x4 II 1x4 II 4 T 2 13 6x8 5�- 1 4 II ST x 11 �J 5.00 2 4x8 - T x I I T 4x4 = 6x8 d 2 1 T 1 5 7 8 12 4 II W1 16 1 1; Io 3x4 = Le 19 16 tr ° 3x4 = 17 tr tr 211tI 3x9 II 44 = 1x4 II 3x4 = 44 = 44 = 3x9 11 1-0-0 1-4-0 3-0-0 8-1-15 i 13-2-1 i 18-4-0 2Q-0-0 2p-4,021�-0 , �-0-0 0-4-b 1-5-0 5-1-15 5-0-3 5-1-15 1-8-0 0-0-0 1.0-0 ' Plate Offsets (X Y)- [1:0-0-0 1-3-21 [I:0-1-14 0-0-2] [2:0-2-12 Edge] [9:0-2-0 0-2-4] [15:0-2-12 tdgeJ,Ilb:0-1-14,0-0-2J,(1ti:u-u- LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.13 18 20 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.19 18-20 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) 0.05 16 n/a n/a BCDL 1010 Code FBC2017ITP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2xi SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 16=0-8-0 (min. 0-1-8) Max Horz 1=81(LC 8) Max Upliftl=-385(LC 8), 16=385(LC 9) Max Grav1=652(LC 1), 16=652(LC 1) PLATES GRIP MT20 244/190 Weight: 136 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-2 oc bracing. JOINTS 1 Brace at Jt(s): 5, 12, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-22=1474/860, 2-22=1442/849, 2-3=-665/626, 3-5=-665/626, 5-7=774/584, 7-8=774/584, 8-10=774/584, 10-12=774/584, 12-14=-662/631, 14-15=-662/631, 15-23=-1440/848, 16-23=-1471/859, 2-29=788/315, 29-30=7361317, 4-30=727/316, 4-31=-731 /336, 6-31=706/337, 6-32=713/359, 9-32=-675/358, 9-33=-677/363, 11-33=714/365, 11-34=-706/343, 13-34=731/342, 13-35=-726/322, 35-36=736/323, 15-36=787/321 BOT CHORD 1 21=-844/1341, 21-24=783/1427, 24-25=783/1427, 20-25=783/1427, 19-20=-783/1427, 19-26=783/1427, 18-26=-783/1427, 18-27=-718/1443, 27-28=-718/1443, 117-28=718/1443, 16-17=-763/1338 WEBS 5-18=-325/181, 8-9=-144/287 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); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as lapplicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-0-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 1 and 385 lb uplift at;�.;t��11//��% 16. 3) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. \\ \A 3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 lb up at 3-0-0, 26 Ib?t 26 lb up at 6 0 12, 26 lb up at 8-0-12, 26 lb up at 10-0-12, 26 lb up at 11-3-4, 26 lb up at 13-3-4, 26 lb up at 15-3-4, and 21u� 17-3-4, and 13.b lb up at 18-4-0 on top chord, and 79 lb up at 3-0-0, 0 lb down and 5 lb up at 4-0-12, 0 lb down and 5 lb up-Q-t-6-0-- 0� down and 5 lb ip at 8-0-12, 0 lb down and 5 lb up at 10-0-12, 0 lb down and 5 lb up at 11-3-4, 0 lb down and 5 lb up 1��' 0 dolnFn E 7 051 and 5 lb up at 15-3-4, and 0 lb down and 5 lb up at 17-3-4, and 79 lb up at 18-4-0 on bottom chord. The design/sel s ! L I connection dei ice(s) is the responsibility of others. !9AM fO 69f 9gWE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). t TA 40R1� 1452-B B3G (GABLE I1 1IJob F —r = ..,....,,_ �.... o:.....e n �0ci Run_ 8220 s Jul 21 2018 Print: 8.220 s 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 1-2= 15-16=-54, 1-16=-20, 2-9=54, 9-15=54 Concentrated I -oads (lb) Vert: 2 1 =62(B) 17=62(B) 22=50(B) 23=50(B) ta51-B r rI IJob Reference (optic 3x4 = K}"ti] 5.00 F2 1x4 2 Run: 8.220 s Jul 21 2018 Print: 8.220 s Jul 212018 MiTe I D: Ea PO U I wC W AO 16wS O7vTFdz? 5cK-N 6tTwS W Y 17-0-0 —�— — 8-0-0 4x4 = 3 7 6 3x4 = 3x4 = Dead Load Defl. = 3116 in 4x7 11 4 8 1-M 7-8-0 B-0-0 Plate Offsets (X,Y)— [1:0-0-0,1-3-2], [1:0-1-14,0-0-2], [4:0-4-4,0=2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.17 1-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.35 1-7 >558 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Matrix-S Weight: 67 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 `Except* BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. W3: 2x6 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 5=0-8-0 (min. 0-1-8), 1=0-8-0 (min. 0-1-8) Max Horz 1=86(LC 8) Max Uplift5=-206(LC 9), 1=213(LC 8) Mix Grav5=608(LC 1), 1=608(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1054/388, 2-3=814/280, 3-4=866/254, 4-5=-530/246 BOT CHORD 1-7=377/928, 6-7=-171/717, 5-6=171/717 WEBS 2-7=303/248, 3-7=45/409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7i 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) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 5 and 213 lb uplift at joint 1. LOAD CASE(S) Standard 7 P E 7 051 T N 4c J�TA-r ORID'G�� b buss Fuss ype I Qty ply Plan 1452 I f i 12 �2-B C2 COMMON 1 _ Job Reference (optional) outhem Truss Companies, Fort Pierce, FI. 34951 Run: 8.220 s Jul 212018 Print 8.220 s Jul 212018 MTek Industries, Inc. Thu Aug 16 10:23:33 2018 Page 1 ID:pojWBCVVPYsKEci 2leGgpynKk?-N6tTWSWYz?OuwbLOXef?6HiNVVkzgzDCm9UmsmynJaC 5-7-14 --� 9-0-0 12-4-2 _ _ 18-0-0 5-7-14 34-2 3-4-2 5-7-14 Dead Load Dell. = 1/8 in 44 = 3 5.00 12 1x4 1x4 i 2 4 1 1 1 1 W 5 t � ,v lq 3,4 = s� 6s 6 3x4 = b 7 t s 3x9' 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2 BOT CHORD 2 WEBS 2 WEDGE Left: 2x6 SP No REACTIONS. FORCES. (lb) - TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced r( 2) Wind: ASCE i MWFRS (enve 3) This truss has 4) Provide meth; LOAD CASE(S) 3x8 = — — 3x9 if 7-8-0 — 74" 14,0-0-2],[1:0-M,1-3-2],[5:0-1-14,0-0-2],[5:0-0=0,1-3-2] SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.13 1-7 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.27 1-7 >757 180 Reap Stress Incr YES WB 0.20 Horz(CT) 0.03 5 n/a n/a Code FBC2017/TP12014 Matrix-S Weight: 78 lb FT = 20% BRACING- SP No.2 TOP CHORD SP No.2 BOT CHORD SP No.3 Right 2z6 SP No.21 size) 1=0-8-0 (min. 0-1-8), 5=0-8-0 (min. 0-1-8) Horz 1=-69(LC 11) Upliftl=-222(LC 8), 5=222(LC 9) c Grav 1=641(LC 1), 5=641(LC 1) ax. Comp./Max. Ten. - All forces 250 (lb). or less except when shown. ?=1154/412, 2-3=897/285, 3-1=897/285, 4-5=1154/412 r=-383/1020, 6-7=315/1020, 5-6=-315/1020 r=-136/528, 4-7=-296/272, 2-7=296/271 Structural wood sheathing directly applied or 4-10-11 oc purlins. Rigid ceiling directly applied or 9-4-12 oc bracing. 'live loads have been considered for this design_ 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; 1pe); Lumber DOL=1.60 plate grip DOL=1.60 yen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 1 and 222 lb uplift at joint 5. NOE PE 7 051 \ — t t TA NAL /!I f 1111C� �, 7492-8 ' f GABLE 1 1 ' Job Souifiem Truss Companies. Fort Pierce, FI. U951 Run: 8.220 s Jul 212018 Print 8.220 9-0-0 4x4 = 15-M Dead Load Dell. = 1 /16 in to LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rgp Stress Incr NO Code FBC2017(fP12014 CSI. TC 0.51 BC 0.62 WB 0.74 Matrix-S DEFL. in Vert(LL) 0.16 Vert(CT) -0.22 Horz(CT) 0.05 (loc) I/defl Ud 8 >999 240 8 >925 180 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 110 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins. Except: BOT CHORD 2r 4 SP No.2 5-3-0 oc bracing: 2-3, 3-4 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-9 oc bracing. OTHERS 2z4 SP No.3 JOINTS 1 Brace at Jt(s): 3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2' REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 5=0-8-0 (min. 0-1-8) Max Horz1=23(LC 10) Max Upliftl=-323(LC 5), 5=323(1_C 4) Max Gravl=529(LC 1),,5=529(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD )-2=1101l707, 2-19=1009/674, 19-20=1009/674, 20-21=-1009/674, 3-21=1009/674, 3-22=-1009/674, 22-23=1009/674, 23-24=1009/674, 4-24=1009/674, 4-5=-1101/707 BOT CHORD 1-9=-616/978, 9-25=1085/2034, 25-26=1085/2034, 26-27=-1085/2034, 8-27=1085/2034, j7-8=-1085/2034, 7-28=1085/2034, 28-29=1085/2034, 6-29=-1085/2034, 5-6=-615/978 WEBS 2-9=104/305, 3-9=10931470, 3-6=1093/470, 4-6=104/305 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); Lumber DOL=1.60'plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-M oc. 5) This truss has (been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at joint 1 and 323 lb uplift at joint 5. 5) Graphical purtin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)130 lb up at 3-0-0, 26 lb up at 4-0-12, 26 lb up at 6-0-12, 26 lb up at 8-0-12, 26 lb up at 9-11-4,•26 lb up at 11-11-4, and 26 lb up at 13-11-4, and 130 lb up at 15-0-0 on top chord, and 79 lb up at 3-0-0, 0 lb down and 5 lb up at 4-0-12, 0 lb down and 5 lb up at 6-0-12, 0 lb down and 5 lb up at 8-0-12, 0 lb down and 5Ib up at j9-11-4, 0 lb down and 5 lb up at 11-11-4, and 0 lb down and 5Ib up at 13-11A, and 79 lb up at 15-0-0 on bottom ch\d.\1t� The design/selection of such connection device(s) is the responsibility of others. \ 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \\\ \P� M • B�/�j/ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): _Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) / Vert:.1 2=-54, 2-4=54, 4-5=54, 1-5=20 1' j P E 7 OJT i :ontinued on page 2 1 * �r 41it ///sS/0NAi1 G\\\ C3G GABLE 1 ' 1 IJob F Southern Truss Companies, Fort Pierce, Ff. 34951 Run: 8.220 s Jul 21�rint 8_220 s LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2�50(F) 4=50(F) 9=62(F) 6=62(F) \\\\\\III I//////- PE7 059 //x1�j/S�ONP,L ///1i1t�11\ ;eSY-B 4 1 1 s 0 1;4 4 4-1-7 1 4 4 2-9-3 Plate Offsets (X Y) [2.0 0-8 0 1-12] [5.0-1-10 1-8-6] [5.0-0-0 0-1-12] — LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(CT) -0.01 3 We n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 13 lb FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) - NOTES- 1) Wind: ASCE 7 MWFRS (enve 2) This truss has 3) Refer to girder 4) Provide meth; 125 lb uplift at 5) Hanger(s) or c and 25 lb dow design/selecti( 6) In the LOAD C LOAD CASE(S) 1) Dead + Roof L Uniform Load., Vert: 1 Concentrated Vert: E BRACING - I. SP No.2 TOP CHORD I SP No.2 BOT CHORD I SP No.3 (size) 3=Mechanical, 4=Mechanical, 5=0-11-5 (min. 0-1-8) ix Horz5=61(LC 4) ' ix Uplift3=-67(LC 17), 4=72(LC 17), 5=125(1_C 20) ax Grav4=1(LC 20), 5=193(LC 1) Aax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-1-7 oc purlins. Rigid ceiling directly applied or 10-M oc bracing. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; )pe); Lumber DOL=1.60 plate grip DOL=1.60 een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;) for truss to truss connections. ;ical connection (by others) of truss to bearing plate capable -of withstanding 67 lb uplift at joint 3, 72 lb uplift at joint 4 and )int 5. rer connection device(s) shall be provided sufficient to support concentrated load(s) 25 lb down and 103 lb up at 2-11-0, and 103 lb up at 2-11-0 on top chord, and 68 lb up at 2-11-0, and 68 lb up at 2-11-0 on bottom chord. The i of such connection device(s) is the responsibility of others. ,SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Lumber Increase=1.25, Plate Increase=1.25 1-4=20 D) 9, B=34) 7=88(F=44, B=44) oW1111!// \GENSF�� / PE 7 05'1 �t — 1 t TA j� i0\1Vi:�1-1 40RID /Illllllt ?03— - I Tru 1452-s ' CJ7 :un: 9.2zu s Jul 21 2u78 ID:EaPOUIwCVVA01 1-9 14 _ 6-4-7 ♦— 1-9 14 4.6-9 14 1111.SK LOADING(psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 BCDL 10.0 RQp Stress Incr Code FBC2017/TP12014 NO WB 0.16 Matrix-S Horz(CT) -0.03 4 n/a n/a Weight: 41 lb FT =10% LUMBER- BRACING - TOP CHORD 2 4 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) 4 -Mechanical, 5=Mechanical, 8=0-11-5 (min. 0-1-8) Max Horz8=153(LC 4)' Max Uplift4=94(LC 4), 5=104(1_C 4), 8=186(LC 4) Max Grav4=111(LC 1), 5=234(LC 1), 8=481(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=381/115, 2-9=-443/159, 3-9=394/169 BOT CHORD 1-8=108/383, 8-11=249/383, 7-11=249/383, 7-12=-249/383, 6-12=249/383 WEBS 2-8=303/190, 3-6=431/281 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); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 104 lb uplift at joint 5 and 186 lb uplift at joint 8. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 5-0-7, 23 lb down and 38 lb up at 5-0-7, and 51 lb down and 93 lb up at 7-10-6, and 51 lb down and 93 lb up at 7-10-6 on top chord, and 4 lb up at 5-0-7, 4 lb up at 5-0-7, and 21 lb down at 7-10-6, and 21 lb down at 7-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASES) 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 1L4=-54, 1-5=-20 Concentrated Loads (lb) Vert: 10=-39(F=19, B=19) 12=-24(F=12, B=-12) M.134 P E 7 05'i j�SfO1VAL E�G\\�\\\ N/11111M 1492-8 ' 1 IJ1 JACK 1 14 Job F Run: 8.220 s Jul 21 2018 Print 8.220 s I D: EaPOU IwCV VA016wSO7vTF 1-6-0 0-10-0 1-6-0 0-10-0 048-0 rn 0 N Ir O 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 0.06 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5 lb FT = 10% LUMBER- BRACING- TOP CHORD 21 SP No.2 TOP CHORD Structura: wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD 2z4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 2=Mechanical, 3=0-8-0 (min. 0-1-8) Max Horz2=124(LC 1), 3=124(1-C 1) Max Uplift2=-54(LC 8) Mlax Grav2=95(LC 1); 3=29(LC 3) FORCES. (lb) - Max. Comp -/Max. Ten. - All forces 250 (lb) or less except when shown. NOTES, 1) Wind: ASCE 7r10; 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); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has (been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 2. 5) Non Standard Tearing condition. Review required. LOAD CASE(S) Standard J 1452-B IJ2 IJACK Ie I 1! Job Reference Southem Truss Companies, Fort Pierre, FI. 34951 Run: 8.220 s Jul 212018 Print 8.220 s Jul 21 201 I D: Ea PO U IwC WA016wSO7vTFdz?5r-K-J 1-4-0 2-0-0 1-4-0 ---r 0-8-0 E 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Inor YES WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P PLATES GRIP MT20 244/190 Weight: 7 lb FT = 10% LUMBER- BRACING - TOP CHORD 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-M oc purlins. BOT CHORD 2z4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2z4 SP No.3 I REACTIONS. (size) 3--Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=43(LC 8) Max Uplift3=34(1_C 1), 4=-43(LC 1), 5=66(LC 8) Max Grav4=5(LC 8), 5=223(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=4.20sf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hasl 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 34 lb uplift at joint 3, 43 lb uplift at joint 4 and 66 lb uplift at joint 5. LOAD CASE(S) IStandard I I-8 J3 ,,45� JACK 4 1 s i 1-4-0 3-6-0 r I4-0 2-2-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 RgD Stress Incr YES, WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 12 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=72(LC 8) M:x Uplift3=-48(LC 8), 5=62(LC 8) Mi x Grav3=38(LC 1), 4=28(LC 3), 5=208(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7110; 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Referto girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 3 and 62 lb uplift at joint 5. LOAD CASE(S) Standard i NGEks i PE 7 051 — t t �TA ��4 ORID 1452-8 E E Hun: B.220 s Jul 21 2018 Print: 8.220 s Jul 21 2 ID:pojWBCWPYSKEci 2leGgpynKk?- 1 3-0 3-0-0 1-4-0 1-8-0 -----I LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 I Code F13C2017/TPI2014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2xa SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) MOx Horz5=62(LC 8) Max Uplift3=-35(LC 8), 4=-2(LC 1), 5=59(LC 8) Max Grav3=21(LC 1), 4=14(LC 3), 5=199(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7j10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (enve`ope); 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 girderts) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 3, 2 lb uplift at joint 4 and 59 lb uplift at joint 5. LOAD CASE(S) Standard XCEii P E 7 051 - I t TAT .NALIE�G A\ i452-B I J3A I MONO T RUSS 1 -1 _�— Job F c..,,.we... T...�- r..m..�..:o� P. o: ❑i uosi Run- 8220 s Jul 21 2518 Print 8.2X s 2xE 2-6-0 2-6-0 LOADING (psf) I SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 C9de FBC2017/ FP12014 Matrix-R Weight: 9 lb FT = 10% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, except BOT CHORD 2z4 SP No.2 end verticals. WEBS 2z6 SP No.2 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. REACTIONS. (size) 2=Mechanical, 4=048-0 (min. 0-1-8), 3=Mechanical Max Horz4=45(LC 8) Max Uplift2=52(LC 8), 4=14(LC 8), 3=3(LC 8) Max Grav2=55(LC 1), 4=82(LC 1), 3=41(LC 3) 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.Bpsf; h=15ft; Cat. II; Exp C; Encl., GCpi=D.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 . 2) This truss hasl been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 2, 14 lb uplift at joint 4 and 3 lb uplift at joint 3. LOAD CASE(S);Standard '45'2-B ' IJ4 JACK 18 1 1 Southem Truss Companies, Fort Pierce, Ff. 34951 1 T 1 4 0 4-M 1 4 -0 - — — 248-0 - —I — n N LOADING(psf) SPACING- 2-M CS1. DEFL. in (loc) I/defl 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 Incr YES Code FBC2017/TP12014 WB 0.03 Matrix-P Horz(CT) -0.00 3 n/a n/a Weight: 13 lb FT =10% BCDL 10.0 LUMBER- BRACING- ` TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. 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 Uplift3=59(LC 8), 5�66(1-C 8) Max Grav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCE 7I 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL�.2psf; BCDL=5.Opsf; h=15ft; Cat. II-, Exp C; Encl., GCpi=0.18; MWFRS (envellope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 3 and 66 lb uplift at joint 5. LOAD CASE(S) Standard �\�e-� �\GENSF•�t��i PE 7 051 �t t i 1 � TAT � � i' a 1Truss russ ype oty Piy1462-B J5 JACK I4 I 1 1-4-0 5-0-0 ~ 1-4-0 4-2-0 —� 1� 1 1 0 0 5-&0 10-0 4-0-0 Plate Offsets MY)— [2:0-0-12,0-1-12], [5:0-1-8,1-2-01, [5:0-0-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 18 lb - FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc 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=113(LC 8)' . , Max Uplift3=-93(LC 8), 5=80(LC 8) Max Grav3=96(LC 1), 4=71(LC 3), 5=267(LC 1) FORCES. (lb) - Max. Comp./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); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has :)een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 80 lb uplift at joint 5. . LOAD CASE(S) Standard 18L �r N�N Q / xGEldS��i� z / PE 7g051 t T) \ oL•-- .__ 145+^-B s Truss J58 NT- s�ype - jC MONO TRUSS �2 �--- Piy PIan1452 . 1 I — �Job Reference (o iona_ Sourhem Truss Companies, Fort Pierce, FI.34951 Run: 8.220 s Jul 21 2018 Print: 8.220 s Jul 212018 MiTek Industries, Inc. Thu Aug 16 10:23:36 2018 Page 1 I D: Ea POU IwCV VAO 16wSO7vTFdz?5cK-nhYcYUYQGwnTn34zCnCijvK_OiwytM GeS6 iQT5ynJa I 1 �-0 541-0 1-4-0 4-4-0 5.00 12 Tt 2 W1 1 B1 2x4 = d p 2x6 11 5 1-0-0 548-0 -- 443-0 Plate Offsets (X Y)— [2:0-0-12 0-1-12] [5:0-1-8,1-2-0] [5:0-0-0,0-1-12] LOADING(psf) SPACING- 2-" CSI. DEFLL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -OM 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 18 lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ((size) 3=Mechanical, 4=Mechanical, 5=04" (min. 0-1-8) Max Horz5=117(LC 8)' Max Uplift3=-97(LC 8), 5=-81(LC 8) Max Grav3=100(LC 1), 4=75(LC 3), 5=272(LC 1) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing: NOTES- 1)Wind: ASCE 7110- VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envejope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 3 and 81 lb uplift at joint 5. LOAD CASE(S) Standard PE 71051 .1 }' - I NAL /11 f 111111 rob --I russ I ntss type iQty Ply 'Plan1452 1ecZ2-B r J7 JACK 115 1 Job Reference loptional) —� S6ai _ern Truss Companies, Fort Pierre, FI. 34951 Run: 8.220 s Jul 212018 Print 8.220 s Jul 212018 r.AiTek Industries, Inr_ Thu Aug 16 10:23:36 2018 Page 1 ID:EaPOUIwC WA016wSO7vTFdz?5cK-nhYcYUYQGwnTn34zCnCiivKwWisStLreS6iQT5ynJal 1 �-0 7-6-0 1-4-0 6-2-0 Dead Load Defl. = 1/16 in 5.00 12 ci 1 i 2 1 i 2x4 e 6 5 2x6 11 1 1-0-0 7-6-0 --- ' 1-0-0 6-6 0 Plate Offsets (X,Y)— [2:0-0-12,0-1-12],f5:0-1-8,1-2-01,[5:0-0-0,0-1-121 LOADING(psf) SPACING- 2-M CS1. DEFL. in (loc) I/defl L/d PLATES GRfP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-5 >978 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.13 4-5 >569 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 24 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. M x size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) Horz5=155(LC 8), Max Uplift3=-136(LC 8), 5=101(LC 8) M; x Grav3=148(LC 1), 4=11 O(LC 3), 5=335(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=295/272 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) Wind- ASCE 7i10; 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 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 136 lb uplift at joint 3 and 101 lb uplift at joint 5. LOAD CASE(S) Standard 0\t111111//,/ . �EtV PE 7 051 $41 •FLORID ss10NAt 144:2-8, MV2 VALLEY 2 1 1 Job Reference I Southern Truss Companies, Fort Pierce, FI. 34951 Run: 8.220 s Jul 21 2018 Print 8.220 s Jul 212018 I D:EaPOU IwC VVA016wSO7vTFdz?5cK-nh' I 2-M 2-0-0 5.00112 2x4 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight 5 lb FT = 10% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (size) 1=2-0-0 (min. 0-1-8), 2=2-0-0 (min. 0-1-8), 3=2-0-0 (min. 0-1-8) Max Harz 1=26(LC 8) Max Upliftl =14(LC 8). 2=31(LC 8) Mix GravI=47(LC 1), ?=34(LC 1), 3=25(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7AO; 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); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires; continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joinj(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 1 and 31 lb uplift at joint 2. LOAD CASE(S) Standard oWII III//// - Nl . F3� NGE PE 7g051 nl 0 /��/�NAL SS//If1MG �� •.442-B. V MV4 VALLEY 12 1 _ � Job Reference I Pierce. FI.34951 Run: 8.220 s Jul 212018 Print: 8220 s Jul 21 201 ?XvnJaK i 4-0-0 4-0-0 2x4 •,�- 1.5x4 I 2 3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a -. n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 13 lb FT =10% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2# SP No.3 end verticals. VVEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. REACTIONS. - (size) 1=4-0-0 (min. 0-1-8), 3=4-0-0 (min. 0-1-8) Max Horc1=64(LC 8) Max Upliftl=35(LC 8), 3=62(LC 8) Max Grav1=1 16(LC 1), 3=116(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. VOTES- 1) \Vind: 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 ?) Gable requires continuous bottom chord bearing. 3) This truss has (been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 1 and 62 lb uplift at joint 3. -OAD CASE(S) Standard N\� -NGENgl��`r��ii i PE 7 051 it � TA •�0 P—" 40RID % NAL E�G\\\�� ///[II11C 6, i VALLEY 12 1i Job F Run: 8.220 s Jul 212018 Print: 8.220 s 6-0-0 1.5x4 II 2 3 2x4 1.5x4 II I 3 Paae 1 ?XynJal< i i LOADING (psf) SPACING- 2-M CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 20 lb FT =10% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=6-0-0 (min. 0-1-8), 3=6-0-0 (min. 0-1-8) Max Horz 1=105(LC 8) Max Upliftl=-57(LC 8), 3=101(LC 8) Mix Grav1=190(LC 1), 3=190(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-1 0; 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 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 1 and 101 lb uplift at joint 3. LOAD CASE(S) Standard �Q �'`XGENgF�{��i� PE 7 05'1 I LORI N, I - /IIfII11C ��