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HomeMy WebLinkAboutTRUSS PAPERWORKI y SOUTHERN, TRUSS COMPANIES i Southern'Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 * Fax: (772) 318-0015 ProJ.ec n orma ion. Job Number. J1800482 Customer. GHO Homes Name: MW 67-Grenadine Address: BY "iVivifo Lot 67 s City, ST, ZIP: Z Liounty Fart Pierce, FL General Truss Engineering Criteria & Design Loads Building Code and Chapter. FBC2017frP12014 Computer Progrem Used: MiTek Version: 8.23 Oct 2 Gravity: Grevly. 45.0 psf ROOF TOTAL LOAD N/A Wind Building AuthorlW. 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County No. Date Truss ID# 1 11110/18 Al 2 11/10/18 A2 3 11110/18 A3 4 11110/18 A4 5 11/10/18 As 6 11/10/18 A6 7 11/10118 A7 8 11/10f18 AS 9 11/10/18 A9 10 11110/18 A10 11 11110118 All 12 11110/18 Al2 13 11110/18 A13 14 1 11/10/18 A14 15 11110/18 A15 16 11/10/18 A16 17 11/10/18 A17 18 11/10118 A18 19 11/10/18 A19 20 11110/18 A20 21 11/10118 A21 22 1 it/10118 A22 23 11/10/18 A23 24 11/10/18 ! B1 25 11/10118 B2 26 11/10/18 j B3 27 11/10/18 C1 This cover sheet is provided as per Flodda Statute 61 G15-31.003 in lieu of signing and eating each individual sheet An Index sheet of the truss designs is attached which is umbered and with the Indentificatlon and date of each drawing. En ineer of Truss Design Package g Brian M.'Bleakly Cot actor COPS' JAN 16 NIS FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Tmss 10# 28 11/10/18 CJ2 29 11/10/18 CJ7 30 11/10/18 CJ21 31 11I10/16 J1 32 11110/18 J1A 33 11/10118 J3 34 11110/18 MA 35 11/10/18 AG 36 11/10/18 JS 37 11/10/18 J5A 38 11/10/18 J7 39 11/10/18 RA 40 11/10/18 J21 41 11/10/18 V2 42 11/10118 V4 43 11110/18 V6 Page 1 of 1 TYPICAL DETAIL @ CORNER. - HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 132.5# per Nail (D.O.LFoctor=1.00) 0 UP TO 265 = 2-16d NA LS REO'D. nds toe hails only have 0.83 of O UP TO 394J = 3-16d NAILS REO'D. 'lateral Resistance Value. 72 SOA SOA SOA HIP GIRDER CORNER JACK GIRDER use 2-15d toe nail TC & Bc. Typical jack 45' attachment H7 TYPICAL CORNER IAYOUP k 3-1 Typical Hip —jock' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — —— — 2-16dnails ————— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — —— — 2-16dnails ————— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — —— —— — 2-16dnails — ——— HIP JACK, GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — MINIMUM GRADE OF LUf, T.C. 2x4 SYP 12 a-c. 2x4 SYP 2 WEBS 2x4 SYP N.2 LOADING (PSF L D Top- 20 BOTMM W 10 SPACING 24' D.C. SOUTHERN TRUSS Fort Pierce Division 2590 N. Kings Highway, Fort Perce, FL COMPANIES (800)232 01509 (772)46414160 Irttp;//.... th=nb m Fox:(772)31 B-0016 Brian M. Bleokly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 TYPICAL DETAIL @ CORNER - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.0.1—Factor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 OVER HIP GIRDER 0 -0 -10 1-0 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT IZ UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394f = 3-16d NAILS REQ'D. use 2-16d toe nail TC & BC. Typical jack 45' attachment use 3-16c toe nail TYPICAL. CORNER LAYOUT & 2-16d Typical Hip —jack' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — —— 2-16dnails ———— BC — — — — — —— 2-16dnails — — — —— J5 TO HIP JACK GIRDER TC — — — — — —— 2-16dnails ————— BC — — — — — —— 2-16dnails — — —— TC — — — — — —— 3-16dnails — — — —— BC — — — — — —— 2-15dnails ————— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — —— — — —— I 2-16d nails — — —— IIMUM GRADE OF LUMBER 2s4 SYP 2 LOADING (P5F) SM INCR.: FBC2017 L 0 B.C. .G - 2R4 SYP 2 TOP. 20 W®S 2x4 SYP No.3 BanOM 00 10 SPACING 24' O.C. SOUTHERN TRUSS Fort Pierce Division 2590 N. Kings Highway, COMPANIES (800 )Fort232-0509 Pierce09,(772 2FL )4464 4-4160 htge//e seuthemtrumoam Fax:(772)31 8-0D1 6 Brian M. Bleakly Struct Eng #76D51 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 Hangers Face Mount Hanger Charts iTeke JoistSb4 StorJCNa' -RetiNa Steal Geo9e -n-Dammumve; in ADowahb Leads (Lhs.) v.... g u Code: ¢ Bet: . Header _:.'Joist W M `- +� 0 " A' A6N Mai' ,' .Nall •.`- Nail ` Four Hool... U 100% 115% 175%' 160%' JL24 W24 20 1.9116 3 1-12 We _ 4 1Dd 1 2 1 10dx7-112 I.. 470 5401 SB0'{ 32D 5, RS, F2 4 led 1 2 10dxi-12 -5601 64011 695.1 320 JL24IF-TZ - 18 1.9/I6 3-1/B 1-12 - _ 4 10d HDG 2 10dx 1-12 HDG 465 1 M '580 1 280• 31, Rt, I F32 4 16d HDG 2 10d x 1-12 HDG . 550 615 i 615 280 2x4 .NS24 WS24 78 1-9/16 3-1/8 1-3/4 1 4 1Dd 2 10tl '675 7H 8M 510 SUH24 U24 16 1-9116 3-1/4 2 1-3716 _ 4 lOd 2 106xl-12 :500 1.560 i 635.1 sell S. 4 led 2 10dx1-712 1 .590 69I 720.l 380 . HD26 HU26 14 tA/I6 3-12 2-12 1-7/eMin 4 16d 2 10dx1-12 6i5 r01 745 { 365 � B5, F2 Max 4 .fii5 695 1 745' { 595 JI2fi 7126 20-. 11J/16 4314 -j-12 75tlfi7_- 3 3 .6 � 1 4:1`.'10dx1-17L `-' 710 8051870: 650 -6 • led 4 1' "1Ddil-72. 184D 1 96011045 '.650- - .JL26IF-TZ iLCZ6Z 1B . 1-9/16 4-12 7"!2 " _ `' '6 IOd HDG' .4 j 10dx1-12 HDG1 695 800 970'I 730 I 31, RI, F32 .6'F led HDG 1 4 110d4A-0/2HDG B301 950:11035 730: -Jura- :1-L11S26'--" 19 N971e 4131161-374 -V =-i .4 led-.1 4 1 . 10d"-' 1 87D 1000110901 1115 '11, 11, F2 MU526-{'-.1B'-�1�J116.'5-1116 �.2 '.t �:.q �--:: G_ ;'in't :.'-]Dd..'•. I1285I 1475'16051 865- 131, R1, F32 2xb SNi26' J12fi 1fi r� 1-me 5418 '_c2 13115 --. '9710d 1 4 {"-1Dd i1-72" 750 840 { 9101 '755 s .,:led. 4 dDdil-12• I BBa 1000110801 755' l�HU626 ' i#1US26 7 :16:.- 1-518 = 57d6"-.: 3 2: ': - -14-4- led!' 1-6 .1 `16d 1 2760131401 33451 1925 1 - - _.-14 1-9116 3-112 212 1-4/8 Mm 4 � ." led -2 4i i-. 10dx1-12 • _. ' 615 1695 1 745 1 365. 5, , B5, Max 615 G951 745 1 595 - .HD28 - - Fg176 74v l-9/tfi 5-1/47'2-t2 I;. 1-1%B' -: 1 h5n 8- "]6d r 41 { 6 }' '10tlx1-1R ..11230 {123D 13901149D 780, F2 Mmt 139011490') 825 JL26 LU26 20 1-9/16 4-3/4 1-12 15116 _ 6 l0d 4 i 10dx 1-12 710 8051170 {-650. 1 6 led 4 i 10611-12 Bde 1 960110451 650; JI261F-TZ LUC26Z 18 1.9/16 4-1/2 1-12 - _ 6 10d HDG 4 1 10d x 1-12 HDG 695 BOO) 970 730 31, RI, F32 6 16d HDG 4 10d x 142 HDG • 930 950 ' 1D35 730 an L1178 20 1.9116 6-3/8 1-12 15116 _ 10 Ind 6 1 10d x 1-12 1180 1295 .1295.1 855 5, p5, F2 10 led -FT-1 01x 1-12 1400 1BOD177401 B55 JL281F-TZ - 18 1.9116 6-1/8 1-12 - _ 8 Ind HDG 4 1Ind x1.12 HDG .930 1065. 11601 730: 31, R7, F32 8 led HDG 4 10d x 1.12 HDG 1705 1215 12151 730 JUS26 LUS26 18 1-9/I6 4-13/I6 1-3/4 1 - 4 lOd 4 1 lOd .870 '1 1000SDBD 1 .1115 4 JU528 111528 18 1-9116 6-5/8 1-3/4 1 6 10d 1 4 10d 1110 Wit 1375 1115 i S. R5, F2 2xB MU526 MUMS 18 1-9116 5-1116 2 1 - 6 lad 1 6 10d 1285 147511605.. US 31. St. MUS28 MU528 18 1-9116 7-1/76 2 1 8 IN 8 10al 1710 1970 214D 1230 F32 SUR26 U26 16 1-9116 5-1/8 2 1.3M6 - 6 10d 4 1Odx1-1/2 .750 .840 1 910 I- 755: 1 6 led 4 10dx1-12 88011000 10M 755 SUH28 - 76 1-9116 65/8 2 1-3dfi _ 8 10d 6 I 10dx1-112 '100011120'11210 800 8 76d 6 10tl x i-72 11751 7395 1440 800;: HLLS26 HLIS26 16 1-5/8 5-7/16 3 2 - 14 16tl 6 1sd 2760 3140 3345 1925 5 H1528 HUS28 16 1-518 7-3/16 3 2 - 22 led 8 led 417D 4345 4345 I 2570 B. HD28 HU28 74 1-9/16 5-1/4 2-12 1-1/e 8 16d 4 10dxl-12 123D 13901149D . 78D F2 Mai 6 1230' 1390 14901 B25: ND210 FN210' 14 1-9/16 7-3/16 2-1/2 1-1/8 Min 10 16d 4 tOdz1-12 1540 17351 less 7811 Max 14 6 2155 2430726f0. .1170 1) t1p6R bads lave been increased 60%for wind aseismic loads; no furRw.r inorease shall he pBmViled. 2) led sinkers (0.148 da. x 3-114' long) may be used at 0.84 0l the table land whom 16d common; are spectfied. This does not apply to JUS, HUS, ARTS slmd nail hangers. 3) For JUG, HUS, and MUS hangers: Neils must be dmren at a 30° to 45 angle through the joist or truss Bdo the header to acknue the table loads. 4) NAM- 10d x 1-12' nails are 0.148' dia x 1-12' long, l0tl nabs are 0.148' dia. x 3' long, led rand are 0.162' dla, x 342' long. New products or updated product information are designated in bare ford. CDrrasima Finish ■Stalnless Steel )=Gold Coat MHDG ETriple Zinc 112 Continued on next page a c x Hangers Face Mount Hanger Charts MiTeW Joist,sin USP �' Stock Nm - Het No. ' Steel Gauge.. :Fasleded8ehedWe'� .. 'OFlSJ' - ' ¢ • Rol. W .H 1D� A - NO, Idax ': Hall _ - : Nat Flux. Soot UPtdt 1g0%F 1155 12S% 160% JUS24-2 I LUS24.2 1 18 3-1/9 13-7116 2 j 1 I - 4 16d 2 16d SDS 920:1 965 I 325 SUH24-2 U24-2 I 16 3-1/S 3-1I8 2 1-1/8 _ 6 tOd 2 10d 750 840 { 910 { 3B0 6 16tl 2 Intl -. BB0 10001 10801 380 (2) 2 X 4 HD24-2 HU24-2 14 3-1/8 3-12 2-12 1-1/8 - 4 16d 2 1Dd 615 695/745/ 385 HUS24-2 - 14 3-7/8 3-7/16 2 1 4 16tl 2 760850 9654 1040 I 495 HU524-21F 14 3-1/8 13-7/16 I 2 1 4 1 16d 2 16d .850 965 1 IND1 495 j ..PJUS26-2 .,.-:,°.I;LUS25-2-" -1` 18 ' .3-118.1 '5-114� 2 1 1 `-- C--V-16d I -4' :11561104D� 1185.112201 1355 WH26-2 : .'. t'626-2 it' 16 3-1/8: S-7p6., ",2 _ 1118 1__ ., 90• `10d , .4 10d 11250 1405115151 755 .10 1 16d .I .4-,{ 10d 147011670, 1BW • 755 40244 ;: - 1_ HU24-2" :. { ' 14 .I 3-1/8 1 342 12-12 ("1-1/61= - j -4 •1 '16d 2- 10d I Ills .1 695 1 745 1 38S j 'HUS26-2.:.= - 11=26 2' .-" : 94- 13-1/8 : 3-1/4: 2 I 1 - ` 4-- 16d I 4- 16d 1085 1235 13DO1 1155 (2) 2z6 " , -1 HUS26-2ff -:1..HUSC26=2 3" 14 ..3-1/8 .1. 5-1/4 t 2.: I 1 4 j 416d 11'4-j I6d 1085 1 12351 13DO1 1155 :HU26.2 ..14 3-1/B 5-.1/4 2-1/2 7-18 00 '8 12. - - 16d 1Dd 1230 1350120BSi22351 1390i 14901 780 1170 - -�6 -�IMEfi2ff "' :HUC262 -.14 : 3-1/8 5-1/412-12. 1. 1- - 1 a a 16d 1 - "4 IDd 1230 11850. 1390 2085 1490 27a51. :780 1170 I Max 12 6" JUS26-2 I LUS2S-2 I 18 3-18 5-1/4 2 1 - 4 16d 1 4 16d 11040 1 11851 12201 1355: JLIS28-2 LLIS28-2 18 3-1/13 7-1/8 2 1 6 t6d 1 4 led 13251 15101 1W1 1355 SUH2G2 U26-2 I 16 3-1/8 5-1116 ( 2 1-1/8 - 1 10d 4 10d 1250 1405115151. 755 100 lad 1 4 Ind 1470J 1670 1BOO1 755: SUH28-2 - 16 3-1/8 6-1/4 2 1-118 _ 72 10d 4 10d 1500 1685 1B15 - 755 12 led 4 1Dd 1765 -1915119151 755' HUS26-2 HUS26-2 14 3- 18 5-1/4 2 1 4 16d 4 16d 1085 1235' 13DD I 1155 HUS26.2F HLISC26-2 14 3-1/e 5-1/4 2 1 4 16d 4 16d 1085'-9235j 1300 1155� HU528-2 I HU526-2 14 3-1/8 7-1/8 2 1 - 6 16d 6 166 1625 18501 19951 1870" (T)2x8 HUS28-2D HUSC7&2 14 3-1/8 7-1/8 2 1 - 6 16d 6 16d 1625. 18501 1995 1810 5 11026-2 HU26-2 14 3-1/8 5-1/4 2-12 1-118 NOD Max 8 12 1� 4 10d1230. 1050 13901 .2085 149D 2235. 780 1170 R5 6 H026-21F HU026-2 14 3-1/8 5-7/4 2-12 - Mn 8 16d 4 104 .. .1230 .7390 14901 7" 1170' � 12 6 7f H028-2 HU28-2 14 3-1/8 7-1I8 2-72 1-1I8 Mm � 10 14 16d 4 10d 1540 -17351865 . 780 6 2155 2430i 2610 .1170 HD28-21F HUC28-2 14 3-1/8 7-1/8 2-12 _ Mm 10 1� 4 lad 2155 1735�.1865 243012610 780' .1170 Max 14 6 JUS28-2 "ci.I LUS28-2�: .--18; $1BV .7718 - 2'*. T�. -- -6 :-lWz :4. 76d• 1325 1510 1645 7355 JUS270-2 L`�; .LUS210=2.1 ".18 3-1/B'�L'9-1IB 1:2 t- -. ]--8 i 161" `6.1 i6tl: 1845 2105 2290 1 1980 rl . ... . ..' SUH282 - , - .: 16 3-1/8 ..,•- =6-1/4 .-• 2.:7 - 1/8 '- .. -12 ..Intl - 4:• -Ind. 1500 1685 '1815., ., 755.. - 12 16d 4 1 10d 1765.I 191511915 ' 755 - . SUH210-2 :'.. U210 2 :. 16 ' .. : ;. 3.1/8 - _ S-9/16 -"2 .. 1 1/S .- - 16 tOd- '.fi - Ind I20DO 2245 2420 ,1135 - '16 �:-166t . 6-i 1Dd. 2350 2670. 2880 1135 : HUS282 -: 'HI1G28-2 - .14 -3-1/8 7-1/8- -2 1 - -•. :6 "I 16d- 6 16d 11625 '1850 1995 '1810- HUS28-2IF- -_ HUSC282-.'-"-'.14=..3-118. ":7-118,- `2" ' 1: fi `.16tl 6' 16C 1625 1850 1995 7870. ' _4;)2x10 HD282 - -HU28-2-14 �HUCZB2 3118`. 71I8 212. 1-1/8. .- him Max 10 14 - �16d -"4 -.. - 10d 1540 1735' IBM [ 780, 6 I .. 2155 2430 26101 1170 . H028-21F � .'14 31/8.-:`71/8 2-)2 fid.:10 .i6d.., .. 4. 10d': -- 1540. 1735 :1865 780. Idax--14. 6r_ 21531-2430 2610 i1170- - - _ HUS210-2'- - ` HU5210-2';. ;14 34/8 9-7/8 2" b 1 - _8 16d . 8 16d 2170 -2465 2�0 2210: HMID-21F!•A HUSC210-2• .14:': 3-1/8 .91/8" ,2 .'- 7 - - '.8 .16tl' 8- j.-16d. 2170 '2465 2660 .2210 - • - ;N0210-2 . ,.-.. _ .. ... HC21421F _ =�Maz. HU210-2 ^ ....v �.F711C2f0-2 4. ' :-74 14' 3-IIB 37B '. =: B -`-9 2 12 272 1-1/B i- :..Mm Min Mar :14 .20 A9 -28 - :. 16d ]fid - - 6'. IDd . - ' 10d 2155j'2430 2610. "117D F - 10 -: 6 :2155..2430 30M 3475. 3M .2610 :"1170 - :10t-3475 3725 -1950 - HDm21D-71F> • -: ,101G0210 2 .;1'" 14 '3-114 - 9 ..3 r-; d-12 == '. -12. 1 1N33 8.: WS3. b075..5590 5590 .2975 : 31, R7, F32 1) Uprit bads have been increased 60%Inr vdnd ar sEdsmb loads; no lurther increase shag be permitted. 2)1 ad sinkers (0.148 d'a. x 3-19' long) may be used at 0.84 of the table load where 16d wnmots are specified. This does not apply to JIIS, HA MLt6 stand nag hangers, 3) For JUS and HUS hangers: Nails must be driven at a 3D- to 45 angle ltuough the joist or truss into the header to acldeve the table bads ., -sl A 4) WS3 Wood Screws are 19' x 3' long and are included with HD0 hangers. 5) NAILS: Intl nails are 0.148' dia. x 3' long, l6d are 0.162' dia x 3-12' long. New products or updated product irdonnam are designated in blue fort H Corrosion Finish Stainless Steel 06DId Coat LHDG UTdple Zmc w 114 Continued on next page Corrosion Finish EStainless Steel E-JGDld Coat M-HDG NTdple Zinc Hangers I Face Mount Hanger Charts M He k® . 'Joist Sire - USP Stock No. - Bet No. Sinai Gauge -Ounensions (m) DF/SP .. : Allmrable lnads(Ibs.) e o M . Code Bel. Header ' -.'.- Joist ' - W H D A MiN Max Naa - fitly -- Nall Floor .,.Roof llpi'dt' 1DD%115% 125% 160% SUH314 I U314 16 2-9116 10-MG 2 I1-1/8 _ 18 ! 10d 6 ! 1Ddx1-12 225012525 2725.1 1135 18 16d 1 6 1Ddxl-12 2645130DO 30103 11351 H0314 HU314 14 2.9/16 11.5/16 2-12 1-18 Min 16 16d 8 1 10d x l-12 2465 1 2280 29e0 1 1780 Max 24 12 3695'14170 4435 24195 :{ 3x16 H0314ff HUC314 14 2-91I6I 11-5116 2-12- Min 16 16d , 10dz1-12 241112 4113695' 127804170 44351 T980j i2BOj 2045 1 Max 24 12 H0316 Hf131fi 14 2-9A6 13-Sh6 2-12 1-118 Min Max! 18 26 i6d 8 10dx1-12 2M 4005(4435 3125j 3355. 4435'I 1560, 2D45. 12 HUC316 kk 14 If 2-976 13-5/6 2-2 _ ,Main 16d lod 74435 3j1334 4435:1 1560.HD3160 2M [4 3 x8; i} HD38-2 i HU3B-2' - 14 51/B 6 7/8 2-12 i Ve l Mln ( ]0 t6d :.::-. 4 10d : 1540 1735 � 1855 ( 780. : j Max -14 6 21551243012610 1770 HD38-2 HU38-2 111 ( 14 5-18 6-1/8 2-12 1-1/B Min 10 16d 4 10d 150, 1735 1865 ! 780 ! Max 14 6 215512430 26101 1170 (2) 3 x 10 H0310-2 HU310-2 l .14 5-1B 8 2-12I 1-1ie f Min Max 74 120 ! t6d 6 ! 10d Z15512430 MO 1170 70 3080 ! 3475 3125 ! 1625 (2)3x12`ND3123�HU312-2 -'�_ 11I 777i{ 74 Ii-18. 10 `'2-121-18 m j. '16d. .2_1- 10d Za 17 4ZTBO �: (2) 3 x 14 4 RD312-2 HU312-2 14 5-118777 10 2-12 1-18 Min Max! 16 24 16d 8 10d 12465/2760 2MO:1 1065 1 12 359514170 1 44MM 2340-1 JUS26-3 :.... `.; WS26.3' ..: 18 14-5181 4,12 !. 2,j 1 .._-- . 4- 16d . -4 ::1 ..36d I IM11185112201 1355 ;SUH2fi=3 � U2o-3 16 4-5/8-� S-1/4- - 2 - 7 -(-!-. ! 1 B . , 10d j- 2 10d .,: 70D01 7120 1165 310 B.j 1fid •2 (10d'' j1165 11165 11165! 380 (3)2x6 .-iiD26-3-.. _. -. jHU26-3- 14 4-5/8:74-72 _. )I 2-72�1 .. �8 Mm:1-8' i6d �. 4 10d.' ! ..,. 1730113911149D 1 788•! 5, Maz'-12 .6 YB59 2065 22151 1170 r' i1026-31P'_ �' t 17 HUC26-3�. - 14 - 4-S& 4-V2 f7 2-12 - Min: 8 16d 4 1 10d .-.j 113D! 1390 14901 780 F2 Max- 12. 6 1850: 2085 ?135 1170 JUS26-3 ! WS26-3 18 4-SM 4-12 2 1 4 166 1 4 16d 1104011195 ! 1220 !. 1355 JUS28-3 ! WS28-3 18 4-58 6-38 2 1 6 16d 4 16d 1 1325 1510 1645 1355 SUH26-3 1126-3 76 4-SIB 5-1/4 2 1 - 8 1Od 2 10d 10D0. 1120 1165...WO:- B 16d 2 10d 1165 1165 11651 3B8 :'! 2 B HD26-3 HU26-3 14 4-5/e I 4-1 1-18 Min B l6d 4 10d 1730: 134-1/22-12 1490 780 Max 12 6 7850' 2085 2275: A 170 (3) x HD26-31F BUC26-3 14 4-5/8 4.12 2.12 _ Min 8 16d 4 1 10d 1130 1390 11490:! 780 Max 12 6 185012085 22351.'1170 HD28-3 - 14 45B 6-3/8 2-12 1-1/8 10 16d 4 10d 1540 173511865 - 780 ' 1 Max 14 6 2155 2430 2610: 1170 HD28-MF - 14 4-5/B I 6-3/8 2-112 _ Min 10 16d 4 10d 150: 1735 1865. - 780 Max 14 6 Z155 2430 2610' 1170 JU52B-3::- .:_:1 6US28-3r. ; :. 18 :4"SB is G38 ;: 2'�a-:.'1` -' 6. --16d' 4 - :[-16d ::. 1375 1510 1615: 1355 -- . JM21D-3 �= -: LU52f0�?-: 10 4-5/8 8-'3IB:5 `8 . 1 = 1 B :16d. 6 1 -16d 1845 2105 = 1980' .. - "..: SUH210-3 -: • . U210. 76... 9-5/B: 1 8-33, ...'. 2:_ 1 ... - '14 :90d•- '. 6: 1 ' 7Dd . 1750 1965: 2120 .1135 . -74 '16d: i 6::' r tOtl .: 2060 2335 2520j:.1135 1 111 14 4381 1 6-WS 2-12 198 Max 10 74 . - , Y6d '4 10d :'. 1 1840 7735 1865: ':.M.. -6 : 2155 2430 261a 1178 (3)2x10`. HD78 31F - .... 144-53 } ! 6-3/8 2 i2. - Aft ` 10 - t6d :- .. 4 :, 10tl - 1so 1735 18r5 :760' Max '7d :.6 2155 2430 2610 117D:= _ - - HDZID-3 ' _ HU210-3 , 14 4-53 8-1/4 212 1 78 Ubi -Ma -14 .'20 =; - 16A -. 6 10 '` '- Add - 2155 2430 WO 1170. 309D 3475 sm -.1950. t HD210-3IF HUMD-3 • . 14 4-5/8 B-V4 21/Z Ft , Min:- 14 i6d:� : 6 10d- 2155 2430 2slai 1170, 'u Mar ,.20, -10 3080 3475- - 3n5 1950 - HDD21D-39: .. j-HU=D- '�14 4-5/8 j 9 -. "3- 1-12 12 ::WSi : 6 -1' r W53 c• 15015. 5590 5i90 1. 2975 :1 1131. 111, F32 1) Uplift bads have been Increasetl 60%for vdnd or seisinie loads; no further Increase shall be permitted 2)166 sinkers (0.148 dia. x3-1/4' long) may he used at 0.84 of the t3hle load where 16d commors are specified. This does not apply to JUS, HUS, MUS slant nail hanger: 3) WS3 Wood Screws are 1/4' x 3' long and are Included with HDO hangers. 4) NAM 106 nails are 0.148' die x 3' bng, 16d nails are 0.162' cis. x 3-12' tong. New products or updated product bdormatim are designated in blue tont. x W Continued on next page 117 Handers Face Mount Hanger Charts lia IVI ka _ - Size ' Stock No. "Aet wo. teelMin( Gauge ,6imensions ME Faslcuff SchedulezM DF15P' lnads� - ��.. eJoint u ¢ - Ref. ' :W H -- ` D A Mai -:__ Nall i3Otp160% t01125%1 PI U.Code- JU546 { L1444B 18 3-S/8 5 2 1 - 4 I 16d 4 16d 1 Y0401 1165 17.20, 1355 S1D146 IU46 16 3-M6 4-13/16 2 1-VS _ 110 10d 1 4 { 10d 11250{1405 1515:{ 755 1BDO I 755 10 16d 4 { lid 14701 167D- HIIS46 HUS46 { 14 3-5l8 1 5 2 1 4 16d 1 4 16d 10651 1235 13001.1155 1 4x6 HUS46F HUSC46 14 3-5181 5 2 1 1 4 1 16d 1 4 1 166 110851123515001 1155 1 HD46 HU46 14 3-9/16 5-1116 2-12 1-118 PDn 8 t6d 4 tOd 12301 13901 1490 1 7a0 Max 1 12 6 1850I 2085 2235E 1170 IN HD46F FNC46 14 3-9/16 5-1/16 2-1/2 - Min 8 16d 4 10d 123017390114901 780.. MeY 1 12 6 1850E 2085 1 2T35 1 1170 - .. iuw,.T-:=-11.U54fi' Y 1B I3-51aI ---:5d 2 1 t :r - :{',4:-1. 76d' 4`1 16d`.' 11D40111a5' 11220E 1355' JUS48'• : _" IUS48 -.i _18-. 3-5/81.-6-7/8` I+ 2 ; l'- 6 16d'1 4 -1 16d. 11325.11510 1645 1355 - SUH46 ;.. i U46 . ;16, 13-9p61 4-13116 I .2 i 11/8 -10d' '4 .1 10d '.. ; 1250 14DB 1515E 755 .} 70, -...16d I 4 ' 2pd Y470 1670 1HD0' 755 NU546 r.: __ 51U546 ,.:1 74. 3-5/B " 5� 2 -. 1 .. _., .. 4 `t6d 4 -1 16d --- I Y0H5. 1735113DO 111S5 1 - -. HU646F `---- RUSC46 1 14 3-SAI -,-5 1 2 1--1-' -' 4 75tl _d.;1 16d. '11p85{1235. 13DO.I 7755 '1 :'. HUS4& ["1 JitrA -14 . -3,0. 7.:., 2--1 1 :-1 %.- t 6 16d 6 1 16d_ - 162511850 119951 IB10 4 x 8 HUS48F .I'HUSGB'A 14 i'3-SM �7 1,.2 1" 1' -= 6 1 166 �6.1-."16d-. 116251 1B501 19R5 1810 HD46 _--� f1U46 -.14 3-911H- 5-1116=I2-12� I. '. ] 1IB 111E Min .1. a . 1 16d. 4 1 - ' 10d .-- 1230 1390E 1490E 780 Max; .12 6j 7650E 2085 2235 1170 _ HD46171 -. 1 1NC46 -- 14 3-9A61 5-1116 :! `I 2-121 Mln- . 8 16d 4 - ;� ' - 10d _ 1230I 13M 1 1490 1 '780 .. 5, R5, „Max 12 11850E 20H5 2735 1170 HD48 ] H1118 - . 14 3-9/16i - li-ISMG --I - {2.1211-118 1 1- "- wn 7a t6tl I ' 4-- 10tl 1540 1735 1865I 780 F2 .Max. 14 6 11s- 2430 26101.1170.. i H048F .. �., 111 HUG48': j 14 3-SA6I 615116{2-121 ° 1 tOd �. Max-�. 14 6 2155I 2430 26f0:1..11 0, JU548 LUS48 18 3-5/8 &7/8 2 1 6 t6d 4 16d 1325 7570 1645 1355. JU5410 LU5410 1 18 3-5/B { 8-718 2 1 8 16d 6 IBd I IM 121051 2n29Dj 1980 SUH410 1M10 16 3-9/I6 8-3I8 2 1-18 - 16 1Dd 6 I- 10d 1 2D0p 1 2245I 24201 1335 16 t6d 6 tOd 12350'12670 2680.E 1195 HUS48 HUS48 14 3-5/8 7 1 2 1 6 16d 6 16d 11625 1850 1995 1 1810 HUS48F HUSC48 14 3-5/8 7 2 1 6 16d 6 16d 11675I 18.50 1w .1810 HD48 HU48 14 3-9116 &ISM6 2.112 1-1/8 Min 10 16d 4 10d 1540 1' .7665 Max 14 6 55512430 2610 4x10 HD491F HUM 14 3-9116 6-15/16 2-12 _ Min 10 16d 4 tOd 1540 1735 1B65 Max 14 fi 2155 2430 261011704 HUS410 HUS410 14 3-5/8 B-7/8 1 2 1 1 8 16d 8 16d { 217D 2465 26601 2210 :I HUS4101F HUSCAID 14 3-5I8 &718 2 1 8 16d 8 lfid 1 21701 2465, 266G: 221D . HD410 HU410 14 3-9/16 &13/16 2-12 1-1/8 Min 14 Y6d 6 10d 21551 2430. 2610E 1170 Max 20 10 3080 {':3475 3725 1950 ND410F HUC410 14 3-9/16 &13116 2.12 _ Min 14 16d 6 10d 2155 2430 151n,. 7171E Max 20 10 T3090 .3475 3725. 1950 51) 101F HUC0410 14 3-9116 9 3 1.12 12 WS3 6 W53 5015 5590 5590. 2975 31, R1, F32 1) Uplift loads have been Inarased 60%for wind orseismic loaft no fuller Inaeese shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4' long) maybe used at 0.84 of the table load where 166 commons as specified Inds does not apply to JUS, HUM, MIIS slant nall ems. 31 WS3 Wood Saws are 1/4' x 3' long and are included with HDO hangers. 4) NAIL& 106 nails are 0.148" dia. x 3° long, l6d rails are 0.162" da. x 3-12" long. New products or updated product irdam ad on are designated in blue fomL Corrosion Finish ■Stainless Steel ---Gold Coat EEHDG ETriple Zinc r INIMUM GRADE OF LUMBERIsChard 284 SYP J2 SPF JI/J2 or bolter lll Chord 2E3(o) OR 20 SP #2N OR SPF p1/t)2 or bettor Webp 20 SYP 13 or butler (-),W MAr BE RIPPED FROM A See. OWQIU D DH wvGARl) (-e) ATTACH EACH VALLEY TO EVERT' SUPPORTING TRUSS, WRHe (2) 10d BOA (0.130' E 3.0 RAILS TOE —HARED FOR �no 00�. ASCE 7.10 ��H Ww. _ MEAN HEIGHT, ENCLOSED BUILDING. FXP. O. RESIDEHCIAL, WIND TO DL-3 PSF. CUT FROM IMOEn AS REQUIRED 4'-0" Max ,iS4 Ew4 8'-011 Max G UNLESS SPEUIRED ON EHOINE s SEALED DESIGN, APPLY 1M T—BMOE, COIr LEHafM Or nE[R Y�9,5LEY p0. SAME eP8oIE4 N10 OMOU OR DE.T.fE.R��. ATTA0NC8 EQUALLY SPACED MIT YAC,V. VAIACY W Do ORIATUE NTH1N 7'-`o OMC No, MMMUM VALLEY VERTICAL HEIGHT MAY NOT EKOEED 12'-0', TOP OHCRU OF TRUSS BENEATH VALLEY SET MUST BE ORA0E0 WRHI PII1I10,'Aq x TTACHED, RATIO SHEATHING APPLIED PRIOR TO VALLEY TRU88 INOTAUA,Iva . on OP UNS AT 24 00. OR AS OTITERWISE SPECIFlEG ON ENGINEERS' SEALED D610N Err NOPALLEY TRUSSES SEUS.US DDI NIN LIED OF PURLIN SPACINO AS SPECIFIED ON (,,,)NGRE•IeHTN 1rIE PURUH lPACRIa MR SRACII,O THE TOP CHORO OF THE TRUSS pENGTH 1HE VALLEY n NFASVRFA ALONG 7H6 SLOPE OF THE TOP CHORD. (") IIMER GSPAQEEO 12FAu ;BE BUILT AS LONG AS 1. IE VERTICAL HEIGHT DOES BOTr0M CHORD MAY BE SQUARE OR P00HED CUT AS SHOWN. � VM I.EY C (2)12d SQUARE CUR PORTOSQUARE CUT -,)ME NAIL VAL= CHORD pOrNM fl RO VARLET. 97�'YTG OPTIONAL STUB END VERTICAL w cL r r-1 r r—r [nation bnohlp Is not IN nrpoor@Ra o1 IIuAr d krogr, pla 1 monWi �■ hdr bon lobrlwla, prnalG rnclInop Baum an In"llalled to Mk Perri SOUTHERIU mMoe Itpa dMIo enclion bnchlp ov Is shop ngahad to prevant I Fort PlerCe DIVIeIon and dondnI dadnp rncDam amf pHmomml bmcinp which may by nql TRUSS 26 2G N IOnOa tG hna , rTppaaec BP app wilvnr, See'13 1 Summ vhoel LbmmealoG and Mir Fort lorco, FL 4OBC rMkm la Aondthp1 hDlaNnp & bmcbp onlol plole cnmrclN Bbbd I=U COMPAIVIES (BOO)232-0500 (772 4e4-41 p0 Is Dw l0 6e mchd cad fnlenrd IT III Mid In c dmi R and PMnb .n,y/.w.rvin..u.,,..-, For. 772)310—DG1G rhH. no ahaoDnp b oppMd db'ocly to Nr to bards, Re) shad 6e bm . a rpvaNrd on Ne InnE HIgn, Thwas chop be Rmndle Idlh mmumWe am ' I 0 Iv Ida OPTIONAL HIP JOINT DETAIL a TO LL 20 20 PSF TO DL 10' 15 PSF BC DL 10 10 PSF BC LL 00 OO PSF TOTAL LOAD 40 45 PSF Ii7P41aI rxm 1.25 1.25 cFcq SPF HF sp DFL jSPF e o HF SP 0 DFL ZI F SrCDS)FPL E o � r Bm, I6rnnea R a2 SOUTHERN Fort Plerce DI TRUSS EF"rL Plulee �FL D4 COMPANIES(Boo)zsz-osoB 77z)4 M4J/.......w"nw...... Fae.(771)] B-a0 Bo I I TO" °a �N,1 i rmrn_ I=9.25. EXPOI c1 r- thl rup9nilm IM %eBLE InUSS DETNL NO101 Uvt LOAD DEFLEDnoN CRrrmiA Is L/E40. PflDNDE'UPLIPT CDNNE�DNe FOR 1Da LP CONNNUOUs BCMINv. La PSF 1D DFAD IDAD a�URaan�919 UWf F/� D9oVFA1V Na•v%Dls" . PLTr pyER 0• A l FAC BRADE W1N1 lad KMLS TjJ,�J FOR I7 �L' BMCE. SPACE NNLS AT Z" OF 71.11 ppREN�q) 'L 0muEa1.sPAUE NA119 AT ON S 1B EN .ZONES AND a Do. BETWEEN ZONES. RWHIIl BE A MINIMUM DF COX ar WEB B DAS vERn P1 TE siz a 10 DP 0 gs ry_O ln4 0 Rn3 DRFAiEp TFVW A-0', BUf Snh LEBs 11wN 11 —B'� 7.ea ORFA En D fl sB o R PFAK sPUOE AND HEEL PUIEs. cm I ORlmun Totol Load 66 PSF SPACING AT 24" U.C. �icztA Rippyb;ack ®�taol MINIMUM GRADE OF LUMBER Iup Chord' 2x4 SW #2 ur balfir Butt Chord 2x4 SYP 12 or bettor Web. 2x4 SYP f7 .r bettor NEFER TO SEAED DESIGN FOR DASHED PLATES SPACE PI00Y51CK VERTICALS AT 4' GC MAX T NAµf DIBOORTTO CHR DOIF ECfl9 E. MUST BE STAGGERED 50 TIVT ONE SPUCE ATTACH FORUMS TO TOP OF FLAT TOP CHORD. IF PICOY84CK YBAPIE04OTpMOCCHOFFNG TE PLIED 0EAHHEPRDOBdITIOTRUSS. REFER TO ENGINEERS SEALED DESIGN FOR REQUIRED PDNUN SPACING, THIS DETAIL IS APPUCABLE FOR THE FOLLOWING WIND CONORIONSe L(d-O—MPH WINO, 30' MEAN Nor. ASCE 7.10 CLOSED BLDO. LOCATED ANYWHERE IN ROOF, 1 Mi. FROM caller Cxr 1 ExP C. WINO TO DLr PSF, ,WIND SC DPSF E9EDBN03GEW HOT. FIE NiHKCl0LD0.1DTED ANWDour WIND To DL-a PSF, WIND BC DL-S PSF. WEB BRACING CHART WEB LENGTH REQUIRED BRACING O' TO 7'9" NO BRACING 10 -r" BRACE. SAME GRADE; Sp CIES AS WEB 71e" TO 10' MEMBER, OR BETTER AND BO% LENGTH OF WEB MEMBER. ATTACH WITH Ed NAILS AT 4" 0/C. 2x4 "T" BRACE SAME GRADE, SPECIES AS WEB 10' TO 14' MEMBER, OR BETTER AND BOY. LENGTH OF WEB MEMBER. ATTACH WITH 1Gd NAILS AT 4" O/C. JOIN' SPANS UP TO TYPE 30, 34' 3B' 52, A 2x4 2.5x4 2.5x4 3x5 B 4x6 5x6 5x6 5x6 C 1.5x3 1.50 1.5x4 1.50. D 5x4 5x5 5x5 5x6 ask ATTACH PIOGYBACK WITH B'xox1/2" COX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES 0 '4'—O' O.C. MAX. ' W1/ a r— r—r T r--t g Erection bradng Is mul the respoulbilly of Imn dnlpnsy plate mamdactumr nor Wn fuldcolor, ptnan erecllnyy Imam om eoulkned to seek Robalmol advice rnaldeny erection bmdhlg which Is ulrm regdred to prevent toppling and dadnoi g LW tHdlan; and yyermommil bru*g which may be requlmd In spOft oppr=UonL See 'SCSI —DI SummoG shelf Cammnl®y end Pcomme4— defim0 Iv hmldrng, hxfuN It bmobtg meld plole Bounded wood Imsses' (IPQ. Trunn an to be ereeled wd fastened In fasferxd In u straight and phnnb ponllon when no shout b oppRed dhclly In the Iop show" wq Ad 6e brand as tpsegad on the buss design. Tmnes thug be handle with reasonable wT dAg jotOm to fecal dmW _._— " IC C Maximun Loading 55pof at 1.33 Ouratlon Factor 50psf at 1.25 Duration Factor 47psf at 1.15 Duration Factor SPACING AT 24" O.C. SCAB -BRACE -DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is Impractical. Scab must cover full length of web +/- S THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS REQUIREDAT'l/3-POINTS OR PBRACE IS'SPECIfgEO. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 1Dd (3" X 0.131'1 NAILS SPACED 6"'O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. �\ MAXIMUM WEB AXIAL FORCE 2500 Ibs MAXIMUM WEB LENGTH=•i2'-0" SCAB BRACE 2X4 MINIMUM WEB -SIZE. MINIMUM WEB GRADE OF43 Nails / SecBon DefaH Scab -Brace " Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETA(L Nailing Pattern . L-Brace s¢e Nail Site . Nail Spacing 1x4or6 10d 6PD.C. 2x4, 6, or 8 16d 8" D.C. Note: Nail along entire length of L-Brace..' (On Two-PVs Nail to Both Plies): : '. WE Web L-Brace must be same species grade (or better) as web member. Note: L-Bracing to be used when continuous lateral bracing Is impractical. L-brace must cover 90.90 of web length.' ' L-Brace Size for One-P)y Truss Specified Continuous Rows of Lateral Bracing 1Neb 5¢e 1 2 2x3 or 2x4 1 x4 2x6 US 2x8 2x8 — DIRECT SUBSTITUTION NOT APUCABLE L-Brace size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web S¢e 1 2 2x3or2x4 2X4 ... 2x6 2x6 «. 2x8 2x8 •» — DIRECT SiASTITUT70N NOT APUCABLE T-BRACE / I -BRACE DETAIL 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 rD&ert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size NailSize, Nail Spacing 1 x4; or 1 x6 10d 8" O.C. 2x4 or 2x6 or 2xB 16d 8" o.c. Note: Nail along entire lengthvf•T-Brace L I -Brace (On Two-Plys Nail to Both Plies) . . alternate position !; } SPACING 'Mrs.9 Nails Section Derail T-Brace . ' web alternate position Nails web I -Brace Naps T-BRACE Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size' 1 2 2x3 yr 2x4 tx4 (7 T-Brace 1 x4 (') ]-Brace 2x6 1x6 (7 T-Brace 2x6 I -Brace 2x6 2x8 T-Brace 2xB I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2xB PS T-Brace 2x8 I -Brace T-Brace / I -Brace must be same species and grade (or better) as web member. (q NOTE: If SP webs are used in the truss, U4 or US SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-BraceA-Bram For SP truss lumber grades up to #1 with 1X bracing material, use IND 55 for T-Bracan Brace 0 0 . Ns5 Iruss lype Fly Grenadine MW-6&Grenad1naSpec Al Roof Special ILRY 1 1 Job Reference (optional) ... _.___ _. __._....._ ____ _ __. _. _ . _ ID:gk72aeHo_wygRu35gO0rgTyMFnX-b341gdR?JGlmm�lM7bilRpBPH5mL7glskikzl' yA 231-8 6.G8 12 c 7 — Dead Load Deft. =5/16 3x4 4%5 G 4 8 5 2x4 W 3x6 11 3x6 G <W4 S 10 3x4 i 34 11 , B NOP2x STP= to 2x4 II NOP2X STP= 11 2x4 II 2 7 16 15 12 i Iv 0 1 . 5x8 = 14 13 1 1e 18 3x8= 3x4= 4x6= 3x4= 3x5= 3x5 = 5,6 = 2x4 II I 70.I 10 1 aI 3%o-11f1L-]5 I n-n-0 Plate Offsets MY)-12:0-4-12,Edgel. f5:0-2-4,0-2-01. f6:0.2-8,0.1-01 T7:0-54,0-2-81 fll:04-12,Edgel 117:0-5120-341120:0-2-30.1-01 f22:0.2-30-1.01 LOADING(psf) SPACING- 2-M CSI. DEFL, in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.22 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.52 16-17 >929 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.19 11 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 2461b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 •Excepr B2: 2x4 SP No.3, B4: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W2: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-25), 11=0-8-0 (min. 0-1-10) Max Ho¢2=243(LC 8) Mix Up]NQ=-549(LC 8). 11=518(LC 9) Max Gmv2=1945(LC 1). 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-6 oc braclng. WEBS 1 Row at midpt 5-16. 7-16 FORCES. Ob) - Max Comp.lMax Ten. - All forces 250 Ob) or less except when shown. TOP CHORD 2-3=34231883, 3-0=-3514/931, 45=3498/957, 5-6=2469/683, 6-7=-2107/675, 7-8=2394/663, 8-9=3009/800, 9-10=-31531779, 10-11=34191839 BOT CHORD 2-19=-887/2975, 5-17=l70g54, 16-17=-811/3091, 15-16=332/2064, 14-15=454/2554, 13-14=-4542554,11-13=-61212982 WEBS 3-19=5161250, 17-19=-8702952, 5-16=1218/531, 6-16>1741738, 7-16=142279, 7-15=209/606, 8-15=7171366, 8-13=1251553, 10-13=363260 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf, 11=1 BR, 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) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 2=549, 11=518. LOAD CASE(S) Standard \\�\�6\ 1 E 6051 `1 ` I �y STA QF * S /���jS 0NA.' I ENG��\\\�\ fJo� toss toss lype LAY FlY GrenadineC IMW-6&GrenadneSpee A2 Roof special 1 , Jab Reference (optional) wumem 1 Nsa, r, rierw,'L' .waa. Dead Lead Deft. = 5116 in 6.00 12 NDP2x 2x4 II 2 3x5 = 5x6 = 5x5 = 6Xr= 5x5= 7 7A5 13-1A 20.0.0 25-1-8 32.3-6 40-0-0 ]JLS RJL11 r�11_n C1_P ]-, ]_0.P Plate Offsets KYt_- 12:04-12,Edgel, 15:0-2.4,0-2.01, r8:0.2-8,0.2-01,111:0-4.12,Edael, I17:0-512,0.3-41, f20:0-2.3,0.1.01, r22:0.2.3,0.1-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.96 Vert(L-) 0.24 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.6616-17 >862 180 BCLL 0.0 Rep Stress Ina YES WS 0.67 Hoa(CT) 0.21 11 rua n1a BCDL 10.0 Code F13C2017/rP12014 Matrix -MS Weight 245 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' T5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2'Exoept' B2: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' W3: 2x4 SP No.2 OTHERS 2z4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 11=0-8-0 (min. 0-2.5) Max Hom2=245(1_C 8) Max UpIi82=548(LC 8), 11=548(1_C 9) Max Grav2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 1 Row at midpt 5-16, 7.16, 9-15 FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3423/882, 3-4=35141930, 4-5=-34981956, 5-6=2442I676, 6-7=-2315f7l 1, 7-8=22547704, 8-9=2634A14, 9-10=32071864, 10-11=-34091866 BOT CHORD 2-19=8882975, 5-17=1707756, lr.17=81213090, 15-16=42612341, 14-15=-6402961, 13-14-6402961, 11-13=6402961 WEBS 3-19=-517250, 17-19=87112956, 516=12561543, 6-16=44711675, 7-16=-855/380, 7-15--448M53, B-15-1717754, 9-15=823f399, 9-13=01327 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=5.0psh BCDL=B.Opsf; h=161t; 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 chard rive load noncancurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Q[=1b) 2=548. 11=548. LOAD CASE(S) Standard e`?� iM I a< ����'�� < 03 �1'EiVs;� , PEk6051v t1STA/ S p /07-1 �-10?11' 7 o�ll I i tNGk� \\\ 2 Job Twss truss type Grenatline-C MWF&Grenadlne-Spec A3 Roof Special 1 1 Job Reference o 'onel southern 1 Nss, M Plel ,rL.J"l nun.v.•_,aw,c Zvi ur,u,,.....-+.._..............,�..........-..-..... ...�__..._. ._._.__. __._.__. ID:gk72aeHc xygRu35gDDrgTyMFnX-XRCo5JTFqu7V7551dbiW HINRMbnEBCCD25by yB -2-0I I 7-1-0 I 14✓8-0-02 75 44511-2 6.11.6 2 Dead Load Def. - 5116 in 5x5 = .�,lr 3x5 = 5x6 = 2x4 II M 3X8 = 715 1&1-0 20.0.0 27-1-B 334Y10 40-0.0 7�5 6.0.11 6-11-0 7-1-8 &11-2 &114i Plate Offsets MY)— f2:0-4-12,Edeel, (5:0.24,0-2-01, fB:0-2-8.0.2-41, f9:0.2-8,0-3-41, N0:0-0-12.Edue1 f16:0.5-12.0.3-01 f19:0.2-3 0-1-01 f21:0.2.3 0-1.01 LOADING(psf) .SPACING- 2-0-0 CSI. DEFL. In (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(L-) 0.25 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.56 15-16 >852 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Hom(CT) 0.22 10 Na n/a BCOL 10.0 Code FBC20171P12014 Matrix -MS Weight240Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No2 *Except' BOT CHORD Rigid telling directly applied or 6-15 oc bracing. B2: 2x4 SP No.3 WEBS 1 Row at midpt 515, 7-15 ' WEBS 2X4 SP No.3 *Except* W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (sae) 2=0-&0 (min. 0.2-5), 10=048-0 (min. 0.2-5) Max Ho¢2=245(LC 8) Max Upllft2---548(LC 8), 10=548(1-C 9) Max Gmv2=1945(LC 1), 10=1945(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=,3423/882, 34=3513/931, 4-5=3497/957, M4 2444/673, 6-7=-236417D8, 7-8=2432/735, 8-9=2806/758, 9-10=3440/893 BOT CHORD 2-18=888/2975, 5-16=1 72/752,15-16=813/3089, 14-15=-488f2609, 13-14=-488/2609, 12.13=-659/2992, 10.12=-057/2995 WEBS 3-18=516/251, 1 &18=872/2952, 515=1252J547, &15=415/1662, 7-15=936/415, 7-13= 488/205, 8-13=202/910, 9-13=673/335, &12=0/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutr160mph (3-second gust) Vesd=124mph; TCDL=5.Dpst BCDL=S.CW,, h=16fh Cat fl; Fxp 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) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcumant with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=548, 10=548. LOAD CASE(S) Standard E Dead Load Def. - 5f16 in Sx5 = 6.00 F12 6 5 = 5x5 = 4x5 i 7 5 3x6 4 3x4 C 3x4 i Wp we 9 34 D NOP2X STP= g 2x4 II NOP2X STP= 10 `7 2x4 II 2 1 Al 6 5x8 = 15 14 13 11 cc j 12 d l4 18 17 3x8 = 416 = 3x8 = 2x4 II 3x5 = 3x5 = 5x5 = 2x4 II 7-0-5 1 13-1-0 M i 29-1-8 1 34o3-n I 8 40-0-0 I ccan Plate Offsets (XY)- 12:0-4-12 Edge?, f5:0-2410-2-01 f8:0-2-80-241 110:0-4-12,Edgal, 116:0-0.12.0-3-41, ft8:0-2-0,0-2-81, f19:0-2-3,0-1-01, f21:0-2-3,0-1-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.24 16-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.5413-16 >893 ISO BCLL 0.0 Rep Stress Ina YES WB 0.66 Horz(CT) 0.20 10 nda We BCDL 10.0 Code FBC2017ffP12014 Matrix -MS Weight 236 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 'Except* B2: 2x4 SP No.3, 83: 2x4 SP M 31 WEBS 2x4 SP No.3 'Except' W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. ,(size) 2=0-8-0 (min. 0.2-5), 10=0-8.0 (min. D-2.5) Max Hom2=245(LC 8) Max Upli82--548(LC 8), 10=548(LC 9) Max Gmv2=1945(LC 1). 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD .Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 1 Row at midpt 5-15, 7-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-3423/882, 3d=3510/931, 4-5=3493/957, 5-6=2451/671, 8-7=2426/698, 7-8=-26167764,8-9=-2986f795, 9-10=-3484/912 BOT CHORD 2-18=888/2975, 6-16=176f743, 15-16=813/3083, 14-15=558/2914,13.14=558/2914, 12-13=69013048, 10-12=690/3048 WEBS 3-18=514f251, 16-1B=8752942, 6-15=1235/547, 6-15=-39211610, 7-15=1085/475, 7-13=714263, 8-13=227/1053, 9-13=6312(30 NOTES- 1) Unbalanced robf live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.OpsF h=16R; Cal. 11; Exp C; Encl., GCpl=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates ere MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) except (It -lb) 2=548, 10=548. LOAD CASE(S) Standard -;13 1t STA mo0` JODI Truss Imes lype Lily Grenadine -0 MW-66-Grenadine-Spec AS Roof Special JVIY 1 1 Job Reference o tional 5x5 = 6.00 Ff2 5 3x4 Us 7 5x5= 6x5= 5 e 3x6 i 3x4G W4 W6 34 9 NOM STP= , 2x4 II 2 i 7 5x8= 16 15 74 19 1e axe = 4X6 = 4xB = Us = 5z5 = 2x4 II Dead Load Defl. = 318 in 2x4 10 7 NOP2x STP= 294 II b 11 Iqo 72 q 13 3x4 = 3x5 = I 41"N 13-i-0 RH I 28-5-8 I 33-9.13 1 40-0-0 I -RS G1L11 Plate Offsets MY)— I2.04-12,Etlgat I5.0-24 0-2-01 i7'0-1-12 0-1-81 I9:0-2.8 0-241 I11.0A-12 Edgel 117.OS72 WS-41 f19:0-2-00-2-81 I20:0-2 3 0-1-01 I22'0-2 3 0-1-01 LOADING(psf) I SPACING- 2-M CSL DEFL In (loc) Well PLATES GRIP TCLL 20.0 Plate Grip DOL I'25 TO 1.00 Ven(LL) 0.26 16.17 >999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -9.61 14-16 >785 72�40 BCLL 0.0 Rep Stress Ina YES WB 0.69 Horz(CT) 0.22 11 n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 240lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3"Except• W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 11=0-8-9 (min. 0.2-5) Max Horc2=245(LC 8) Max UpIIft2=548(LC 8), 11= 548(LC 9) Max Grav2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing dlrectiy applied. BOT CHORD Rigid ceiling directly applied or 14-12 oc bracing. WEBS 1 Row at midpt 5-16, 7-16 ' FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown. TOP CHORE) 2-3=3423/882, 34=3512J931, 4S--J496/958, 5-6=2449/671, 6-7=2425/704, 7-8=366611006, 8-9=3237/878, 9-10=33491928, 10-11=35091934 BOT CHORD 2.19=88812975, 5-17=175/746,1 rr17=814/3087,15-16=549/2861,14-15=549/2861, 13-14=5362743, 11-03=720/3080 WEBS 3-19=515251, 17-19--875/2948, Stfi=1244/549, 6-16=409/1653, 7-16=1078/480, 7-14--2B4ll026, 8-14=16681470, 9-14=22511009. 9-13=1391371, 10-13=274/205 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=5.0ps ,, BCDL=5.Dpsf,, h=16f; Cat 11; Exio C; Encl., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This buss has been designed for a 10.0 psf bottom chord live load noncenourrent with any other live loads. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1001b uplift at 11=548. oint(s) except (IFIb) 2=548, LOAD CASE(S) Standard �M _ram A- T STA-IF ° oNAI I1110 4 J013, jrUss I ms5 I ype Grenadine-C MW£B- ranedine-Spec As jQty Roofspedal JPIY 1 1 Job Reference o Bonal SX5 = 6.00 FIT 6 4X5 - 5 5X5 = 5x5 = Us i 8 3X4 G W4 AW 34 0 e TP= 2x4 II 1 ;2i� 6 5.8 = 15 14 13 12 18 17 US = 4x6 = 3x4 = 3X5 = 5X8 = 2A II 3X4 = 3x5 = I 7MS 13-1-0 26-0-0 2&7-11 331-8 40-0-0 7-&5 i 64L11 Dead Load Defl. - 5/16 in 2x4 It 10 11 1 5 Plate Offsets MY)-12:04-12,Edge119:0-2-80-2.41110:04.12Edpe7112•&1-120-1A1 f16:0-5-12D.3.41119:0.2-30-1-01121.0.23071-01 LOADING(psf) SPACING- 24)-0 CSI. DEFL In Qoc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Ved(LL) 0.24 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.92 Vert(CT) -0.56 15-16 >851 180 BCLL 0.0 Rep Stress lnor YES WS 0.67 Horz(CT) 0.22 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight* 233lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 'Except* T2,T5: 2x4 SP M 31 , SOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3'Pxcept' W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 , REACTIONS. (size) 2=0-&0 (min. 0-2-5), 10=048.0 (min. 0.2-5) Max Horz2=245(LC 8) Max UpIi02=548(LC 8), 10= 548(LC 9) Max Grdv2=1945(1-C 1), 10=1945(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0oc pudlns. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpl 5-15. 7-15 FORCES. Qb) - Max Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 23=3423/8B2, 3-0=3515/932, 4.5=34991958, 5-6=-2444I673, 6-7=-240917l 1, 7-8=3355/880, 8-9=2989/844, 9-1 O= 3395/865 BOT CHORD 2-18=88712975, 5.16=1717752, 15.16=81313088, 14-15=521/2755, 13-14=521/2755, 12.13=80313703,10-12=6222942 WEBS 3-18=517251, 16-18=-8752957, 5-15=1252/547, &15=-424I1680, 7-15=1040I455, 7-13=207/830, 8-13=1030/401, 8-12=1219/323, 9-12=-20511144 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=S.Opsf; SCDL=5.0ps1 h=1611; Cat. 11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load noncencurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at Joint(s) except (t=lb) 2=548, 10=548. LOAD CASE(S) Standard X 1/ PE 6o L 7� 1\ 3TA .(7�F ,7 7 j O.n .c 1% —ld-J19 i Q- : %c�S �ORIDP<� f , Dead Load Deft. = 318 in 5x5 = 5z5 6.00 12 5 6 3x4 4 3z4 4 4 7 5x6 G 5x5 = 5z5 = r, IS 6 W7 8 t 3 d NOP2X STP= 9 1 2x4 II NDP2.X STP— 0 2x4 II 2 5 11 to qq 14 t3 12 20 18 tB 17 16 3zB MT20HS= 3x5 = 3z5 = 3z5 = 20 II 4x6 = 6xB = 2z6 II 3x4 = 6z10 = 6A8 12-10-8 19-0-11 2751 35-15 40-0.0 6-2-0 6-6-3 7-10.7 7-10-7 410.8 Plate Offsets (X,Y)— [2:04-12,Edge], [3:0-2-12,0-3.0], [5:0.2.8,0-2-4], [6:0-2.8,0.2.4], [9:0.2-8,0-2.4], [10:0-4-12,Edge], [15:04-6,Edge], [17:0.3-0,M-4], [18:0.1-12,0.2.8], [21:0-2-0 ,0-1-0]. f23:0-2-3,0-1-01 LOADING(psf) SPACING- 2-1-0 CSI. DEFL In (loc) I/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.23 14-15 >999 240 hmo 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.59 14-15 >812 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight 246lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.2 •Excepr BOT CHORD Rigid ceiling directly applied or 6-2-8 oc bracing: Except B3: 2x4 SP No.3, B4,B5: 2x4 SP M 31 10-M oc bracing: 15.17 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7.15 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=0-8-0 (min. 0-1-10) Max Horz2=237(LC 8) Max Uplm2--539(1-C 8), 10=539(1_C 9) Max Gmv2=1950(LC 1), 10=1949(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=34461866, 3-4=28501754, 45=2568/691, 5-6=2189/670, 6-7=-2351/652, 7-8=-35451877, 8-9=-3136/833, 9-10=3503/870 BOT CHORD 2.20=8682998, 19-20=870/2991,18-19=B702991, 5-15=228/842, 14-15=55913134, 13-14--SN4350, 12-13=-984/4350, 10-12=654/3060 WEBS 3-20=0/261, 3-18=615/301, 4-15=4261287,15-18=6112459, 7-15=13241498, 7-14=114/802, 8-14=1348/471, B-12=17071443, 9.12=254/1312, 6-15=225/767 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16tt; Cat. II; Exp C; Encl., GCpi=D.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 nonooncurrem with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except cat --lb) 2=539, 10=539. LOAD CASES) Standard \\������h PE -P tt STA RIDP NOP2XSTP= 20 II 2 1 3x5 = of Special Girder I I 1 - Run: 8.230 a Oct 21 2018 Prvn t ID:gk72aeHo_wygRu35g0 14-5-0 �'I6-B-0 ?0-3-�zz-11-eF z8-e-e 6-11-6 4-2.12 1-73 2-&0 5-9-0 316 = SO = &5 = 8.00 12 6 .,.... � W6idN37 �. 8 21 20 2x4 II 4x6 axt2= 182x4 II 5x5 = 2x4 II 16" M WB= 4x5 = 3x7 = Dead Load Den = 7116 in 1 5 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-D-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Inv NO Code FBC2017/TPI2014 CSI. TC 0.86 BC 0.97 WB 0.91 Matdx-MS DEFL. in (loc) Udell L/d Vert(LL) 0.30 15 >999 240 Vert(CT) -0.69 1517 >694 160 Hoa(CT) 0.22 12 We We PLATES Mf20 Welght255lb GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied. T5,71: 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 5.10.1 oc bracing. Except BUT CHORD 2x4 SP No.2'Exwpt' 10-0-0 oc bracing: 17-18 B3,F1: 2x4 SP No.3, B4,B5: 2x4 SP M 31 WEBS 1 Row at midpt 9-17, 10-15. 5-7 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0$0 (min. 0-2-5), 12=0-8-0 (min. 0-2-0) Max Horz2=233(LC 8) Maz Upli112=555(1_C 8). 12=752(LC 9) Max Gmv2=19B3(LC 1). 12=2417(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 0b) or less except when shown. TOP CHORD 2-3=3494/896, 3-4=3276/898, 4-5=27841749, 6-6=307/87, 7-8>25771766, 84=2625/733, 9-10=-4139/1125, 10-11= 4162I1228,11-12=4523I1303 BOT CHORD 2.21=-887/3038, 213-21=887/3038, 19-20=8B7/3038, 7.17=761338. 16-17=.822/3660, 15-16=82213660, 14-15=-178716439,12-14=1070/3987 WEBS 4-21=D296, 4-19=756/369, 5-17>73/432, 17-19=-5562399, 8-17=235/897, 9.17-1578/580, 9-15=1621930, 10-16=2872/997, 10-14=2686/888. 11-14=45411800, 5-7=24251729 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7A 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF, BCDL=5.Dps ,, h=16it; Cat II; Exp C; End., GCpi=D.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)AM plates are MIT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live toad noncancurent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt--Ib) 2=555, 12=752. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 lb down and 168 lb up at 37-1-8 on b chord and 421 lb down and 177 lb up at 37-0-12 on bottom chord The designlselection of such connection devica(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (13). \\ v I I I III/// \\0.\P�y_(V) 84 ///j LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo i Vert 1-6=-70, 6-7=70, 7-8>70, 8.10=-70, 10-11=70, 11-13=70, 18-28=20, 17-31=20 PE 6051 \ � It i Continued on page 2 0 x STq F a c Nss russ lype Gmnadine-C mw-B& mnadlne-Spec AS juty Roo( Spedal Girder Imy 1 1 Jab Reference o tlonel � soumm 1 mw I K rie=. FL, D4eal LOAD CASE(S) Standard Concentrated Loads (Ib) Vert t 1=89(B)14=-421(B) ID:gk72aeHc_wygRu35gOOrgTyMFnX-uP7hBOXOFOeo5sFdVZKgDH_dUw7SGzclLuwpnp 3 i PF �`. �\ STA7�Ep z 4z �ORIDP: �i/SSO��AI EVN \\\ Roof Spedal 5x7 = 4x6 — 4x8 = 2x4 It 3z5 = 3x4 = 2x4 II 2x4 II &7-4 1a-,-0 22-11-0 TV, 937-0-0 9-7.4 9: 12 1 4-3-0 6-1 , Dead Load Deft. = 5/161n Plate Offsets(XYh f2•Edne0-0-01 I6:0-2-80.1-8117:0.2-8Edgel fe:D-2-80-2-41 f10:Edge0-D-141 H2:0-2-8,0-2-121.I15:0-2-00-2-0] 116:0-2-13.0-0.01,118:0-2.3,0.1.01 LOADING(psf) SPACING- 240-0 CS]. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.91 Vert(LL) -0.18 11-12 >999 240 MT20 2441190 'rCDL 15.0 Lumber DOL 1.25 Sc 0.90 Vert(CT) -0.4811-12 >924 180 BCLL 0.0 Rep Stress Ina YES WB 0.71 Horz(CT) 0.14 10 nla We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 2231b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except Bt: 2x4 SP M 31, B3: 2x4 SP No.3 1 Row at midpt 7-12 ' WEBS 2x4 SP No.3 10-0-0 oc bracing: 12-14 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-15, 6-15 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 10=Mechanical, 2=0-8-0 (min. 0-1-8) Max Ho22-260(LC 8) Max UpliR10=443(LC 9), 2=51 o(LC 8) Max Gray 10=1670(LC 1), 2=1820(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2-3=3137/825, 3-4=-28307738, 4-5=281V765, 5.6=-1971/590, 6-7=-2661/800, ' 73=2395/678, 8-9=2960/878, 9-10=-3089/806 BOT CHORD 2-17=-859/2732, 16-17=597/2207,15-16=597P2207, 7.12=1324/451, 11-12=39712180. 10-11=633/2672 WEBS 3-17=-4151296, 5-17=135/609, 5-15=785/410, 12-15=30111779, 6-12=500/1725, 8-12=141/524, 8-11=2631632, 9-11=379/3D4 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vulri 60mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsT; h=16ft; Cal. II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcu enl with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (It--Ib)10=443, 2=510. LOAD CASE(S)'Standard IM i PE 6051 ` 1 — 0 �'1 STA F / �ld'; ONAi 1MO 9 ns ruype y 6renatline-C rcuss MW-68-Gre=h.-spec A10 Hip 1 7 Job Reference o tional Sx7 = Sx5 = 6.00 12 6 6 4x5 � 3x4 O 4 7 6 5x5 6 W4 Nis A3 3 NOP2X STP= 2x4 II 2 6 15 14 0 1 1 5x8 = 13 12 18 17 3,4 = 3x8 = 4x6 = 3x4 = 3.5 = Us = 2x4 II Dead Load Dan. = 5116 in 2x4 Q 3x6. 8 9 NOP2X STP= 102.4 II 11 14 q 3x5 = 1� 6-11-5 13-1-0 19-0-0 23-8-0 31-6-12 40-D-0 211_5 I s.1.11 5_11_rl b.n.n 7_1lL1� n..sb 1 Plate Offsets MY)- [2:0-0-12.Edge], [3:0.2.8,0.3-01,15:0-5-4,0-2-81, r6:0-2.8,0.2.41,110:0-0.12,Edgel, 116:0.5.12,0-3-41, [19:0.2-3,0.1.01, 121:D-2-3,0.1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ioc) gde9 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Ved(LL) 0.23 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.5215-16 >917 180 BCLL 0.0 Rep Stress Ina YES WB 0.79 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight 2441b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=0-8-0 (min. 0.2-5) Max Horz2=236(LC 8) Max UpOB2-541(LC 8), 10=513(LC 9) Max Grav2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc pudlns. BOT CHORD Rigid caging directly applied or 2.2-0 oc bracing. WEBS 1 Row at midpt 4-16.6-14 FORCES. IN) - Marc Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3436/870, 3-4=3512/931, 4-5=2534/688, 5-6=2120/606, 6.7=-24491643, 7-8=3112f793, 8-9=3194ff/2, 9-10=3457/844 BOT CHORD 2-18�871/2990, 4-16=1701746, 15-16=775/3075, 14-15=394/2185, 13-14=-441/2582, 12-13=-441/2582,10-12=-626/3025 WEBS 3-18=500/245,16-18=86B/2972, 4-15=1178/501, 5-15=268/853, 5-14=2921146, 6-14=191/733, 7-14=682r359, 7-12=111/526, 9-12=354264 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=5.Opsf; BCDL=5.Opsf,, h=16ff; Cal. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) A8 plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunem with any other live loads. 6) Provide mechanical connection (by others) of truss to beading plate capable of wfthstanding 100 to uplift atjoint(s) except at -lb) 2=541, 10=513. LOAD CASE(S) Standard I0 joti, Ini 1 Cuss Type Grenadiee C MW-58GreriadineSpec All Hip jQty JPJY 1 1 Job Reference o tlonal bOUMem I Nye, rL VIC=. rl, a UZI NOP2X STP= 2x4 II 2 � 18 3x5 = 5x5 = Mrs ..W .umzlzYlt 113#72aeHo wygRu 13-1-D T"M. 21-0-0 TV 6-34 3-11-0 4-0-0 ~ 4-0-0 Sx5 = 3x4 = 5x5 = 6.00 12 5 r 6 7 �54= 17 2x4 II 13 416 = 3xB = kIlE 6-9-12 I tIII I 17-00 I 255-0 325-12 40-0-0 aat2 r`ad z»-n n-nl, I RN, I i Dead Lead Dell. = 5116 in 1024 II 11 Plate Offsets(X,Y)_ 12:0-4-12,Edeel, 13:0-2.8,0.3-41 15:0-2-80-2-41 i7:D-2-80.2-41110:D-4-12Edae1 It 6:0-5-120-3-41 118:0-2-00-2-81 [19:0-2-30-1.01 121.0-2-30-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/de6 Ud PLATES GRIP TOLL MO Plate Grip DOL 1.25 TC 0.97 Ved(LL) 0.22 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.5314-15 >900 180 BCLL 0.0 Rep Stress Ina YES WB 0.93 HoR(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight 240 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP Ne.2 *Except* , B2: 2x4 SP N0.3 WEBS 2x4 SP No.3 *Except' W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=D-8-0 (min. 0-2-5) Max Hort2=21 B(LC 8) Max UpIM2=525(LC 8), 10=-095(LC 9) Max Gmv2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied or SA-9 oc bracing. WEBS 1 Row at midpt 6.15, 6-14 FORCES. (lb) - Max. CompJMax Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2J=3439/837, 3-4=3499/BBI. 4-5=27841720, 56=2440/681, 6-7=2309/603, 7-8=2688/604, 8-9=3200ff72, 9-10=34151769 BOT CHORD 2-18=-824/2983, 4-16=189f706, 15-16=700/3046, 14-15=-4022465, 13-14=543/2969, 12-13=5432969, 10.12=5432969 WEBS 3-18=-499/239, 16.18=-8372953, 4-15=990/431, 5-15=210/958, 6-14=-445/224, 7-14=14&787, 8-14=7701387, B-12=0/290 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cal II; Exp C; Encl., GCpl=0.1 B; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 1 D.0 par bottom chord live load noncancument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at -lb) 2=525, 10=495. LOAD CASE(S) Standard \ 0\111111////r� PE � Z6051 � t =,-1 -- . I t` STA ORIDP: Fi��� s01VAL E1�Ga\\\\ I/ D NSe me5 lype Grenadine ♦; MW-ea-GrenadmeSpee Al2 Hip 1 1 ' Job Reference D 8onal B.OD 12 5x7 = 2x4 II 5x7 = bxs o s 6 7 4 3x4 4 3x6 Sx5 4 8 9 3 6 6 u NOP2X STP- 2x4 II 2 7 1 1 16 15 14 13 12 19 19 3x4 = 3xe = 3x6 = 2x4 II 3x5 = 5x5 = 2x4 II 3x4 = Sxe = 3x5 = E9-12 13-1-0 15.0-0, 21-0-0 27440 3&&5 40.0-0 � an_12 i 0.:u 11_11 ill Dead Load Deft. = 5116In 2x4 II 10 p1 %71 0 ]V Plate Offsets 04Y)— f2:0-4-12,Edgel, f3:0-2-8,0.3-01, f5:0-54,0-2-61, 17:0-5-0,0-2-81, f10:0.412,Edgel, f17:0.5-12,Edgel, It 9:0-2-0,0.2-81, f20:0-2-3,D-1-01, f22:0.2-3,0-1-01 LOADING(psf) SPACING- 240-0 CSI. DEFL in (loc) I/de9 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.21 15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.50 15-16 >955 180 BCLL 0.0 Rep Stress Ina YES WB 0.66 Hom(CT) 0.21 10 n/a n/a BCDL 10.0 CDde FBC2017IP12014 Matrix -MS Weight 2421b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except! W3: 2x4 SP No.2 OTHERS 2x4 SP ND.3 REACTIONS. (size) 2=D-8-0 (min. 0-2-5), 10=0-8-0 (min. 0.2-5) Max Horz2=200(LC 8) Max UpIIft2=506(LC 8). 10=474(LC 9) Max Gmv2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid calling directly applied or 6-7-3 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=3440(/97, 3-4=3490/821, 4.5=3055,766, 5-6=29lOf723, 6-7=-29101723, 7-8=2843/622, 8-9=-2861/595, 9.10=34691742 BOT CHORD 2.19=771/2995, 4.17=187/662, 16-17=639/3027,15-16=549/2715, 14-15=385/2475, 13.14--MM475,12.13=53213029, 10.12=532/3029 WEBS 3-19= 496/227,17-19=781/2932, 4-16=-8521377, 5-16=3031916, 515=223/432, 6-15>509f294, 7-15=276f725, 7-13=871480, 9-13=-638/323 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=5.Opsf; BCDL=5.Opsf; h=16ft; CaL 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 Mf20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100In uplift atjoint(s) except (jt=1b) 2=506, 10=474. LOADCASE(S) Standard f PE r6051 ; 1STA o�AI I I1G�\\\\ fR Ob i was Mae type y (3renadiae-0 MWE&GrenadineSpeo A13 Root Special 1 1 Joh Reference (plAbona1 sovu,em 1 Wes, M rier .rL.,6 VOI NOP2X S'. 2X4 11 .2 o 3X5 = ID:gk72aeHo_xygRu35gODrgTyMFnX-EMpaBjbW U1 13-0-0 i91 71221.0 i7-0 3&7-4 41 67 2-12 2S0.1I I .9-0 42 5-4 1-6 5x7 11 6.00 12 SX8 — 415 = 2x4 II Sx7 = 8 4 5 6 2K4 3K6 910 20 2X4 II � 6x9 = 19 16 4x12 = 2x4 II — 14 6x6 = 4xe = 13 3x4 = Dead Load Dell. = 3181n m 2X STP= 6 2x4 11 6 12 O 3x5 = fi-9-0 134Y0 iS0.0 20.7.12 2510-0 32-7-12 40.0.0 �6.9.a�6-z-12�z-4n�a1n.19�5-:1y 2a1,2 !M- 0 Plate Offsets MY)— [2:0-4-12,Edge], [3:0.2-8,044], [4:0.512,0.2.4], [7:0.5-0,0.34], [11:0-0-12,Edge], [15:030.0-1-12], [17:0-6-0,0.3-4], [19:0-2.12,0-241, (21:0-2-3.0-1-0], f23:0.2-3,D-1-012-3,D-1-01 LOADING(psf) SPACING- 2-0-0 C51. DEFL in (lac) Mail L/d PLATES GRIP TCLL 20.0 Plate Gills DOL 1.25 TC 0.75 Vert(LL) 0.32 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.84 Vert(CT) -0.6216-17 >770 180 BCLL 0.0 Rep Straw Ina YES WS 0.87 Horz(CT) 0.23 11 n/a nra BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 242 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W5: 2x4 SP No.2 OTHERS 2X4 SP No.3 REACTIONS. (size) 2=D-8-0 (min. 0-2-5), 11=D-e-0 (min. 0.2-5) Max Hort2=198(LC 8) Max Uplh'10 -616(LC 8), 11=473(LC 9) Max Grav2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-1D-0oc bracing. WEBS 1Row at midst 7-15 FORCES. (Its) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3443/1041, 3A4 2796/908, 4-5-3282/1113, 5-6=-3456/1129, 6-7=-3456/1129, 7-8=-3570/1127, 8-9>3319/933, 9-10=3336/906, 10.11=3454/880 BOT CHORD 2-20=98812999, 19-20=990/2994, 517=383/251, 16.17=95213303,15-16=799/3140, 14-15=582/2470,13-14=-58212470, 11-13-700/3014 WEBS 3-2D=01274, 3-19=-680/334, 4-19=878/269, 17-19=75712662, 4-17=560/1999, 6.16=-413/234, 7-16=228/549, 7-15=2054/r72, 8-15=75212294, 8-13=288/699, 10-13=411/306 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=5.Opsf; BCDL=5.OpsF h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (erivelope); 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 pet bottom chord live load noncancument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except at --lb) 2=616, 11=473. LOAD CASE(S)'Standatd r; Dead Load Deft =12 in 6x6 = 5x5 = 5xa = 2x4 II 54 _ s 9 4 6 3w4 6.00 12 3z4 3x4 G 0 1 3 fiIL 3 NOP2X STP= W2 2x4 II NOP2X STP= 11 2x4 II 2 7 12 Ia 1 7x10= 16 7514 13 20 to 1s 5x8 — 4x6 = 2x4 It 3,5 _ 3z5 = 2x4 I I 5x12 = 2x4 II 3xa = 5-51-12-0-0 -00 28--0 2-1122 �-0 5-4 I I 3I I 121 92 4.9.-1-0 0 2-5-0 54 24 Plate Offsets (X,Y)— [2:04-12,Edge], [4:0-r.0,0-2-8], [7:0-2-0,0-2.12], [8:0-3-0,0-2-0], [9:D-2-8,0-2-4], [11:0-0.12,Edge], [16:0-1.12,0.1-12], [17:0.3-12,0-3-4], [19:0-2-12,0.2-8], f21:0-2-30-1-01 [23:D-2-30-1-0] LOADING(psf) SPACING- 2-0-0 am. DEFL In (loc) VdeB Lld .PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.38 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.81 16-17 >595 180 BCLL 0.0 Rep Stress Ina YES WB 0.99 Horz(CT) 0.23 11 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Welght2391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2-5-7 oc purilns. BOT CHORD 2x4 SP No2 *Except' BOT CHORD Rigid ceiling directly applied or 5.11-2 oc bracing. B2: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 2x4 SP No-.3 *Except' W8: 2x4 SP N0.2 OTHERS 2x4 SP No.3 REACTIONS. (sys) 2=0-8-0 (min. 0-2-5), 11=0-8-0 (min. 0-2-5) Max Horz2=187(LC 8) Max Upli82--611(LC 8), 11=459(1-0 9) Max Gmv2=1945(LC 1), 11=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Ila) or less except when shown. TOP CHORD 2-3=3486/1044, 34=2969/938, 4-5=402711288, 5.6=A050/1289, 6-7=4093/1193, 7-8=469011405, 84=2598R65, 9-10=29681816,10-11=3486/834 BOT CHORD 2-20=994/3D48, 19-20=994/3048, 5-17=295/181, 16-17=1198/4226, 15-16=679/28T7, 14-15=6792877, 13-14=-66513048, 11-13=66513048 WEBS 3-19=543269, 4-19=381/157,17-19=7462603, 4-17=548/1987, 6-17=255/137, 6-16=272/194, 7-16=228IRS0, 8-16=9082868, 8-14=794285, 9-14=281/1026, 10-14=557275 NOTES- 1) Unbalanced roof Iiva loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Dpsf; BCDL=S.Dps ,, h=168; Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psr bottom chord Viva load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=611, 11=459. LOAD CASE(S);Standard M o rues fuss ype y Gtanadme� VVV-65-Grenadne-Spec A15 Roof Special 1 1 Job Reference (optional) soumem INae, tL wefce, rL, 3 Ubl 5x7 — 3x5 4 i6 US = US = 5x5 = 5x5 = 7 19 US = 3x6 = 5x7 = 8 3x4 = Dead Load Deft. - 3116 In NOP2XSTP= 2x4 II 70 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 VerhLL) 0.38 14-15 >780 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.4314-15 >687 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.03 10 n1a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight 213 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-10-4 oc pudins. BOT CHORD 2x4 SP No.2'Except' GOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. B2: 2x4 SP No.3 WEBS 1 Row at midpl 6-15 WEBS 2x4 SP No.3 OTHERS 2x4 SP Nc.3 REACTIONS. (size) 2=0-8-0 (min. D-1-8), 15=D-8-0 (min. 0-24), 10=0-M (min. 0.1.8) Max Horz2=169(LC 8) Max Uplift2=273(1-C 8), 15=876(LC 4), 10=674(LC 4) Max Gmv2=777(LC 17), 15=1899(LC 1). 10=1218(LC 1) FORCES. Qb) - Max. CompJMa Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-919/346, 3-4=581222, 5-6=68/260, 6-7=1472/997, 7-8=1296/912, 8-9=1552/1004, 9-10=1876/1I'll BOT CHORD 2-17=-363/790,16-17=146I470, 15-16=101/486, 5-15=535/308, 14-15=-787/1391, 13-14=-746/1337, 12-13=746/1337, 10-12=929/1642 WEBS 3-17=381/244, 4-17=31/453, 4-16=765215, 6-15=1770/1042, 7-14=295/360, S-12=278/394, 9.12=35W,12 NOTES- 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.OpsF, h=16ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift atJoint(s) except at --lb) 2=273, 15=876, 1D=674. LOAD CASE(S) Standard <\\\�� PN M BC / P E 6051 `} / 11 STA F / ORIDP: <(,' s�l,bqI I,NG?\\\\ 111) 5 russ ruse ype y GrenadineC MW-68-GrenadineSpec A16 Roof Special Girder i 7 Job Reference (optional) ScaMem Truss, Ft Pierce, FL., M961 NOP2x 2.4 II 2G �iVFh 3x5 = rn 5x5 = 4x8 = 5x5 = 6x7 = 3x5 = 3x5 = 5x9 = 7 33 34 Te 8 35 9 36 19 2A II 18 3x4 = 17 5x8 = 4x5 = 3x8= 4,11 MT20HS= 2x4 II Dead Load Dell. = 31161n 2X STP= m 2x4 II �'O 3x6 = LOADING(psf) TCLL 20.0 TCDL 15.0 SCLL 0.0 BCDL 10.0 SPACING- 240-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv NO Code FBC2017/TP12014 CSI. TC 0.95 BC 0.70 WB 0.94 Matrix -MS DEFL in Qoc) Udefl Ud Vert(LL) 0.33 13-15 >888 240 Vert(CT) -0.34 13-15 >879 180 Horz(CT) 0.06 10 We n/a PLATES GRIP MT20 244/190 MT20HS 1871143 Weight 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. T4,T5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. BOT CHORD 2x4 SP M 31 'Except' WEBS 1 Row at midpt 4-17. 6-16 B1: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-141), 16=0-8-0 (min. 0-3-6), 10=0-8-0 (min. 0-1-14) Max Horz2=150(LC 8) Max Uplift2=680(LC 8), 16=2899(LC 4). 10=1631(LC 4) Max Gmv2=1187(LC 17), 16=-0109(LC 32). tO=2236(LC 31) FORCES. (to) - Max. Comp.IMax. Ten. - Al forces 250 (to) or less except when shown. TOP CHORD 23=-186211160, 3-30=-1089fT75, 4-30=1089/775, 4-31=-377/590, 31-32=3771590, 5-32=3771590, 5-6=590/872, 6.7= 394913042, 733=355412775, 33-34=3554/2775, 8-34=3554/2775, 8-35=379512934, 3536=3795/2934, 936=3795/2934, 9-10=429313192 BOT CHORD 2-19=1034I7614,19-37=104411640, 1837=1044/1640,18-38=-687/1067, 38-39=687/1067,17-39=-687/1067,16-17=37611452, 5-16=5701462,15-16=2424/3364, 1540=3427/4715, 14-40=-342714715, 1441=3427/4715, 13-41=342714715, 1342=3427/4715, 4243=3427/4715, 12-43=3427/4715, 10-12=2748/3790 WEBS 3-19=228/635, 3-18=758/466, 4-18=332/788, 4-17=206B/1361, B-16=4611/3413, 6-15=402J526, 7-15=772(1162, 8.15=1314/982, 8-13=109/500, 8-12=1069/845, 9-12-816/1246 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=5.Opsf; BCDL=S.OpsF, h=161t; Cat. II; Exp C; End., GCpl=0.18; MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) P6 truss to bearing 1 I vide echani connection (by others) of plate capable of withstanding 100 to uplift at joint(s) except ([I --lb) 2=680,E\\\\\ N M <�4.y" .I \P -- L10Elys�� Ntj PE 605` 1 Continued on page 2 t � i STA E = / I fill ih O + Truss Inuss lypo Fly Granadine-C MW-GBGrenadine pet A16 Real Special Girder jUty 1 1 Jab Reference (optional) Soulhem Tress , FL Pleme, FL, 34951 KM: e."U a ua Ll mla root ezJu a VR n V o mi,art+nousmes, me I0:gk72aeHo wygRu35g00rgTyMFnX-7B2415e1XBmwgFWitzy_n4B59,YG#tMCQocnan NOTES- 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 375 Ib down and 433 lb up at 7-0-0, 209 lb down and 240 lb up at 9-0-12, 209 Ib down and 240 lb up at 11-0-12. 209 lb down and 240 Ib up at 13-0-12, 209 lb down and 240 lb up at 14-0-12, 375 lb down and 433 lb up at 22-6.0, 209 lb down and 240 lb up at 24-6-12, 209 lb down and 240 lb up at 26-BA2, 209 lb down and 240 lb up at 27.9-0, 209 lb down and 240 lb up at 28-114, and 2D9 lb down and 240 lb up at 30-11-4, and 375 lb down and 433 It, up at 33-0-0 on lop chord, and 45B lb down and 285 lb up at 7-0-0. 91 lb down and 29 lb up at 9-0-12, 91 lb down and 29 lb up at 11.0-12, 91 lb down and 29 lb up at 13-0-12, 91 lb dawn and 29 lb up at 14-0-12, 540 lb down and 285 lb up at 22-6-0, 122lb down and 29 lb, up at 24-6-12, 1221b down and 29 lb up at 26-&12. 122lb down and 29 lb up at 27-9-0. 172 lb down and 29 lb up at 28-114, and 122 lb dawn and 29 lb up at 30.114, and 540 lb down and 285 lb up at 32-114 on bottom chord. The dasign/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=70, 3-6=-70, 6.7=70, 7-9=70, 9-11=70, 17-24=20, 16-27=20 Concentrated Loads Qb) Vert 3=201(F) 7=201(F) 9=201(F)19=341(F)18=-67(F) 4=134(F) 15=341(F)13=67(F)12-341(F) 8=134(F) 30=134(F) 31=134 fl 32=134(F) 33=134(F) 34=134(1`) 35=134(F) 36=134(F) 37=67(F) 38=67(F) 39=67(F) 40=67(F) 41=67(F) 42=67(F) 43=-67(F) r �tl S7AIE Fe G///ssoA I i IEI NP \\\ Job A Tmss truss type Qry GmnadineC Mw-66-GmnadlneSpee A17 Roof Spedal JFIY 1 1 Job Reference o tlonal SaMem Truss, FL Pierce, FL, 30951 Dead Load Deft. - 3/8 in 6.00 F172 5x8 = p A II 3x5 = 4x6 = 4x8 = 2x4 II 2x4 II 5x8 = 3x5 — 314 = &1-1 22-11-0 27-9-1 33-7-5 40-00 9-1-1 9.6-15 4-3-0 Lt0.1 erns Rb11 Plate Offsets KY)- f24:0-2-3.0-1-0) [2:0.4-12,Edge], 16:0-3-0,0-1-0I, [9:0.2.8,0-2-4), [12:D4-12,Ed9e], [14:0-2-12,0-2-8), [16:0.6.4,0.3-0], [17:0-2-8,0.3-0), [19:0-1.8,0.2-0), [22:D-2-3.0-1-0), LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.24 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.6019-21 >795 180 BCLL 0.0 Rep Stress Ina YES WB 0.96 Hom(CT) 0.22 12 nla We BCDL 10.0 Code FSC2017/TPI2014 Matrix -MS Weight: 257 lb FT = 20% LUMBER - TOP CHORD 2x4 SP NO2 •FxcepY T5i 2x4 SP M 31 BOT CHORD 2x4 SP N0.2'Except' B1:: 2x4 SP M 31, B3,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except' W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. !(size) 2=0-8-0 (min. 0-1-10). 12=0-8-0 (min. D-2-5) Max Ho=2=207(LC 6) Max Upli112=538(LC 8), 12=563(LC 9) Max Gm2=1945(LC 1), 12=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-7 of pudins. BOT CHORD Rigid telling directly applied or 6-11-14 oc bracing. WEBS 1 Row at midpt 5.19, 6-19 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=34231883, 3-4=3156/823, 4-5=31431850, 5-6=2251/677, 6-7=3325/98t3, 7-8=32611881, 8-9=29211866, 9-10=-3612/941, 10-11�3626/910, 11-12-3470/938 BOT CHORD 2-21=-84112985, 20-21=58612452,19-20=58612452, 7-17=294/206, 16-17=55713229, 12-14=706f3030 WEBS 3-21=-400/291, 5-21=1641632, 5-19=777/413, 6-19=127/264,17-19=290/1965, 6-17=635/2202, 8.17=1 D47/371, 8-16=642/178, 14-16=71213059, 11.14=-5771223, 9-16=229/1233 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16R; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DDL=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 nonconcurrent with any other live loads. 6) Previde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=538, 12=563. LOAD CASE(S) Standard -X�\\�\\�P� 0CENS ? �i E 6051 11 STA CORIDP OrNAI ENG�\��� 1'1- Jul,rus5 i msa Type MY GrenadineC MWL8{9enadne pec Ala Rodspedal JUTY I 1 1 Jah Reference o Bonal 3x5 = .,......_..._-..__..._._-._....._...____._-.._ ID:gk72aeHo wygRu35gO0rgTyMFnX-3WArSn1H3o0EwYgp2NOFAcxV LucLzFVtfiSufgy xu "6xf2 MT20HS_ 5x10 MT20HSs 6.00 12 6 7 20 II 300 48 5x5=5x5= 5 9 3x6 G 2x4 O 10 3x4 J 3 4 11 2221 — - - 6x14= 5x10- - - 20 19 16 15 14 06 _ 49 = 2(4 II 2x4 II 4x6 = 3x4 = 2x4 11 2x4 11 3,5 = 8-11-15 18-8-0 22-it-0 27-9-1 34-2-6 40-0-0 �0.11-15�OA'1�L2(I�LIILI 1 M 1 1l�id Dead Load Der. = 7116 in Plate Offsets KY)- [2:0-0-12,Edge], f [6:0-03,Edge], 23:0-2-3, 0-1-01. 125:0-2-3.0-1-01 [7:00.53,Edge], [10:0-2-8,0-2-4), [12:0-412,Edge), [14:0-1-12.0.2-0], [17:0.3-4,0-3-0], [18:0-".0-2-12], [20:D-2-4,D-2-0), LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.34 17-18 >999 240 MT20 2441190 TCDL 15.0 LumberOOL 1.25 BC 0.93 Vert(CT) -0.7617-18 >629 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.86 Horz(CT) 0.30 12 rda n1a BCDL 10.0 Code FBC2017[rP12014 Matdx-MS Weight 2531b FT a 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 *Except' TOP CHORD T4: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2'Except B1,B4:2x4 SP M 31, 133,126:20 SP No.3 WEBS WEBS 2x4 SP No.3 *Except' W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=048-0 (min. 0-1-10), 12=0-e-0 (min. 0-25) Max H=2=201(LC 6) Max UplrV=530(LC 8), 12=549(LC 9) Max Grav2=1952(LC 1), 12=1964(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3448/869, 3-4=-3172/803, 4-5=3075/827, 5-6=2347/661, 6-7=2023/627, 7-8=-3423/968, 8-9=3340/841, 9.10=3416/902, 10-11=3941/966, 11-12�3525/910 BOT CHORD 2-22=-82613012, 21-22=-578/2495, 20-21=-57a/2495, 8-18=-495/268, 17-18�669/3805, 10-17=267/1422, 12-14=687/3083 WEBS 3-22=-003281, 5-22=-1411595, 5-20=726/399, 6-20=137/279, 7.18=62112246, 18-20=29611929, 9-18=1297/427, 9-17=706/233, 11-17=-64f376, 11-14=-0921228, 14-17=-682/3077 Structural wood sheathing directly applied or 2-2-0 cc pudins. Rigid calling directly applied or 7-1-5 cc bracing: Except 10-0-0 cc bracing: 15-17 1 Row at midpt 5-20 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=S.OpsF BCDL=5.0psf; h=16tt Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates ere MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ProAde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It -lb) 2=530, 12=549. LOAD CASE(S) Standard 7 F \ i Ir P✓= Y605, P x STA 5�F °,IN S °NAI 1i o . russ Treas I ype GrenadineC mw- renadir"W A19 Reef Special jQty jely 1 1 Job Reference o bona a tceem I teas, tt. Ylerca, rL.. J UOI Sz7 = 5>c5 = Dead Load Dell. = 7/16 in 6.00 Ff2 6 7 3A G 5x6 MT20HS� 5 4 5x9 = axe G a 2z4 Q4 2z4 i d 3 Vtl7 5 10 NOP2X STP= 2 a W41 NOM STP= 2z411 p 17 0 1 2x4 II 1 = axe 1 d 22 21 20 19 18 1 5 14 13 12 3x5 = 4x — 4x10 = 2x4 II 2z4 II 4z10 = 9X6 _ 3x4 = 2z4 II 2x4 II 20 II 2z4 II 838 1fi-0.8 22-11-0 27-9-1 i 30.11$ 40.0.0 Plate Offsets (X,Y)- [2:U4-12,Edge], [6:0.5-4,0.2-8), [7:0.2.8,0-24], [8:0.3.12,0-2-B], [9:0-7.0,0.2.0], [13:0A-0,0-1-12], [18:D-2-4,0-3-12), [17:0-4-12,0-3-4]. [20:0-1-8,0.2.0], f23:0-2-3,0-1-01.[25:0-2-3.0-1-01 LOADING(psf) SPACING- 2-0-0 GSL DEFL in Qoc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.27 15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.6716-17 >716 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.85 Herz(CT) 0.25 11 nla nla BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight 261 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T4i 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No2'ExcepY B3,B6: 2x4 SP No.3, B4,B5: 2x4 SP M 31 WEBS 2x4 SP No.3 `Except' WEBS MOB: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-6-0 (min. 0-2-5), 11=04" (min. D-1-10) Max Horz2=181(LC 6) Max Uplifl2=506(LC 8), 11=530(1_C 9) Max Grav2=1965(LC 1). 11=1974(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2J=3506/829, 3-0=-3248f759, 4-5=3168//80, 5-6=2521/611, 6-7=-2724/672, 7.8=3135/673, B-9=-0685/1090, 9-10=-3212r785, 10.11=3555/913 BOT CHORD 2-22=78113069, 21-22=563/2638, 20-21=56312638, 7-17=135/878, 16-17=-849/4753, 8-16=7521227, 11-13=699/3127 WEBS 3.22=-346/249, 5-22=110/511, 5-20-6681353, 6-17=176/951, 17-20=29512219, 8-17=22241672, 9-16=56813097, 9-13=12531218,13-16=-466/3070,10.13=3691251 Structural wood sheathing directly applied or 2-7-0 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing: Except 6-6A oc bracing: 14-16 10.0-0 oc bracing: 17-19 1 Row at midpt 8-17 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=S.Opsf; BCDL=5.OpsF h=16R; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord five load noncencument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=506, 11=530. LOAD CASE(S) Standard IM -84 PE 6051 `1 iP STA F /irz i0i �.Ac/!-ll8i ONALEIN I qTruss Iruss yips Gienadine-C MW-68& nenadine-Spec A20 Roof Specal July Ivy 1 1 Job Reference o 'oriel Soulhem T.. , FL Pieia. FL, 34951 2x4 6.00 12 Sx5 = 3x4 = Sx5 = US= 4x6 = 4x9 = 2x4 II 2x4 II 5x9 = 3x5 — 3x4 = 5x14 MT20HS= Dead Load Dell. = 318In III 12 '7 n IiIII LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/TPI2014 CSI. TC 0.95 BC 0.89 WS 1.00 Mabix-MS DEFL. in (Ioc) Udell Ud Vert(LL) -0.27 15-16 >999 240 Vert(CT) -0.6215-16 >769 180 Horc(CT) 0.23 11 rile n/a PLATES GRIP MT20 2441190 MT20HS 1871143 Welght 241 Ib FT= 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2'Exeept* TOP CHORD Structural wood sheathing directly applied. T2,T6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bradng. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 8-16. 9-13 B1,B4:2x4 SP M 31, B3:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W5: 2x4 SP No.2, W9: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-10), 11=0-8-0 (min. 0-2-5) Max 1-1o=2=161(LC 6) Max Upl'fi2=-496(LC 8). 11=527(LC 9) Max Gmv2=1945(LC 1), 11=1945(LC 1) FORCES. (lb) - Max. CompJMam Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3399/7B4, 3.4=-3158/763, 4-5=3D4Of/91, 5-6=2547/626, 6-7=-3059f/34, 7-8=3370f751, 8-9=493311129, 9-10=-3088/819, 10-11=3378/820 BOT CHORD 2-20=703/295B, 19-20�3062305, 18-19=406f2305, 15-16=78514455, 8.15=296/1412, 11-13=5802928 WEBS 3-2D=48M52, 540=258/746, 5-18=182/583, 6-18=1039/305, &16=180/854, 16-18=4222648, 8-16=1B16/556, 13-15=�875/44a5, 10-13=-152/1103, 9-13=2608/522, 7-16=198N 172 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=5.Ops1; BCDL=5.Opsh, h=1611; Cal 11; Exp C; End., GCpi=0.18; MWFRS (ernelopa); 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 noncenourrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at)oint(s) except Qt=lb) 2=496, 11=627. LOAD CASE(S) Standard Joh, Truss Imes lype Ply 6renaMneC MW-SB-Grenadine-Spec A21 Roof Spedal jQty I 1 1 Job Reference (optional) JoUtft m I Wes , eL Vl 1 . eL.:19eb1 5x5 = 3x4 = 2x4 II Sx5 = 4 5 6 7 4x6 = 3x5 = 3x4 2x4 II Dead Load Oell. - 7116In Sx5 = 617 = 9 t t NOP2X STP= 2x4 II 1 t7 12 c 14 13 5x12 = 2x4 II 3x5 &11-5 17-5.6 22-11-0 27-&0 32-0-0 354L0 40-0-0 PA4 -R Plate Offsets (X,Y)- [204-12,Edge], [4:D-2-8,0-2-4], V:0-2-0,0.2-0], M 9:0-24.0-2-01 [22:0-2-3 0-1-01 [24:0-2-3 0-1.01 [9:0-1-12,0-2-12], [10:0-5-0,0-2-8], [11:0-4-12,Edge], [14:058,0-2-4], [16:0.2-8,Edgel, [170.34.0.3-4]. LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL. 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.33 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.7616-17 >635 180 BCLL 0.0 Rep Stress Ina YES WB 0.99 Horz(CT) 0.25 11 n/a Na BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 244Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Exwpt' B1: 2x4 SP M 31, B3,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 •Except- W6,W1 D: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. D-1-10), 11=0-8-0 (min. 0-2-5) Max Hoa2=-141(LC 6) Max Uplifl2=475(LC 8), 11=507(LC 9) Max Grav2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Strucbfml wood sheathing directly applied or2-1-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing: FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=34431759, 3-4=31591728, 4-5=2946f744, 5-0=-3712/867, 6-7=-3726/867, 748=4975/1143, 6-9=4939/1040, 9-10=4235/1007, ID-11=-USI/814 BOT CHORD 2.21=682/3009, 20-21=521@481, 19-20=52112481, 6.17=283/167, 16-17=594/3498, 8-16=318/221, 13-14=601/3045, 11-13=602/3040 WEBS 3-21=4171307, 4-21=159/589, 4.19=262f799, 6-19=1108f380, 17-19=-604/2955, 5-17=209f1031, 7-17=-216/599, 7-16=533/1886, 14-16=878/4395, 9.14=-240Bf542, 10-14=34611694 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=S.Opsf; BCDL=S.Opsf; h=16ft; 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) AO plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2=475, 11=507. LOAD CASE(S) Standard i PF 73 1 STA i OTv� i/%ass ONgI )I ENG?��\�� Jon, russ type QtY ply Greradme-0 MW-e&Grenadine-Spec AT2 Raof Speoal Glider 1 1 Job Reference o 8ona1 boumem I rum, m Fie=, rL. mubi Dead Load Den. a 112 in 3x5 = 517 = 3x6 = 2x4 it 6x6 = 6-00 F12 4 5 6 7 8 3x4 G 3x4 3 4 9 5x5 = 5x5 = ,h IS 210 N0P2X STP= 1 N0P2X STP= 2x4 11 2 46.9=-6x14=— ? I 72 m t 13 1g zz 21 zo 19 is 15 to 33 3x5 = 2x4 11 5x5 = 5x8 = 2x6 II W II 5x10 = 3x8 = 3X — 534 '0-M 1&&8 22-11-0 27-941 32-0-8 37-0.0 40 H Sad 1 4812 I 6-5-8 l &5:8 4-t0-0-7-e Plate Offsets (X,Y) - [2:0.4-.12,Edge), 14:0-5-0,0-2.81. [8:038,0-2-4], [10:0-2-4,0-3A], [11:0.2-8,0-23], [14:0-3-8,0-1.8], [17:0.7-0,Edge], [18:0-3-0,0-3-4), [19:0.3-0,0-0-8], [20:0.1.8 ,0-2-0],[21:0-2-8,0-3-0],[23:0-2-3,0-1-0],[25:0-2-3,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI, DEFL in Qoc) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.38 17-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.84 17-18 >571 180 BCLL 0.0 Rep Stress Ina NO WB 0.78 Horz(CT) 0.27 12 n/a We BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Welght• 2401b Fr= 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except TOP CHORD Structural wood sheathing directly applied or 1-11-6 oc pudins. T2,T4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-8-11 oc bracing. BOT CHORD 2x4 SP No.2 *Except* B3,B5: 2x4 SP No.3, B4,B6: 2x4 SP M 31 WEBS 2x4 SP No.3 'Except* W& 2x4 SP No.2, W10: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. D-2-5),12--0-8-0 (min. 0.1-12) Max Horz2=12l(LC 6) Max UpIi02=-459(LC 8), 12=-605(LC 9) Max Gmv2=1956(LC 1), 12=2114(LC 1) FORCES. (to) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3523/847, 3-4=3093/817, 4-5=3513/964, 5-6=-4771/1274, 6-7=4771/1274, 7-8=-4804/1278, 8-9=507611265, 9-10=5053/1260, 10-11 =-3512/938, 11-12=3823/989 BOT CHORD 2-22=755/3085, 21-22=755/3085, 20-21=64112696, 7.18= 3831223, 17-18=911/4237, 14-15=1360/5710, 14-33=813/3370, 12-03=81313370 WEBS 3-21=-450/243, 4.21=-671403, 4-20=396/1129, 5-20=-12321472,1&20=855/3445, 5-18=-363/1431, &18=356/864, 15-17=-106814675, 9-17=2141280, 9-15�330/190, 10-15=14921436,10-14=25621676, 11-14=-375/1523, e-17=311I1489 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=169mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsh h=161q Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water 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 nonoorimmard with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at]olnt(s) except ()t=1b) 2=459, 12=605. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 238 lb down and 138lb up at 374-12 on bottom chord. The designtselec0on of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). \\ \PN M LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) -UL i v\ Verb 1-4=70, 4-8=70, 8-10=70, ID-11=70, 11-13=70, 19.27=20, 17-18=20, 1630=2g PE 6Q51 + Continued on 2 = b t I page 3 \\ S7A /J/sso/111i IE11O \\\ I& o maS Iniss lype Lny I.y GrenedineC MWS9SrenadineSpec /32 Reef Special Girder 1 1 Job Reference o 8onal Soumemlruss, LOAD CASES) Standard Concentrated Loads (lb) Vert 33=181(B) ID:gk72aeHo wygRu35gO0rgTyMFnX•QUzkWjOuL1XOJZnnvcQefeLoMdO0ElE1NotKtyKbxp J90 IMSS I mss I ype Uly Fly GrenadineC MW.68-GrenadineSpec A23 Roof Special 1 1 .loh Reference (optional) Southern Tms. FL Pierce, FL. 34951 2 2x4 Dead Load Deft. = 3/16 in 5x5 = 3x4 = 3x6 = NOP2X STP= 3x6 = NOP2X STP= US = 3xS = 3x8 = 3x4 = 3x4 = 7-6-5 13d-0 22-8-0 28 0 0 L 7-6-5 &' F" 4.d.n ce-n Plate Offsets fX.Y)- 19 030 0-2-01 r11 0.2-12 0-1-81 118.0-2-3 0-1-M LOADING(psr) SPACING- 24)-0 CS]. DEFL in Doc) 0de8 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.17 14-15 >999 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.64 Vart(CT) -0,3614-15 >765 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Hom(CT) 0.03 14 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 185 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 043-0 except Qrlength) ll=Mechanical. 01b)- Max Hom2=139(LC 8) Max Uplift All uplift 100 lb or less at joint(s)11 except 2=-320(LC 8), 14=376(LC 9),12=279(LC 9) Max Grev All reactions 250 to or less atjoint(s) except 11=270(LC 18). 2=1103(LC 1), 14=1308(LC 1). 12=849(LC 1) FORCES. 6b) - Max. CompJMax. Ten. - All forces 250 0b) or less except when shown. TOP CHORD 2-3--1626/429. 3-4=1412/410, 4-5=1364/441, 5-6=11611346, 6-7=641319, 7-8=64I319, B-9=64/319, 9-10=93/358 BOT CHORD 2-17=399/1395, 16-17=154/933, 15-1 6=1 54/933, 14-15=1411619, 13-14=-319/205, 12-13=319205 WEBS 3-17�370262, 4-17=.181/496, 4-15-214/585, S-15=813/328, 6.15=-133/724, 6-14=1251/383, 7-14=336/200, 8-12=-481223, 10-12=-482261 NOTES- 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7.10: Vult--160mph (3-second gust) Vesd=124mph; TCDL=S.GpsF BCDL=5.Dps(; h=16ft Cat 11; 6cp C; Encl., GCpi=0.1f3; 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 nonconcunenl with any other live loads 6) Refer to girders) for truss to truss cennectlons. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) I I except (It -lb) 2=320. 14=376, 12=279. LOAD CASE(S) Standard J PE 6D5y � � t P1 STA F /* �F��� o/VAI I E1�' \\\\ ion Truss Imes I ype Qty Ply GrenadineC MW38-Grenadne pec Bi Common 5 / Jab Reference o Bonal Southern Truss, R Pierce, FL, 34951 4x4 = Dead Load Dell. = Us in LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.08 7-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.60 Vert(CT) -0.20 7-14 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(CT) 0.04 6 n1a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weighb1011b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-9 on puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (sae) 6=0-8-0 (min. 0-1-8), 2=0-8-0 (min. 0-1-8) M= Horz2=139(LC 8) Max Upli86=257(1-C 9), 2=324(1C 8) Max Gmv6=953(LC 1), 2=1112(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=16461435, 3-4=1433/416, 4-5=1458/435, 5-6=1659/456 BOT CHORD 2-9=405/1413, 8-9=166/951, 7-8=166/951, 6-7=329/1446 WEBS 4-7=192/547, 5-7=390/274, 4-9=V0/508, 39=369/262 NOTES- 1) Unbalanced robf live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf, h=16ik Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless othenvise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcwrent with any other live loads. 5) Provide mechanical connection (by others) of truss, to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot--lb) 6=257, 2=324. LOAD CASE(S) Standard Ig 4ta jJ56 puss loss jype wry Piy �MW-6&GrenadneSpec 82 COMMON 8 1 Job Refference (optional) JoblGreReference Southern Truss, FL Pierce, FL, 34951 44 = 7-55 13-g-11 21." 7-fi-5 I 6 ,61 1 7-6-5 Dead Load Den. =1/8 in K4 II ] 0 Plate Offsets MY)— 12:0-0,4.Edgel,16:0-0-4,Edge1. 111:0-2.9,0-0-81, f13:0-2-3,0-0-81 LOADING(psl) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.37 Vert(LL) -0.08 10-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.1810-17 >999 1B0 BCLL 0.0 Rep Stress lna YES WB 0.19 Horz(CT) 0.04 6 We We BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Weight 107 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=D-8-0 (min. D-1-8), 6=048-0 (min. D-1-8) Max Horz2=127(LC 7) Max Upli82---323(LC 8), 6�323(LC 9) Max Gmv2=1105(LC 1), 6=1105(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=1632/432, 3-4=1419/413, 4-5=1419/413, 5-6=1632/432 BOT CHORD 2-10=380/1400, 9-10=140/937, 8-9=140/937, 6-8=263/1400 WEBS 4-8=172/610, 5-8=369/262, 4-10=171/510, 3-10=-369/262 BRACING - TOP CHORD Structural wood sheathing directly applied or4-3-12 oc pur ins. BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing. NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Dpsf; BCDL=5.Dpsf, h=16R; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRB (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 psi bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100lb uplift atjoint(s) except (It --lb) 2=323, 6=323. LOAD CASE(S) Standard Jop IMSS I rush I ype y Grenedira C MW-69Gianadine-Spea 63 Cammon supported Gable 7 1 Jab Reference o Bonal Southern Truss, FL Pierce, FL, 34951 4x4 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc)/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.33 Vert(LL) -0.03 13 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -9.06 13 n/r 90 SCLL 0.0 Rep Stress Ina YES WB 0.08 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight 119 Ib FT = 20% .LUMBER- BRACING - TOP CHORD 2M SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 0o pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 ' REACTIONS. Allbeadngs21-0-0. (lb) - Max Horz2=127(LC 7) Max Uplift All uplift 100lb or less atjolnt(s) 20, 21, 22, 23, 17, 16, 15. 14 except 2>122(1..0 4). 12=104(LC 5) Max Grav All reactions 250 lb or less at jolnt(s)18, 20, 21, 22, 23, 17, 16, 16,14 except 2=321(LC 1), 12=321(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7'-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (nonnel to the face), see Standard Industry Gable End Details as applicable, or consult qualified buildingdesigner as per ANSIrrPI 1. 4) All plates are tx4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load noncorimment with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at ]oinks) 20, 21, 22, 23, 17, 16. 15. 14 except at --lb) 2=122, 12=104. 9) Beveled plate or shim required to provide full bearing surface with truss chordatjoint(s) 2, 12. LOAD CASE(S) Standard 0 �� �IGE) r Fiz � 6051 `I t t I C) c%All <ORIDP: ////'sONA� i E�G��\\\\ o was russ ype y GrenadlneC MW-68GrenadmeSpec C7 Half Hip Girder 7 1 Job Reference o tional 7x8 _ 1x4 II Dead Load Deli. = 118 in 2 13 14 3 15 16 4 9 17 8 2x6 It 3x5 = 2x6 II 7-0-0 9-8-0 11 &0 1475 16-M 7-0 Plate Offsets fXY)— 11.0-2-e Edael 12 0-6-0.0-2-e1 f4 D-2-0 0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.17 9-12 >518 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.18 9-12 >482 180 BCLL 0.0 Rep Stress Ina NO INS 0.31 Hom(CT) -0.00 1 n/a n1a BCDL 10.0 Code FBC2017r7P12014 Matrix -MS Weight 791b FT= 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 ao puffins, except BOT CHORD M SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-D-0 ad bracing. REACTIONS. All bearings 9-8A except at -length) 5=1-8-0, B=D38, 6=038. (lb)- Max Harz 1=251(LC 8) Max Uplift All uplift 100 lb or less at Joint(s) 6 except 1=153(LC 8), 5=818(LC 5), 9=1196(LC 8), 8=155(LC 6) Max Gmv All reactions 2601b or less atJoint(s) 8 except 1=345(LC 29), 5=1018(LC 32), 9=1691(LC 32), 6=266(LC 3), 1=322(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=548/437, 13-14=548/437, 3-14=548/437, 3-15=548/437,15-16=-64B/437, 4-16=648/437, 4-5=927/815 WEBS 2-9=1021/915, 2-7=-099/640, 3-7=7311715, 4-7=-536/677 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l 60mph (3-second gust) Vasd=124mph; TCDL=S.Opsf,, BCDL=S.Opst h=16ft; Cat I% Exp C; ParL End., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 6 except Qrlb) 1=153, 5=818, 9=1196, 8=155, 1=153. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)426 lb doom and 484lb up at 7-0-0. 230 lb down and 261 lb up at 9b12, 230 lb down and 261 lb up at 11-0-12, 230 lb down and 261 to up at 13-0-12, and 228 lb down and 257 lb up at 15-DA2, and 223 lb down and 2451b up at 15-10-4 on top chord, and 458 lb down and 285 lb up at 7-0-0, 91 lb down and 29 Ito up at 9-0-12, 81 lb down and 29 lb up at 11-0-12, 91 lb dawn and 29 lb up at 13-D-12, and 95 lb down and 26 lb up at 15-0-12, and 117 Ib down and 24 lb up at 15-10-4 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) lConcentra0dLeads0(Ib) =70, slo=zo \\\\\ M Vert 2=201(F) 6=89(F) 9=341(F) 4=-182(F)13=134(F)14=134(F)15=134(F)16=141(F)17=67(F)18�7(F)19=67(�� �� �Z 20=69(F) �L1GE/ys��`� IZ i Pp rant. STA i�f/ss oNq, Et' jcp Truss Imes jypo y GrenaemaC MWE&GrenadineSpec CJ2 Jack -Open Girder 1 1 Joh Reference footiona0 Scuthem Truss, FL Pierce, FL. 34951 Plate Offsets XY)— f2:G-3-13,Edce1 f5:D-2-3 0-0-81 LOADING(psf) SPACING- 24)-0 CSI. DEFL. In (Ioc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -O.D4 4-9 >999 240 UT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.03 4-9 >999 180 SCLL 0.0 Rep Stress Inv NO WS 0.00 Hom(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MP Weight: 19 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanica1,2=0-10-15 (min. 0-i-8),4=Mechaniwl Max Horz"35(LC 20) Max UpIW--38(LC 8), 2=319(LC 4), 4= 43(LC 17) Max Grav3=56(LC 31), 2=382(LC 1).4=80(LC 20) FORCES. (lb) - Max Comp,JMax Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16f1; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent vnth any other live leads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at jolnt(s) 3, 4 except (It -lb) 2=319. 5) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb doom and 28lb up at 1-6-1. and 108 lb down and 138Ib up at 1.6.1 on top chord, and 81b down and 161b up at 1-6-1, and 45lb doom and 961b up at 1-6-1 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the few of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loadsi(pif) Vert 1.3=70, 4-7=20 Concentrated Loads (lb) Vert 1D=57(B)11=47(F=7, B=53) o russ fuss type y Grenadine-C MW-eB-GrenadineSpec G7 Diagmal Hip Girder 4 1 Job Reference Iooeone0 Southern Truss, FL Pierce, FL, 34e51 Kum a.zm 5 Oa zi -'-- aZu a V-.line RE mBausmes, con anovru c�7PJFzOxjID:gk72aeHo_wygRu35gOergTyMFnX-EeK7mXoBUCBjg6wOnhffi -2-g-15 5-W 9-9-5' 2-9-15 5-1-3 4-0-1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2017/TP12014 CSI. DEFL in (loc) Udell Lid PLATES GRIP TC 0.75 Vert(LL) -0.10 7-12 >999 240 MT20 244/190 BC 0.73 Vert(CT) 0.09 7-12 >999 180 WB 0.44 Horz(CT) 0.01 6 n/a n/a Matrix -MS Weight 48 to FT=20% BRACING. TOP CHORD Structural wood sheathing directly applied or 5-2-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing. REACTIONS. (size) 4-Mechanical, 2=0-10-15 (min. 0-1-8), 6=Mechanical Max Horz2=320(LC 4) Max Upli84=179(LC 4), 2=461(LC 4), 6=228(1-C 8) Max Gmv4=167(LC 1), 2=672(LC 31), 6=416(LC 31) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-13= 927/426,13-14>872/438, 3-14=839/431 BOT CHORD 2-16=5691855, 16-17=569/855, 7-17=-569/855, 7-18=569/855, 6-18=569/855 WEBS 3-7=0/284, 3-6=-923/614 NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16tt; Cat. II; Exp C; Part. End., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not Intended for use where aesthetics am a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunem with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) 4=179, 2=461. 6=228. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)139 lb down and 138 lb up at 1-6-1, 139 to down and 1381b up at 1-6-1, 108 to down and 104 to up at 44-0. 108 lb down and 104 to up at 4-4-0, and 175 lb down and 188 to up at 7-1-15, and 1751b down and 188 to up at 7-1-15 on top chord, and 45lb down and 96 to up at 1-6-1, 45 lb down and 96lb up at 1-6-1. 36Ib down and 3lb up at 44-0, 36 Ito down and 3 Ib up at 44-0, and 59 lb down and 27 Ib up at 7-1-15, and 59 lb down and 27 lb up at 7-1-15 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as frond (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads. (ptf) Vert 14=70, 6-10=20 Concentrated Loads (lb) Vert 13=115(F=57, B=57)15=75(F=38, 8=38)16=107(F=53, B=53)18=54(F=27, B=27) Jan. Inuss FUSS Type My G=.dhe -C MWL&Grenadne-Spec CJ21 Giag.d Mp Glider July 1 1 Job Reference o [ionel Sou era Tnm, FL Pierce. FL.. M951 LOADING(psf) SPACING- 240-0 CSI. DEFL in goo) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.05 7 >903 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.05 7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) 0.02 3 We rda BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight 21 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc pudlns. BOT CHORD 2x4 SP No2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 ' REACTIONS. (size) 3=Mechanical, 2=0-5-11 (min. 0-1-8), 4=Mechanical Max Horz2=144(LC 4) Max Uplift3=36(LC 8), 2=378(1-C 4), 4=-60(LC 17) Max Gmv3=41(LC 31). 2=464(LC 1), 4=93(LC 20) FORCES. Qb) - Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsr; BCDL=5.Ops , h=16ft; Cat. II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncencument With any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 3,4 except at --lb) 2=378. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb down and 28lb up at 1-6-1, and 108 lb down and 138 lb up at 1-6-1 on top chord, and 8lb down and 16 lb up at 1-6-1, and 45 It, doom and 96 It, up at 1fr1 on bottom chord. The design/selectian of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pt) Vert 1-3=70, 4-7=20 Concentrated Loads Qb) Vert 11=57(B)12=47(F=7, B=53) Nss Naa Type Qty Ply Grenadine MVV &GmedineSpec J7 Jack -Open I 9 1 I Job Reference o Donal Saa em Trun, Ft Pleura, FL, s4951 - Run: a33o3 OM z12018 Pn= e.23u a UMZI 2u15 MI I CK InauMe9, Inc. Set NOV lu 11:11;.2mn re el ID:gk72aeHo_wygRu35gODrgTyMFnX-BOSIADpR7of(DYAJJcIIBLnnbX9u2gQsdk4cOy bxh -2-0-0 11-2 1 0 2-0-0 I 1-0-0 ' Plate Offsets (X,Y)— f2:0-4-4,Edge1 I5:0-2.3 0-0-81 LOADING(psf) SPACING- 24)-0 CSI. DEFL in (too) Ildell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.OD 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(CT) -0.00 4 Wa Na BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight lO lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc pudins. BOT CHORD 2z4 SP No2 BOT CHORD Rigid ceiling directly applied or 1D-D-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 2=04-0 (min. 0-1-8), 4--Mechanical Max Hom2=76(LC 8) Max UpIKG=39(LC 1), 2=160(1-C %4=68(LC 1) Max Grev3=27(LC 10), 2=340(LC 1), 4=45(LC 4) FORCES. (to) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuq=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, h=161111; Cat. 11; Exp C; Part End., GCpf=0.55; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has'been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) 3,4 except rib) 2=160. LOAD CASE(S) Standard IM - e4 /�/�/���i PE 6051 ail t OI ' � t STA ORIDP: O���� NAL E\\ NG� .7 l a m9s MSGype y erewdlneC Mwb& renadneSpee J1A Ja kOpen 3 1 Jab Reference o tionat Southern Truss, Ft Pierre, FL., 34951 2x4 = 1-0-0 ' 1-0.0 Plate Oftsets(X,Y)— 11:0-1.4,Edual LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 0.01 Ved(LL) -0.OD 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 6 >999 ISO BCLL 0.0 Rep Stress Incr YES WB 0.00 Hurz(CT) -0.00 2 n/a rda BCDL 10.0 Code FBC2017/IP12014 Matrix -MP Weight 3lb FT=20% LUMBER - TOP CHORD 2z4 SP No2 BOT CHORD 2x4 SP No2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 2=Mechanlwl, 3=Mechanical Max Harz 1=35(LC 8) Max Upliftl=l5(LC 8). 2=25(LC 8). 3=10(LC 8) Max Gravl=46(LC 13), 2=31(LC 13). 3=21(1-C 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIr160mph (3second gust) Vasd=124mph; TCDL=S.Opsh BCDL=S.Opst,, h=16ft; Cat II; Exp C; Part Encl., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss hasibeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to glrder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s)1, 2.3. LOAD CASE(S) Standard 4L GE PE t a I I ` STA F x ORIDP.a�t \\�� 3� (Jc.G' Nss ype y Grenadine-C MVJ�inGrenaduteSpee J3 Jadc-Open ck- 7 1 Job Reference [optional) 50UMOm miss, K rIefea, M.. b Wbl nun: a1Ju s ua Ll Lula rnnc ..." a UM Al zmo MI I eR Inausala5, Ina Sal nov lu y;,,:a, _ [ul6 re e 1 ID:gk72aeHowygRu35gODrgTyMFnX-7PaWbvrh)UWDsKiROnmGm3CGOEIMyJiK--,.y bxf -2-0-1 3-0-0 2 0 0 I 3-04) P 3-0-o i s0.0 Plate Offsets MY)— t2:0-6-4.0-0-101, f5:0.2.3.0-0-81 LOADING(psf) SPACING- 24)-0 CSI. DEFL In (IDD) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.01 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n1a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight 16 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=1VIechanical, 2=0-8-0 (min, 0-"), 4=Mechanical Max Horz2=146(LC 8) Max UpIWt 78(1-C 8), 2=137(LC 8) Max Grav3=86(1-C 13), 2=328(LC 1).4=45(LC 3) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or lass except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=5.OpsF h=16R; Cat. 11; Exp C; Part. End., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=1b) 2--137. LOAD CASE(S) Standard /,///Xi J PE 6Oj1 �t I b STA C)F/ 3 1p° %ids �CDRID?•a�t��� ONAI � EN,'������ 2r1) o, fruss rush ype y Grene6ne-O W- M61.nadine pee im J k-Open 1 t Job Reference (optional) SouNem Trues, FL Pierce, FL, 34951 rtun: s,tuu s u ,I ... I... ornmWre mnerc msusmme aa, noWv -m ID:gk72aeH_wygRu35gODrRDnmODcwlMaywJiKcxuDmBUrla , d 3-0-0 3-0-0 2x4 = Plate Offsets KY)— 11:0-1-4 Edge] LOADING lost) SPACING- 240-0 CSI. DEFL. In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 Rep Strew Inrr YES WS 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight 10lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 REACTIONS. (size) 1=0-8-0 (min. D-1-8), 2=Mechanical, 3=Mechanical Max Horz 1=105(LC 8) Max Upliftl=48(LC 8), 2=91(LC 8), 3=12(1-C 8) Max Gmvl=139(LC 13), 2=105(LC 13), 3=57(LC 3) FORCES. (Ib) - Max CompJMax. Ten. - Al forces 25D (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-D-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vasd=124mph; TCDL=S.Gpsr; BCDL=5.OpsF h=16ft Cat II; Exp C; Part. End., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss haslbeen designed for a 10.0 psf bottom chord live load noncencumenl with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)1, 2, 3. LOAD CASE(S) Standard 0\111 k /J v� ! PF.I6os•f ��t 1 STA F / //�s�CNAf I IING�? \ MWEafirenadine pee 2x4 = 20 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.01 3-6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.02 3-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight ll lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins, except BOT CHORD 2x4 SP No2 and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 1D-0-0 oc bracing. REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 3=Mechanical Max Homl=71(LC 8) Max Uplift1=89(LC 8), 3=125(LC 8) Max Gmv1=283(LC 1), 3=275(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vulr1 SOmph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, h=16fk Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates ere MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s)1 except (V-lb) 3=125. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 68lb up at 2-6-8 on top chord, and 250 lb down and 107 lb up at 1-0-12, and 78 lb down and 60 to up at 2-6-8 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front(F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plj Vert 1-2=70, 34=20 Concentrated Loads (lb) Vert 8=250(F) 9=23(B) �M li 1<jCElys I i }� F EN STA! X Illd'/Q 2e3 JW L mss 1russ lype Fly Grenadine-C MWZ& mmdine Spec J5 JUIY 1 Jack-Cpen 7 1 I Job Reference (optional) aaumem Truax, FL Pierce, FL, a4551 Plate Offsets (X Y}. 12.0-3-4,Edge1 15.0.2-30-D-81 LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.05 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.06 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight 22 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical,2=0-8-0 (min. 0-1-8),4=Mechanical Max Hom2=217(LC 8) Max Upl fC 151(LC 8), 2=159(LC 8), 4=-4(LC 8) Max Grav3=169(LC 13), 2=397(LC 1), 4=89(LC 3) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (to) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purilns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=S.OpsF, BCDL=5.Opsf, h=16R, Cat. 11; Exp C; Part. End., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless othery ise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at)oinl(s) 4 except at -lb) 3=151, 2-159. LOAD CASE(S) Standard +�CEA(, F.\cl '-jj-�--,i / PE 6051 ` }t} STA QFp / S ORIDP: 2l7 Truss Nss iype y Grenadine MWiS-GrenadineSpec J5A Jack -Open 1 1 Job Reference (optional) soumem truss , rL pierce, 2K4 = iron: a.ebu s ua n zmb root u.zzu s un n amu Mi i ex mcusmes, me bm rrov ru rznz:a+emb pa e r ID:gk72aeHo_wygRu35gOOrgTyMFnX-X_FeExtagKIMJ2H69LTuPhiacBUZJ390vSrHdy xc Plate Offsets (X Y)— t1:0-1-4 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GR)P TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.07 3-6 >905 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.07 3-6 >816 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 nfa Na BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight 16 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 2=Mechanical, 3=Mechanlcal Max Hoa1=176(LC 8) Max Upliftl=B7(LC 8), 2=159(LC 8), 3=13(LC 8) Max Gmvl=233(LC 13), 2=180(LC 13), 3=96(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - I) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16ft; Cat 11; Exp C; Part. End., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcuaent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s)1, 3 except 0t=1b) 2=159. LOAD CASE(S) Standard STAE ID OR %� oNAI i I INGa\\\\ o''i o cuss russ I ypa My GienadineC MW� B-GienadaeSpec J/ Jab.-0pen ILITY I 17 1 Jab Reference (optional) Saudi. Truss, FL Pie.. FL., M951 Run: Eno s Cd 21 2016 PdeR 8.230 a Oct 27 2076 MTak ntlustdes, Inc. ael Nw 1012:72:55 2D18 Page 1 _ ID:gk72aeHowygRu35gO0rgTyMFN(-X_FeExtagKlh4J2H69LTuPhdtc7hV39ovSrHdyKbxc Dead Load Den. = V8 in Plate Offsets (XY)-- f2:0-64.0-0.101 f5:0-2-30-0-81 LOADING(psf) SPACING- 24)-0 C51. DEFL. in Qoc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.20 4-9 >409 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 4-9 >348 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017RP12014 Matrix -MP Weight. 28 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 2=0-8-0 (min. 0-1-8), 4--Mechanical Max Hmz2=288(LC 8) Max Upll*3 221(LC 8), 2=188(LC 8), 4=9(LC 8) Max Gmv3=248(LC 13), 2=478(LC 1), 4=131(LC 3) FORCES. (lb) - Max. CompJMa . Ten. - All farces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf, h=1611; Cot II; Exp C; Part. End., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd Wth any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical conneddon (by others) of truss to hearing plate capable of withstanding 100 to uplift at)oint(s) 4 except (It -lb) 3=221, 2=188. LOAD CASE(S) Standard P E 605� � 1 �3 i STA f�F J LE i fill o ruse Inusis type Uty Fly 6renadineC mw-as-0rena&m P.c J7A Jack-0pen I 1 1 Jab Reference (optional) saumem i rvss . r� nerce, ram, ;wam ,,,,,,. _.•.,� _ ..,.. � .,,,o �,,,,. ,,..,.. o....,., .., �,. �.�� �.., ��.___.._......_. _...._.._ ._.._.__ __._ . _'_ . ID:gk72aeHo_wygRu35gO0rgTyMFnX-?ApiRHuCbeOXRdTgssiRcDnR75nImJIFZCOg3yKbxb 7-0-0 _ 7-0-0 Dead Load Dell. = 3116 in b Plate Offsets (X Y)-- 11:0.6-8,0-0.101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 3-0 >344 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.28 3-6 >301 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.01 2 rda n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight 22 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. '(size) 1=0-8-0 (min. 0-1-8), 2—Mechanical, 3--Mechanical Max Ho21=247(LC 8) Max Uplift1=115(LC 6), 2=226(LC 8), 3=15(LC 8) Max Gmvl=328(LC 13), 2=256(LC 13), 3=136(LC 3) FORCES. (lb) - Max. CompJMax. Tan. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsh h=161k Cal. II; Exp C; Part. Encl., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bcaom chord live load nonconcument with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 3 except at --lb) 1=115, 2=226. LOAD CASE(S) Standard \��� I M' B/qq, � f PE 605� izq ` 1 I 1 I =7J t sra t: F / x ORIDP: llJill�G� \\\ 2�i o mm Nss ype Fly GranatlNEC MW38-GrenadneSpec J21 Jack -Open GiNar JULY I 1 1 Job Reference o 0anal OaP 1 Soulnem Tales, FL Pier¢, FL, M951 ID: k72aeHo6 ogRu35 00 T82FrUC-UNNPecvNM VOJdCfDaN c' oat Nov t01212572. 1 agg�a 9 `M' q rg YM q Y xzgm20PkE1DZRTIxyMWyKam 2-10-B r 2-10-8 2-10-B LOADING(pst) SPACING- 2-0-0 CSI. DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.02 3-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.03 3-5 >999 180 BCLL 0.0 Rep Stress Inv NO WB 0.00 Horz(CT) 0.00 3 n/a Ne BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 2-10-8 0o pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-11 cc bracing. REACTIONS. (size) 1=0-4-0 (min. 0.1-8), 2=Mechanical, 3=Mechanical Max Horz1=7O(LC 21) Max Upiifr1=336(LC 8). 2=72(1-C 8), 3=130(LC 8) Max Gmv1=1260(LC 1), 2=160(LC 1). 3=483(LC 1) FORCES. (lb) - Max. CompJlvl . Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF, BCDL=5.OpsF h=16fk Cal 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift atjoint(s) 2 except rib) 1=336, 3=130. 6) Hangers) or other connection device(s) shall be provided suf dent to support concentrated load(s) 1651 lb down and 463 lb up at 0-114 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=70, 1 3=20 Concentrated Loads Qb) Vert 5=1651(F) UD 2x4 4 LOADING(psf) SPACING- 2-D-0 CSI. DEFL, In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ve t(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Verl(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a We BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP ND.3 TOP CHORD Structural wood sheathing directly applied or 240-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 Do bracing. REACTIONS. (size) 1=2-M (min. 0-1.8), 2=2-0.0 (min. 04-8), 3=240-0 (min. 0-1-8) Max Horzt=35(LC 8) Max Upliftl=12(LC 8), 2=36(LC 8) Max Gmvl=62(LC 1), 2=48(LC 1), 3=28(LC 3) FORCES. (lb) - Max CDmp./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=5.OpsF BCDL=S.OpsF, h=16t Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pal bottom chord live load nonooncurrent with any other live loads. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 2. LOAD CASE(S) Standard IM 1GEiv& i Piz 6051 � 'n( %if I 7;13I1 STA F r* OR(DP/<� s o1VAi I Gam\\\\ UI I70 Inuss Imes type Ury Fly Grenadine-0 MVJfi8-Grenadine-Spec V4 Valley 2 1 Job Reference (optional) I D:gk72aeHo_wygRu35g00tgTyMFnX-yZxnsyw57FgFlmnsnHuAW 1 JDMpEgmgobithVuyylmxZ 4-0.0 b,o-g l 2 9 2x4 % 2x4 II LOADING(psf) SPACING- 2-0-0 CSI. 13EFL. In (Icc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a Na 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOR(CT) 0.00 nla Na BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing dlmctty applied or 4-M oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-M (min. 0-1-B), 3=4-0-0 (min. 0-1-8) Max Ho¢ 1=81(LC B) Max Upiiftl=28(LC 6), 3=-69(LC 8) Max Gravl=146(LC 1), 3=146(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=1 M Cat 11; 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 nonconcument with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olnt(s)1, 3. LOAD CASE(S) Standard i M, 6< / �.'P10EIV& E -0� STA F T c Truss imss lype Uty GreradineC Mwf 8 renatlmeS c V6 Valley jely 1 1 Job Reference (optional) So1Mem Trees, FL PIe=, FL., a4e>1 Ilan: C.LLv a . n sme -anc esau s xa ZI zme mu eF mousmea, me aaI R -m h'U".ma ra a , ID:gk72aeHo_wygRu35gO0rgTyMFnX-ON931w4uZo6ZXP2L_OP3FrOFDcOV7FIaXO3QOy zY 6-0.0 6-0-0 2A II 3 5 4 2R4G 1x4 11 2A 11 LOADING(psf) SPACING- 2-U-0 CS'. DEFL. In (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n1a - r1a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n1a - n1a 999 BCLL 0.0 Rep Stress Ina YES WB 0.05 Hoa(CT) 0.00 n1a We BCDL 10.0 Code FSC2017/IP12014 MatrbaP LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP N0.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. .(sae) 1=6-0-0 (min. 0-1-8), 4=6-0-0 (min. 0-1-8), 5=60-0 (min. 0-1-6) Max Horz 1=131(LC 8) Max Upli84=48(LC 8), 5=140(LC 8) Max Gmv1=74(LC 1), 4=101(LC 1), 5=296(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - AD forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight 23 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=1 Sit Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) Gable requires' continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psr bottom chord live load nonconcurtenl with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except (it --lb) 5=140. t LOAD CASE(S) Standard Din/nnf /nfn�m�f/nn• SOUTHERN TRUSS, COMPANIES Southern' Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 " Fax: (772) 318-0015 Job Number. J1800482 Customer. GHO Homes Name: MW 67-Grenadine SCANNPn Address: BY Lot 67 8t• Lucie cnoinb City, ST, Zip. Fort Pierce, FL General Truss Engineering Criteria & Design Loads Building Code'and Chapter. FBC2017rrP12014 Computeriarogmm Used: Mi-rek Version: 8.23 Oct 2 GmVity: Gravity: 45.0 psf ROOF TOTAL LOAD N/A Wind Building Authodty: 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County No. Date Truss ID# 1 11/10/18 Al 2 11/10/18 A2 3 11/10/18 A3 4 11110118 A4 5 11/10118 A5 6 11/10/18 AB 7 11110/18 A7 8 11/10118 A8 9 11/l0/18 A9 10 11/10/18 A10 11 11110/18 All 12 11110116 Al2 13 11/10118 A13 14 11/10/18 A14 15 11/10/18 A15 18 11110118 A16 17 11/10/18 A17 18 11/10/18 A18 19 11/10/18 A19 20 11110/18 A20 21 11/10/18 A21 22 11110118 A22 23 11/10/18 A23 24 11110/18 B1 25 11/10118 B2 26 11110/18 B3 27 11/10118 C1 This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentification and date of each drawing. Engineer FL Reg. Eng. Bleakly 51ckag�ILE Brian M. Bleakly 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Truss 1D# 28 11/10/18 CJ2 29 11/10/18 CJ7 30 11/10118 CJ21 31 11/10/18 J1 32 11/10/18 J1A 33 11110118 • J3 34 11/10/18 J3A 35 11/10118 MG 36 11/10/18 J5 37 11/10/18 MA 38 11/10/18 J7 39 11/10118 VA 40 11/10118 J21 41 11110/18 V2 42 11N0/18 V4 43 11/10/18 V6 ME O So3 COPY Page 1 of 1 - TYPICAL DETAIL @ CORNER. - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFactor=1.00) nds toe nails only have 0.83 of lateral Resistance Value. HIP GIRDER CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT UP TO 265Q — 2-15d NAILS REQ'D. UP TO 39,4 = 3-15d NAILS REQ'D. use 2-1Bd toe nail TC & BC. Typical jack 45' --` attachment r 17 use 3-1 toe nail TYPICAL CORNER LAYOUT L ?—Is Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — —— — 2-16dnails — ———— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — —— — 2-16dnails ————— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — —— — 2-16dnails ————— HIP JACK; GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails ———— MINIMUM GRADE OF LSYPUMBER T.G 2x4 M? B.C. 2x4 SP 2 WEBS 2x4 51P No.3 LOADING (F!2) L a . TOP 20 BOTIaM as 1a SPACING 24' O.C. SiiL INCR.: oos FBC2a17 SOUTHERN TRUSS COMPANIES Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (BOO)232-0509 (772)464-4160 Faz:(772)318-0016 Brian M_ Bleokly Struct Eng #75051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 TYPICAL DETAIL @ CORNER - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.d.L-Factor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 1OVER HIP GIRDER !g0 1-0 -0 -'o 12 OVER � ddyy OVBi 9b 7-0-14 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT 0 UP TO 2651 = 2-16d NAILS REQ'D. 06 UP TO 3941 = 3-16d NAILS REQ'D. use 2-16d toe nail TC & BC. Typical jack 45' attachment TYPICAL CORNER LAYOUT N h � i e 3-16d `. e nail 0 Tel 2-16d @-BC Typical Hip -jack' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails ————— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC - - - - - -- 2-16dnails - - - -- TC - - - - - -- 3-16dnails - - - - - BC - - - - - -- 2-16dnails - ---- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC ------- 2-16dnails ---- SOUTHERN TRUSS COMPANIES h*//v soufhertitru--m IIMUM GRADE OF LUA T.C. 2x4 SYP 12 B.C.- 2a4 SYP 2 WEBS 2a4 51P Na.3 LOADING (P6F) 611E INCR.: L D FBC2017 TOP. 20 BaTrOM 00 10 SPACING 24' D.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax:(772)318-0016 Brian M. Bleakly Struct Eng #75051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 Hangers Face Mount Hanger Charts File k" VIEW AOawAle Leads�- ._ 'Code `. .` Floor Rauh. OpliiRI --6fN JOLstSrte Smtic No. Ret. No. 6duge . W N ' • ID A 'Maz ,' Nail Nail 100% 115% 125% 16% Ref: 4 10d 1 2 I 1ndz1-12 1.470 5401580'1 320 5, JL24 W24 20 I1-9/16 3 1-1/2 IS/l6l — R5, F2 4 16d i 2 10dx 1-12 '5601 640 i 695 .1 320 4 10d HOG) 2 Ind x1-12 HDG 4651535.15501 280. 31. RI. JL241F-TZ - 18 1-9116 3-11B 1-12 - _ F32 4 i6d HDG 2 1 10d x 1-12 HOG . 550 615 i 615 280 2x4 JUS24 WS24 18 1-9116 3-11B 1-3/4 1 4 10d - 2 10d S75 775 835 510' SUH24 U24 16 1-9/I6 3-1/4 2 1-3h6 - 4 tM 1 2 10dx1-12 :5001.560 i 605`1 3B0 4 16d 2 IN x 1-112 666 1 720. 1 310 . 5, HD26 HU26 14 1416 3-1/2 2-1/2 1-1/8 4 16d 2 10dz1-12 615 60 745: 366 R5, M1az .615 1 S95 1 7451 595 1 4 F2 -= JL26 ]1126. 2D . 1-9/1 4-314- 1-02 15/Ifi -,, .6 .. 10d 1 4:1 10d x1-1/2 710 8051 970.:1 650 6 -• 16d 1 41* 10dxi-12.-1 840 1 96011045 '.650'. - - -,�JL261F1Z WC26Z 18 1-9716� 412 1�12I ,'_'- -61lUd HDG 411Ddxl-12.HDG1695 800 970' 730 ( 31,R1, 6• 16d HDG, 4 j:70dx7-0/2 HDG 630 1 950' 1035 730` F32 -JUS2fi ' j MS26 - 1". 18' 11-9A614-13116 1-3/4 1`" 4' .10d . { A . - . 10d : 97,0 10001 1080 1 1115 'J 5, R5, F2 -MI1526-5 J. MUS26-{•18 '. 1-W&'5-1716 ,_2-' _1 6': :.'10d 1 6 j."- 10M1i . .11285 1475 IBM 865- 31. RI, F32 MHTi J126 16 7-9A6 5-18 -2 13t16 :- 8:-�•10d 1 d:7•.. 10dz1-12- '.1 750 840 910 j '755 .8-. _-]6tl 4.-' 10dz 1-12 I BBD 1000{70801 955 MS26' - - 4US26 : 16: 1-58 IS-7/16 s .-2- 141:_ 16d= 1-6 1- 16d 1 2760131401 3345 1925 L HD26 HU2'6 -14'! 1-9/16 3-12 z-irz 7 iB' moo' 4 "16d �•. - , 10dx7-12 M5 1 695 i 745 385. 5, 'Max 615 MS 1 745 1 595 - ., j 4 ;1 • �" R5, .`. IM28 HU28 74' 1A116 5-1/4 '.2-112 �'.° 1' 1-18 Mio ;: 8 "16d 4 J - '1 123D 13901 1490 780. F2 Mai 1=11490'1 B75 _ - -: 1 fi �'1ndz1-12 .17230 .0.26 LU26 20 1-M6 4-3/4 1-12 15/16 _ 6 Intl 1 4 1 10dx1-2 1 710 8051 9701 650. 6 16d 4 -2 1 1od x 1aUS 1 96011045650-- JL261F-TZ LUG26Z 18 1.4t16 4-12 1-12 - _ 6 !Do HOG 4 11odx 1-1/2 HDG .695 1 Boo 870 730 31, R7, I 6 16d HDG 4 1 10d x 1.12 HDG-830 95P 1D35 i 730 F32 JL28 UMB 20 1.9/16 6-38 1-12 15/16 _ 10 Intl i 6 1 10dx1-12 1180. 1295'.12951 -865 . 5 no16d 6 10d x l-112 1400 1600 17401 855 JLMiF-TZ - 18 1-9/16 6-18 1-12 - _ 8 10d HDG 4 1Ind 1-12 HDG .930 10M 11601 730. I 31, R1, 8 16d HOG 4 1 10d x 1-1/2 HDG 1105 12151 1215 730 F32 JIM6 LUS26 18 1-9/16 4-13116 1-3/4 1 - 4 Ind 4 I Intl .6701100010B0'1135 JUS28 if 18 1-9116 6-5/8 1-3/4 1 6 lad 1 4 IN 111D. 1770 13751 1115 5, R5, F2 y 2x8 MUS26 MUS26 18 1-9,16 5-1116 2 1 - 6 10d 1 6 IN 1285 147511 GD5., 865 31, R1, MUS2B MLIS28 18 1-9M6 7-1/16 2 1 8 10d 8 10d 17101 1970 2140 123D F32 SIR26 U26 16 1-9/16 5-1B 2 1-3116 _ 6 lod 1 4 10dx1-12 .750 .8401 910 1- 755. 6 16d 4 10dz1-12 880110001080 755 SUH28 - 16 1-9/16 6-5/8 2 1-3116 _ 8 10d 6 Intl x 142 '70ou 112011210 1tSao 8 16d 6 10dx1-12 1175 11335 14401 8007 HLS26 HUS26 16 1-5/8 5-7/I6 3 2 - 14 16d 6 t6d 2760 3140 WSJ1925 5 HUS28 HLIS28 1 16 1-518 7-3116 3 1 2 - 22 16d 8 t6d 4170 4345 4345 1 2570 R5 RD28 HU28 14 1-9116 5-1/4 2-12 1-1/8 In 9 16d 4 tndxi-12 '1230 739011490 . 760 - F2 Mai 6 1230 1390 14901 BZS: H0210 HU210 ' ib 1-9/i6 MIS2-12 1-18 Min 10 tfid 4 10d:142 -1540 173M5 18651 780�,� Maz 74 6 2430. 2610..1170 1) Uplift bads have been inueased 6D%for wind or seismic loads; no fuMw incaase shall be permitted. 2)16d sinkers (0.148 dia x 3-114" long) may be used at 0.84 oh the table bad where t6d commons are spwAod. This dos rat apply to JUS, HUS, MM sWd nail hangers. 3) Fa= HIS, and M1US hangers Rails most be dmen at a 30'to 45'angle through the Joist estrus into the header to achieve the table bads. 4) NAM 10d x 1-12' nails are 0.14B' dia. x 1-12" long,1 Od nails are 0.148" die. x 3' long, 16d rain are 0.162' da. x 3-12• long. New prodwb w updated pmductimwmdon am designated in blue ford. Corrosion Finish MShamless Steel MGDId Coat MHDG NTAple Zinc 112 Continued on next page L cc v cc CQ G ' 6 cc m LL s Copyright ® 2018 Weir Industries, Inc. All flights Reserved L 6 N_ m C LL tNL 411114 .�; U isonoa mt� vv 1 Lri " �n8�'umimu`i ^'m = v"i " ui^"%u'%mm�'_F �' N '3 n�m n 49 ^A .R O $FF R ^2 y21 v�mS� aM t'8i tam`i ei ii'�J e9 'ni'y1 tmfl 7B ,�Nj m.m.Nn bf �,F rF �FF rnt� yn s `JC Smm N �- �t�j R IS NN'tn a 1 REgm N��ii tt�� gg t�t� ss tt�t�t gg ��.� qq yt�$g gg gg gg N N tY N a ¢ O 1p� r m m U 1!� Gs1 M �'! O m O {per N 1p(� b py N yp� O] py N r O fN0 tNo gg iJ gg N•p g tnh F m Y m ayp� 1y` p CJ tO (NO pQ IO F oQ g$ p W W { m (pV fffvVVV Y. F Fly �pplq - Z fG O O O f0 fO IG O O T V fD . C O yO IO yM (O O pY m O O yO t0 b b 1D O O yF O tte m O O t9O O G is vA tp yN IO O G, y1(N�� t-� ?• tB3o8820MNB-S B 'm t� '��a�828sg to '.$ 8S ^Nmo�NN_I5 ^!Nt•ISI ' '' J'' rN� 7 �'`E,• � �CNttPN�_io�r E �CoY_Nn�'S �CPUUUNnwmNN=1 E Sam, � CNwEoNP2IS c. cNl.�4Tihfr,I'� ,G�' NmtNN�hI Nnmt��•IS N��t`oII Ntt9•I5I NJ91ttNN4oprJ ,. NmyytN-JoI Nm.NST.Ii] C Nt��oI NnNJthI NJ�_MI N.yU�ryNhI NrtN��hI' fyN aQ(�t$VI NrQ�L�b'..) �mtlmtN9S•oI NJ�f_L5r T''- •� r�wW�I `. . nU�NmI t i"'rvttm.bdIIt ^ .- _ 'rN�N[_�jI°Y me2 'N Qfie e2 mm m m Q eR e2 e2 ER A. Q E l ie. fienN{�[j 7 ' :. -I • 1]:,, m m m P O W W P P�l2NJd{VV7oi ^ ZE N ^ N , ycl 77 • r , , Jddm��I, �NrWON1al IDS tS �,fA, 'J� �y y. N ty1, (V N ' N ^ VS µ N' N• N' 2 y N N N N N N y y • ,S N N ,[�J N N „N'. O w 1=1=1= E E E7.1 B n� 9 j N a E a 4�S E S C ��rr o�ta55 .�E$3s$ a c�3 civ P�X9Ti b X G n d eg F'Fi 6Gi� `I Is m G a c e� SJOBUUH Rangers Face Mount Hanger Charts MiTek' - - 'Joist Sea IMP _ Sump No. - . . ". Ref. No. SIee4 Gauge Dunenslons (in)) " :- Fastener-Schedule'-?:x .;- .' DF� Nlowabie Loads (Lhs.) o t t ci �- ' Bode .. Bet. Reader'. .:, ... W ... N' '. - 0 - A MiN Max Oly- Nail :. - " , -= Nail- Floor ... Roof - Lpldtr -. 1DO% 115% 125%' 160% SUH314 U314 16 2-BA6 10-9/16I 2 I1-1/8 - 18 20' 6 11odx1-12 225012525 2725.1 1135: 18 t6d 6 1Ddx 1-1Pl 2W51 BODO 30101 11351 H0314 HU314 14 2AA6 11-5n6 2-12 1-1/8 Min 16 16d 6 10dz1-12 246.5 3695'14170 2766 29661 4435I 1290 2D45 Max I 24 12 3 x 16 HD314F HUC314 I 14 2-9116 11-5/16 2-12 _ Min 16 16d 6 1 10d x 1-12 24651 3695'14170144351 2780 2980,j 12BO 2D45 I Max 24 12 H0316 H11316 14 2-9fi6 73-5/1fi 2-12 1-1/8 Min 18 16d B 10dx1-72 2770 j 3 225 { 3355.,. 15M . I Max I 26 12 4ro514435 4435'f 2045' H0316ff HUC316 14 2-9/l6 13-5/I6 2-12I - Min Muni 18 261 1bd 8 106 x1-12 ZT7013125133551 4W513125{3M1 1560. 1569 12 (2)3x8; "I IIt 1[D362 r': I HU38-2:. 14 �18: 6-1/8 .- 212' 1118 '.2045 Min ]a 16d :.: . 4 -"' -. 10. -, 1540 1735 1855�1 780 + Max 1.: 74 6 2155: 2430 2610 1170 3 10 HOW-2 HU38-2 ::! 14 5-18 6-1/3 2-12 1-1/8 Min 10 16d lod 1540 173511801 780 Max 14 b 41 215512430 2610 1170 (2) x H0310-2 HU310-2 .14 5-1/8 I 8 2-12 1-1/8 Min 14 16d 6 1 10d2155I 2430 2610 1]70 Max I 20 10 3DBo l 3475 1 P251 1625 3 z72:, HO3122, - HU312-2 '.t 1 14 "5-1/6,{k 10' 212 (� - 11/B Min Max- { 16 . 24 1 " " 16tl. 8 12 '" 70d { .. ..! 1 24fi51 2780 2980 1065: 36%. 4170 4470 '2340 (2)3X14 HD312-2 I HU312-2 14 5-1/B I 10 2-12 1-1/8 Min Max 16 1 21 1sd 8 12 10d 1 2465'2780 29BOJ '1065 1 369514170 1 '4470{ 2340- - -_ JU526-3 :." .1 WS25-3 .._ 18 14 -% 4-112 1. 2 - 1 1 1. 7-J. 4. { 16d .1 4 1 .16d : 10401 1185 j 12201 1355.1 _ SIIHZG3. ,� U26-3 1fi 45/8 717 1 ft/4_ -2 y + - ' 8- :. 10d -.. 2 - 10d -: 10DOI 1120 11651 .380 1. 8-1 16d -2.1 ,1Od 111651.1165111651 3130 - iiD26-3'. .. ' HU26-3 ... .. :. .14 4-.5/8 4-72 . . 2-12 1-1/6 '. Min 1 . 8 .. A6d , : j. 4 6 : 10d ' i • ::. • - 12M 1 1390 149D 1 780. . 5, Maz- 12 1850 I 20B5 1 2 335 I' 1170 -' . HUC264- - . 14 .4-5/d 4 4-1R { .2-1 12 Mid 8 " 16d - 4 j 10d - ': 12301 1390 11490{ 780 Its,HD26731F Mal 12 6 IBM 20a5 122351 1170 - JUS26-3 I WS25-3 16 4-518 4-112 2 1 - 4 16d 4 16d 1040 1185 12201 13M JUS28-3 1 WS28-3 18 4-5f8 6-3/8 2 1 I - 6 166 4 16d 13251 1510 j 1645 1355 SUH26-3 U25-3 16 4-5/8 I 5-1/4 2 . 1 - B 10, 2 10d 1000. 1120 1165j .380W 8 16d 2 10d 1165 1165, 1165'i 380 (3)2x8 HD26-3 HU26-3 14 4-5/8 I 4- 2 2.12 1-1/8 Min 8 16d 4 10d 1230.1 1390 1490 780 Max 12 6 1850'12085 2235:. 1170 H026-31F HUC26-3 14 4-5/6 4.12 2-12 - Min 8 t6d 4 1Dd 1230 13901 1490:1 780 Mau 12 6 1850; �&5 21351]70 HD28-3 - 14 4-518 I 6-3/8 2-12 1-1/8 Min 10 16tl 4 tad 1540 1735 1865. �' 786 - Max 14 6 2155 2430 2610: 1170 HD28-31F - 14 4-5/B 6-3/8 2-12 - Min 1a 16d 4 10d 1540� 1735 1865: '780 Max 14 6 2155 2430 2610 1170 _. ,.NS283:` t-•_1 WS28-33 :.18 :4"SM {: 6-3I6 -,- 2---' 1 - -- •. 6. :16d'- -4 - -:' 16d- - . 1325. 1510 1645: 1355 - JU621G-3 =- W5210r3:-- 18' 4-SBill-W8.7 '-2 :l -6 �16d. 1 6 ,. 16d-. 1845 2105 2290 1980' C SlIH210-3 ;_ 02103 =1 7fi 9'SB; e-3/8 2- 7 -_ �.: 1d-1:d- 90 6:.(, 10d 1750 1965: 21201.1135'! 114.... -16d: . 6-' :-- lod :+ 20M 2335 .2520'1::1135 HD28-3 14 1 4-5!8 fi-3/8 2-12 1-7IB Min Max. t0 14 " Y6d 4 10d ,<: _- 1540 1735 1865', 780 ' .6- 2155. 2430 2610 1171)2x10'- =.- fiD28 3R-- - - - .::'Mib'JO 1443/B 6-3/B 2-12 .� t6d' ' .4_ 10d - - '- 1540 ]735 7B6.5 =780 :Max -14 = 6 2111 2431 2610 117D - `. H0210.3 ' .. HU2163 : -: 14 -. 4-5/8 B-1y4 212 ,,. 1 1/8 -t6d'--- _ ._: 2155 2430 26f0. 1170: Max; ``� -10 3118034753725-. -1950 "HD210-31F r I HUC21g-3'' 14 4.5/8: B-1/4 Z72' fJio -..14., 16d.. 70d' z3DBD 2155 2430 2610 . 1770. :1! N 3475:3725 1950 -:i ' HD021D-31F ' 1-'.HUG021 D-3. 14' 4-5/81 9 - . �9:.•: 1-12 :.-- ..12. c WS3 = 8 <j' ' W63 -• 5015. 5590 5590 .2975 .1 1131. M, F32 1) Uplift loads have been in60%for wind or seismic loads; no further increase shah he Permitted 2)16d sinkers (0.148 (fia. x 3-1/4' long) maybe used at 0.84 of the table load where 16d rmnmms are sperl6ed. This does not applyto JU3, INS, MUS shed nail hangers 3) WS3 Wood Screws are 1/4' x 3' long and are included with HOD hangers 4) RAM 10d nabs are 0.148' da. x 3' long, 16d naib are 0.162' 6a x 3-12' long. New products or updated product brtomu8on are designated in blue fwrL Corrosion Finish MIStalnless Steel B'Gold Coat GHDG ETriple Zinc Continued on next page 117 Ra taers Face Mount Hanger Charts Mew - .- Joist Size '. lisp:- Stuck NaAeL - -_ Nu. Steel Gauge Dimensions (in) Tastener5dnedule'a'4 Nap, .Allowable Wds (LM-) .� .. a. w S ¢ - Code 'Ref. ' Heada ; ' - Juist . _t, _ - W .. H 0 A MIN Mat Nall iOtY Na0 - Upl'it' 10046 115% 125% i6A% JUS46 1 W546 18 3-5/8 5 12 1 - 4 16d 4 16d 11140 111115 11220{ 1355 MH46 U46 I 16 3-4416 4-13116 2 1-1/8 - 10 1 IN 4 1 10d 12501 1405 1 15151 755 1 1 18M 1 755 10 16d 4 I 10d 14701 167(l HUS46 HU546 I 14 3-SB 5 2 1 - 1 4 16d 4 1 16d 1085 1235 13001 .1155 1 4x6 HU9461F I HUSC46 14 3-SM 5 2 1 - 1 4 16d 1 4 166 1BB5 11235 113DO 1 11551 HD46 MW 14 3-9A6 S-1/i6 2-12 1.1/8 Nlin 8 led 4 10d 123011390.E 14901 7810 Max 1 12 6 1a501 20a5 2235 1 71.70 HD46F HUC46 14 3-9/16 5-1/16 2-1/2- Min 8 tfid 4 10d 123011390114901 790.. Max 1 12 6 185012DB512235I 1170 " ., JUS46•�7:r.--:[ 71154E 1 1B 13--%1 -: 5 : 2'1 1 ! - - .i'::4: 1. 16d 1 4`! 16U. 110011185112201 1355' All. 13-5m 1. 6-.7/8"1 2. 4 /'-' � 6' 1: 16d *1 .4_1 16d: -11325.11510 1645 1355 - SlIH46 .' '� '�' U4fi :.. 'I6. 3-9/I6 413I7fi' 2 11/8 90d' '4'{' led '.11250 1405 1515{ 755 . 18DDI 755 10 -.16d 1 4, JDd 1470 1670 -_ HUS46 =' N11346 - �11 14. '3-5IB 5: 2 . 1 4 -'i6d 4 .1 16d--- 110851 123511300 1 1155 1 _' HU5460=' ' iMSC46 1 14'. 3-51e , .5 1 2 . >V _ 4 1 16d { 411 16d_ - 110115 13235 1300.1 1155 :1 HUS4a.--"'1 HUS48 :1 14 3-5/8 7. 1 2- 1 rl-•.--1 6 1 11501 .5 -1 16d_: 152511aS01199511810° 1'HU548� 2'HtISG48'.; 14 i'3-521 7 f 2.1- 1 - 6 1 16d 1 5 .{ 7.- 16d-. 162517a5011995 1810 4x8 - HD46 _'-: HW6 .. 14 139/16 I 5-1A6 �I2-12� - 11/e. Mimi 8 j 16d.' 4 { - - 1Dd' 1230 1390114901 780 -Max' . 12 6j ISM! 2085 2235. 1170 3-9/16.1 1 5-V76 .- - 2-12 _. - .. win. 8 : 16tl 4 - i- 10d '- 1230 11390 f 1490 1 780.. 5, R5, Max 12 6 .1 18501 2085 22351 1770 - HD48 - HU48 . 14 i 3-9/16 - fi-15/16 2-12 1-718 RLn .Max. 10. 14 - - 16d '.4 -• 10d : ' - 15401 TM 18651 780 F2 6 Z1551 2430 j 26ID I. A.. HD4BIF -' : HUC4B- i 14'. 3-9/16 615/16, 212I- - On, : ,0 :" ` 16d -,.: 4 `' C 10U, 154011735118651 78D -14 6,. 2155 2430 2610:1 .:1170. JUS48 WS48 18 3-5/8 1 67/8 2 1 6 16d 4 16d 7325 7510 1645 1355, JUS410 LU5410 1 18 3-5/8 1 8-7/8 2 1 8 16d 6 16d i 11t451 2705 7290 1980 SUH410 I U4ID i6 3-9AG B-3/8 2 I 1-1A3 - 16 10d 6 1- 1Dd 12DD012245124201 1135 1 16 t6d 6 10d 1 2a50{ 2670 2980:1 1135 HUS48 HUM I 14 3-5/8 7 2 1 6 16d 6 I 16d 1110 1850 1995 1810 HUS481F HUSC48 14 3-5/8 7 2 1 6 16d 6 16d 1625 11850 19951 1610 HD48 HU48 14 3-9/16 6.15/16 2-1/2 1-1A1 1-1/8 10 1fid 4 10d 1540 1735 .1665 1 780 Max 14 6 2155 {'2430 26f0' 1170- WO 10 HD48F HUC48 14 3-9/16 6-106 2-12 - Min 10 16d 4 10d 7540 1735 1865 { 780 f4ax 14 6 2165 2430 2510 1 1170 HI1S470 HUS410 14 3-518 S-7/71 2 1 1 8 16d 8 166 1217D 2465 26601 2210 :1 HUS41OF I HUSC410 14 3-5/8 8-7/8 2 1 8 16d 8 16d 121701 2465. 2660-. 221D . HD410 HU410 14 3-9/16 8-13/16 2-112 7-1/a Min 14 16d 6 10d 21551 2430. 2610! 1170 M. 20 10 30B0 :3475 3725 1950 HD4101F HUG410 14 3-9/16 8-13/16 2-12 - Min 14 16d 6 lod 2155 2430 2510.:'717D 11 Max 20 10 3080 .3a75 3725 7950 HD04701F HUC0410 14 3-9A6 9 3 1.12 12 MM 6 WSH 5075 5590 5590. 2975 { 31, R7, F32 1) Uprdt loads have been increased 60%for wind or seismic loads; no feMer Increase and be permitted. 2)16d sinkers (0.148 die. x 3-1/4' long) maybe used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUSH MUS slant nail hangers 3) =3 Wood Screws are 19' x 3' long and are included with HBO hangers. 4) NANS 1Dd nails = 0.148' dia x 3' long, 16e nails are 0.162' da x 3-12' long. New products or updated product information are designated in blue ford. Corrosion Finish IIIIIIStairtless Steel tE---GoldCoat E:-;HDG Triple Zinc 119 MINIMUM ORADE OF LUMBER 6 UNLESS SPECIFIED ON 046NEER'S SEALED DESIGN. APPLY iM "P-BMCE, e0R 7v Chard 20 GYP Q2 SPF p1/1)2 or better LENOTN aF w Vf1�EY 1ySg 6MIE ePsals9 ARG OMOE Op g[TEEn ATTACH@ P WIT! tld BO% O�I7011R�07 HM9 AT 9' OR OR COHIINVNS IATEML BRAOINO� eon Chord 2wB(e) DR 2A4 SP #2N OR SPP jl/r12 or bettef EQUALLY SPAC FOR OAJ. VALLEY WEBS GREATER ITM 7'-a'• WtbE 2n4 GYP Ba or bolter MMMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED IX-O', t-)'2A7 MAY SC [UPP® MOM A Zee. DWER ID OR DQUApb) TOP CHORD UT TRUSS BENEATH VALLEY SET MUST BE BRACED WITH, ee 4 PROPB,Y TTACVIEO. RATESRATESBHFAIHINO APPLIED PNOR TO VAU.EY TRUSS ( ) ATTACH EACH VALLEY 70 EVERT SUPPORTING TRUSS. TOP N TAR A (Z) 1Gd BOX S 4.0ftl NuL9 TOE -WILED Fl1fl ON PURUNS AT 24' OD. OR AS DHIERWISE SPECIFIED ON ENGINEERS' STALED DESIGN 1`110 2091, ASCE 7-10 J_-H WORD, OR — MFAN HEIGHT. ENCLOSED BUILDIHO. BY VALLEY TRUSSES USED IN LIEU OE PURLIN SPACING AS SPECIFIED ON OlP. O. RESIDENCIAL. WINO To bL.B PSr. ENMNEER9 BEALEO .RESIGN. SUPPORTING m �poM Zee on LUT AS REQUIRED 4'-0" Max 4 6'-0" Max 6'-0"Max Sp weevwj r-Lrr— 20'-0" Max SFS AT 24" O.C, MAXIMUN SOUTHERN TRUSS Rol COMPANIES (BG eaeJh.e....uwa......m SPACING. )RUSS BEMWH TIE THE IS MjA UAFD AL NO -M. THE SLOPE OF TIE TOto PPCHORD. (tt) LARGER SPANS IAAS. BE BUILT AS LONG AS TnE VERTICAL HEIGHT DOES HOT EKQEEP 12-0 BORON CHORD MAY BE SQUARE GB PITCHED OUT AS SHOWN. (2)12d SQUARE CUT SQUARE CUT(.,)TOE BOTTOM CHORD wII� VLIFf. P RO 9P�pAal""� END DVERTICALB VY CI r r-1 t t-1 CncUon bracing IS nvl III mrpam@R4 aI lnta dostr nur bau Iabrlmlm, ptman Elrclinyy W�Ma vn vvaeon addat regadfn emellon bracing nhhh It always uTA and donoloolO Saab encUm aid Ptrmanmt bmclna wl tpenua on can OPTIONAL HIP JOINT DETAIL FRAMING TO LL 20 20 PSF TC DL 10' 16 PSF BC DL 10 10 PSF BE LL 00 00 PSF TO�T��A�.L.,�LOAD 40 46 PSF iw�Nl1MIbO 1.25 1.26 SOUTHERN i-Russ C❑MPANIM nvr//....,..awnw....m To OMART ABOVE aFOR �MAX (*BM VERTICAL LEMM / I T Ian !;;;1 Ewapvn 6wabp w Iv nvl Ih� rapvar@mlp of 4ua dwlpmG plv mr b fuW alm, pmvm smu q Irma me aallmtd 10 1 a ema Ma)tlmun Total Load 50 PSF SPACING AT 24" O.C. Y -IFypecax9 F9cc-41cbcaCk ED�taaI MINIMUM GRADE OF LUMBER Top Chard 2x4 SYP #2 ar holler Boll Chord 2x4 SYP #2 or bell., Webe 2x4 SYP a7 or hailer REFER TO SGLL'D DESIGN FOR DASHED PLATED 7SPACE PIOUMA M VEIMCAL9 AT 4' OC MAY IS AND DIRECTLYBOTTOM Wei N7SSPUC S MUST BE STAGGERED SO THAT ONE SPLICE ATTACH PURUNS 70 TOP OF FLAT 70P CHORD, IF PIOO WK IS 9ULM LUMBER OR 7HE 0000M CHORD 19 OM ITEO PURUNS F1A'f BE APPLIED BEREA 7H 70P CHORD OF SUPPU"G TRUSS. OEM TO ENGINM'a SEALED DESIGN FOR REOUIREO PURUN SPACING. THIS �"DEIAAIL 19 APPLICABLE FOR THE FUUDWIHO WIND CONDTRONSe ; _MPH WINO, 30' MEW HOT. AscE 7•1a CLOSED BLDa. LOCATED ANYWHERE IN ROOF, 1 MI. FROM COW CAT I ExP a, WINO 7D UL-a Per, WINO BC Dl PSF 140 (.IPH WINO. 30' MEAN HOT. FBC2O 10 ERCLD9EO BLVD. LOCATED ANYWHERE IN 1100E IOND TC DW PSF, WIND BC UL-a PSF. FROM FACE (X") MAY BE OFFSET FROM BACK FACE PLATE9 A9 LORD As BOTH FACES ARE SPACED 4' OC MAX. 2 A OPTIONAL SPLICE D WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7'9" NO BRACING 10 i" BRACE. SAME GRADE; SPECIES AS WEB 7T TO 10' MEMBER, OR BETTER AND BOX LENGTH OF WEB MEMBER. ATTACH WITH Bd NAILS AT 4" O/C. 2x4 'r BRACE. SAME GRADE, SPECIES AS WEB 1a' TO 14' MEMBER, OR BETTER AND BOX LENGTH OF WEB MEMBER. ATTACH WITH 16d NAILS AT 4" O/C. I \ \ I I // \\ // \\ * ATTACH PIGGYBACK WITH 6"x6x1/2- COX PLYWOOD WITH 4—#Od NAILS IN EACH BOTH FACLS 0 '4'-0" O.C. MAX. JOINT SPANS UP TO TYPE 30' 34' 35' 52' A 2x4 2.5x4 2.50 34. 6 4x6 5x6 5x6 5x6 C 1.50 1.5x4 1.5x4 1.5x4. D 5x4 5x5 5x5 5x6 �C ID C I .---IB -I c I°IC L` Fo n SO V V cl T— r" I i n Feecllon bracing Is Rot the nnpo iN4 of Inge deolpi nor bun robekular, pener0 swUn'y bum on coulbu oddcs Rpmdmy enclion bmd q ehfch Isohoys nqut and dminobj during ereellmC andomment bracing vl I SPeclfc opprXQUML See'ULSI—Ill MaM Shnl CmM dotfom for hondroy, haldRng A bnohq MIDI plate ammo Tenn on to be ended and fulmod In Iulmd 6 o dr short m sh-1 h applied dbeciff Iv IM lop ahmde, I epellkd an the Iran dulgn TMmee Shoo be handle vM 'napM to 0=1 ftRA ...---- me C. C Maximun Loading 55pef at 1.33 Duration Factor 50psf at 1.25 Duration Factor 47psf at 1.15 Duration Factor SPACING AT 24" G.C. SCAB -BRACE -DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +/- 6". THIS DETAIL IS NOT.APUCABLE WHEN BRACING IS — REQUIREDAT'1/3•POINTS OR I -BRACE ISSPECIFIED.- APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 1Dd (3" X 0.131') NAILS SPACED 6"•O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. ' . �\ MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=•t2'-D" SCAB BRACE 2x4 MINIMUM WEB SIZE. MINIMUM WEB GRADE OF#3 Nalls� / SecBon Detall ®� Smb$race \ Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nailing Pattern . L-Brace size Nail S¢e . Nail Spacing 1x4orB 10d 8"o.c. 2x4, 6,,or B 15d 8" D.C. 'Note: Nail along entire length of L-Brace. ' (On Two-PVs Nail to Both Hies), T CY Web L-Brace must be same species grade (or better) as web member. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover Bar. of web length: L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing 1Neb Size 1 2 2x3or2x4 1A .. 6 US 2x8 M - DIRECT SUBSTITUTION NOT APUCABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web S¢e 1 2 2x3 or 2x4 2X4 ». 2x6 W ... 2x8 2x8 «» - DIRECT SUBSTITUTION NOT APLICABLE. T-BRACE / I -BRACE DETAIL 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 aMWert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail S¢e . Nail Spacing 1x4 or 1x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire lengtii uf•T-Brace ! I -Brace. (On Two-Plys Nail to Both Plies) . . alternate position Nails Section Detail T-Brace / T PR-'\ Web alternate position Nags Web Nails I -Brace SPACING Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2 or 2x4 1M (7 T-Bra .Ix4 (') I -Brace 2x6 1x6 M T-Brace 2x6 I -Brace 2x6 2x8 T-Brace &B I -Brace Brace Size for Two -Ply Truss Spedfied Continuous Rows of lateral Bracing Web S¢e 1JlBrace 2X3 or 2x4 D 4 T-B 2x6 2x6 T-BBrace 2x8 T-BBrace T-Brace / I -Brace must be same species and grade (or better) as web member. (7 NOTE: If SP webs are used in the buss,'Ix4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/I-B race For SP truss lumber grades up to #1 with 1)(bracing material, use IND 55 for T-BraceA Brace I o russ 1russ lype LILY My Grenadine mw.68-GmnsdineSpec A7 Roof special 1 1 Job Reference o donal soumem i cuss , rt Hems, ram, .wea � 6.00 72 S6 x8 4x5 9 5 3x6 G 3x4 i W4 34 2x4 II 2 7 1 Sxe = 19 18 315 = 54= 2x4 fl 16 15 14 3x8= 3x4= 4x5= 3x4 B 2x4 p 96 10 70 13 3x4 = 7-0-5 7-n-s I 6A-11 20-0.0 2338 -513-iS 311] 40A-0 2f1-2 k11999 Dead Load Deg. = 5116 2x4 II it g12 I� Plate Offsets (X,Y)- f2:0-4-12,Edgel. [5:0-24,0.2-0], (6:D-2-8,0.1-01.17:0-5-4,0.2-81,111:04-12,Edgel,117:0-5-12,0-3-41.120:0.2-3,0-1-01. (22:0-2-3.0.1.01 LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.22 16-17 >999 240 MT20 244119D TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.62 16-17 >929 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.19 11 nla n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 2461b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' B2: 2x4 SP No.3, B4: 2x4 SP M 31 WEBS 2x4 SP No.3 `Except* W2: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. ',(size) 2=0-8-0 (min. 0-25), 11=0-8-0 (min. 0-1-10) Max Hoa2=243(LC 8) Max UpIif12=549(LC 8), 11=518(1-C 9) Max Gmv2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or B-1-6 oc bracing. WEBS 1 Row at midpt 5-16.7-16 FORCES. (Ib) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=34231883, 3-4=3514/931, 45=3498/957, 5-6=2469/683, 6-7=2107/675, 7-8=2394/663, 8-9=3009/800, 9.10=-3153(R9, 10-11=3419/839 BOT CHORD 2-19-887/2975, 517=1701754, 16-17=-811/3091, 15.16=332/2064, 14-15=454/2554, 13-14=454/2554, 11-13=612/2982 WEBS 3-19=516/250, 17-19=87012952, 516=1218/531, 6-16=174f/38, 7-16=142Y279, 7-15=209/606, 8-15=717/366, 8-13=1251553,10-13=3631260 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; 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 ureter pending. 4) All plates are KMO plates unless otherwise indicated. 5) This truss has been designed for a 1D.0 psi bottom chord live lead nonconcunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (frlb) 2=549, 11=518. LOAD CASE(S) Standard �10E/Vq,�ji �}t STA \FF J' l I<ORIDPI,���� i�j/j/70 AA.I jJoD— toss I Cuss I ype Qty Fly GrenatlineC �MW-6&GrenadineSpec A2 Roor Special 1 1 Job Reference o Banal aoumem cuss, r� Warta. r�..»sm -2-0-0 7-0-5 Al 20.0-0 I o.gk7a eHo_.ygRu„,...Orga MFn ,-3F QNxt �.� ......,.,.. ..._,..._..--,., 9yV ID:gk72aeHo_wygRu35gO0igTyMFnX-3FeOtz5d4eteNM�'ZIDGzOkbSVS_sKzTryM9y yF 22-541 251-8 32-3-5 404)-0 42-0.0 �2-0-0 7-0.5 6-0.11 1 6-11-0 1 2-58 1 2-8-0 7.2-0 7-84i 2-0 0 Dead Load DeB. = 5/16 in 5x5 = 6.00 F12 6 5x5 = 5x5 = 7 4x5 i 5 3x4 C US 4 W 9 US 10 3x4 4 W4 :: 34 W9 I � NOP2X STP= 0 2x4 II NOP2X STP=A I11 2x4t ll 2 12 I¢ ]¢ AG 5x8 _ 16 15 14 13 19 15 US = 4xS = 20 II US = US = 5x6 = 2x4 II SX8 = 7.0.5 13-1-0 zo-a6 2111 32-3-5 40-0.0 Plate Offsets ().Y)- [2:0-0-12,Edael, [5:0-2.4,0-2-01, [8:0-2-8,0.2d1 [11:04.12,Edae] 117:0-5-12 0-341 [20:6-2-3 0-1-01 [22:0.2.3 0-1-01 LOADING(psf) SPACING- 2-0-0 CS]. DEFL In (loc) Ildetl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.96 Vert(LL) 0.24 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.26 BC 0.91 Vad(CT) -0.56 16-17 >862 180 BCLL 0.0 Rep Stress Inv YES WB 0.67 Ho2(CT) 0.21 11 n/a n1a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight 245 It FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' T5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2'Exceprr B2: 2x4 SP No.3 WEBS 21i4 SP N0.3 *Except* W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0.8-0 (min. 0.2.5), 11=0-M (min. 0-2-5) Max Hor42=245(LC 8) Max Upl-d@=548(LC 8), 11=548(LC 9) Max Grav2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 1 Row at midpt 5-16, 7-16, 9-15 FORCES. IN) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=3423/882, 34=-3514I930, 4-5=.3498/956, 5-6=24421675, 6-7=2315R11, 7-8=22541704, S-9=-2634n14, 9.10=3207/884, 10-11=-3409/866 BOT CHORD 2-19=888/2975, 517=1701756,16.17=812/3090, 15-16=426/2341, 14-16=6402951, 13.14=-6402961,11-13=-6402961 WEBS 3-19=-517250, 17-19=8712956, 5-16=1256/543, 6-16= 447/1675, 7-16=855/3BO, 7-15=348/153, 8.15=17lf754, 9-15=823/399, 9-13=0/327 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (&second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=16ft; CaL 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 pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This buss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2=548, 11=548. LOAD CASE(S)Ztandard IM' SONI ALEtN \\\\ I 5x5 = 6.00 12 6 4x5 G 5 3x6 4 3x4 G W4 34 NOP2X STP— rvc 2x4 II 2 nr a 6 1� 5x8 = u� 18 17 3x5 = 5x6 = 2x4 II 5x5 = 6yr = 7 5x5 Q 9 15 14 13 12 3x8 = 3x6 = 20 II 3X5 = 3x8 = , 15 I 1ti4 F 20-0-0 I 28s i 3c�o i t-0� Dead Load Deft. = 5116 in 2x4 II 10 g 11 l� Plate Offsets (XY)- 12:0-0-12 Edoel, f5:0-24.0-2-01 18:0-2-8.0-2-41.19:0-2.8.0.3-41, it 0:0-4.12,Ed0e1. r16:0-6-12,0.341, [19:0-2-3,0-1-01, 121:0-2-3,0-1-01 LOADING(psf) .SPACING- 2-0-0 CSI. DEFL. in (too) gdefl IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.25 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.5615-16 >852 180 BCLL 0.0 Rep Strew Ina YES WS 0.67 Hort(CT) 0.22 10 n/a rVa BCDL 10.0 Code FBC2017[rP12014 Matdx-MS Weight 240 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No2'ExcepY 32: 2x4 SP No.3 WEBS ZA SP No.3'ExcepY W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2.5), 10=0-8-0 (min. 0.2.5) Max Horz2=245(LC 8) Max Upflfl2✓548(1-C 8). 10=548(LC 9) Max Grev2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 1 Row at midpt 5.15. 7-15 FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3423/882, 3-4=35131931, 4-5=3497/957, 5-6=-2444/673, 6-7=-2364/708, 7-8=24327735, 8-9=-2BO6f758, 9-10=3440I893 BOT CHORD 2-1 B=88812975, 6-16=1727752, 15-16=813/3089,14-15=488/2609,13-14=-48812609, 12.13=659/2992, 10-12=-657/2995 WEBS 3-18=516/251, 16-18=87212952, 5-15=12521547, 6-15=41511662, 7-15=9361415, 7-13=-08Bf205, 8-13=202/910, 9.13=-6731335, 9-12=0265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; 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 psr bottom chard live load nonconcunent with any other live loads. 6) Provide mechanical connection (by other:) of truss to bearing plate capable of withstanding 100 Ib uplift at)omt(s) except Qt=-lb) 2=548, 10=548. LOAD CASE(S) Standard \ PE 50S1 — I 7311 STA QQF i NA /IIIING�\ \\` 3 Job fruss lype Lily My GrerutlineC MvVfi5-GrenadineSpec A4 Roof Spedal 1 1 Jab Reference o Bonal SouVlem Ilea6, M rieree, rL, J 001 5x5 = Dead Load Dail. = 5116 in 6.00 12 6 5 = 4x5 4 5 3x6 1;3zd AW6 Q 3x4 G W4 9 34 0 NOP2X STP= g 2x4 II NDP2X STP= 10 11 r" 2x411 2 R 6 C c 1 5x8 - 15 74 13 12 18 17 3x8 = 41 = 3x8 = 2x4 II 3x5 = 315 = 5x5 = 2A 11 1 731I 9-1-e 70.5 -0 -0 291n I 3417 I 40-0-0 .^^, Plate Offsets (X,Y)— 12:0-0-12.Ed9el, [5:0-2-0,0-2-0], IB:D-2-8,0-2-41, 110:04-12;Edge1.116:0-6-12,0-341, 118:0-2.0.0.2.81 f19:0-2-3.0-1-01 f21:0-2-3 0-1-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL in Qoc) gdefl LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(L-) 0.24 15-16 >999 240 MT20 244/190 TCDL 15.0 LumberDOL 1.25 BC 0.87 Vert(CT) -0.5413-15 >893 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.20 10 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 236 lb FT=20Y LUMBER - TOP CHORD 2x4 SP No.2'Excapt* T3: 2x4 SP M 31 BOT CHORD 2x4 SP No.2'Except* B2: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 2x4 SP No.3 `Except* W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0.8-0 (min. 0.2-5). 10=0-8-0 (min. 0-2-5) Max Horz2=245(LC 8) Meat Uplifl2-548(LC 8), 10=-548(LC 9) Max Grav2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 1 Row at midpt 5-15.7-15 FORCES. (lb) - Max. Cemp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3=3423/882, 3-4=3510/931, 4-5=-3493/957, 5-6=2451/671, 6-7=2426/698, 7-8=2616f764, 8-9=298&795, 9-10=34841912 BOT CHORD 2-18=888/2975, 5-16=176f743, 15-16=813/3083, 14-15=558/2914, 13-14=55BJ2914' 12-13=69013048, 10-12=-69013048 WEBS 3-18=5141251, 16-18=87SC942, 5-15=12351547, 6-15=39211610, 7-15=1065/475, 7-13=7141263, 8-13=227I1053, 9-13=531/280 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--150mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsft h=168; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvide adequate drainage to prevent water pending. 4) All plates am MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It -lb) 2=548. 10=548. LOAD CASE(S) Standard L\CEIV,9 'T PE 6051 ` i STA �pr / >< I I Special 5x5 = 6.00 12 6 3x4 4x5 G 7 5x5 = rye _ 5 T 8 3x6 G 30 i W4 W6 34 8 NOP2X STP= 2x4 II 2 al 1 7 7 5x8 = 16 15 14 c 19 13 3x6 — 4x6 = 4x8 = US = 5x5 = 20 II Dead Load Deft. - 318 in 2x4 10 7 NOP2XSTP= 2xa II 11 y 13 72 d 3x4 = 3x5 = 7-45 WM 2041-0 a28-54icn 339.13c 4011-0 i I cn�� F z��_n I Plate Offsets (X Y)-- f2:0.4-12 Edgel 15:0-240-2.01 R:0-1-12 0-1.81 f8:0-2-8 0-2-01 f 11:0-0.12 Edgel f 17:05-12 0-3-01 f 19:0-2-00-2-8] 120:0-2-3 0-1-01 f22:0-2.3 0-1-01 LOADING(psf) SPACING- 2-D-0 CSI. DEFL in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.26 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.6114-16 >785 180 BCLL 0.0 Rep Stress Ina YES WB 0.69 Hom(CT) 0.22 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 240lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 *Except* B2:2x4 SP Na.3 WEBS 2x4 SP No.3 *Except' W3: 24 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=D-B-0 (min. 0-2-5), 11=048-0 (min. 0-25) Max Hoa2=245(LC 8) Max Up1182=548(LC 8), 11=648(LC 9) Max Gmv2=1845(LC 1), 11-1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied or 14-12 oc bracing. WEBS 1 Row at midpt 5-16.7-16 ' FORCES, Qb) - Max CompiMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=34231882, 3-4=3512/931, 45=3496/958, 55=2449/671, 6-7=-2425/7D4, 75=-366611006, 8-9=3237/878, 9-10=3349/928, 10-11=3509/934 BOT CHORD 2-19=8882975, 5-17=-175N46, 16-17=814/3087, 15-16=549/2861, 14-15=549/2861, 13-14=536/2743,11-13=-72013080 WEBS 3-19=515251, 17-19=-8752948, 5-16=1244/549, 6-16=-409/1653, 7-16=10781480, 7-14=-284/1026, 8-14=16681470, 9.14=22511009, 9.13=139/371,10.13=274205 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=5.Opsf; BCDL=5.Opsf, h=16ft; Cat 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcumant with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1DO lb uplift atjoint(s) except (p=lb) 2=548, 11=648. LOAD CASE(S) Standard PE 6051 \` r _ t STATE F ss�NAi) ENG?���� S 10.0 1 mss I ype Lily Viy Grenadine-C A4Ni6-GrenadineSpec A6 Roof Spedal 1 1 Job Reference (optional) aomnem I . . n 11 � '- .a. 5x5 = 6.00 12 6 3x4 C 4x5 4 7 5 5x5 = 5,5 - 3x6 O 8 3x4 G W4 W6 34 0 B NOPZX STP= 2x4 II 2 6 1 5x8 = 15 14 13 12 c 18 17 3x8 = 46 = 3x4 = 3x5 = 5x6 = 2x4 II 3x4 = Dead Load Deft. - 51161n NOP2X STP= 2x4 II � 10 1g 3.5 = 7-0.5 I n�e� 13-1-0 i 20-0.0 I 26-7-11 I 33-8 dA i >rlc Plate Offsets (X,Yt- f2:0.4-12,Edce1, r9:0.2.8,0.2.41, I10:0-4.12.Edne1, I12:0-1-12,D-1-81, I16:0-5-12,0-3-41. (19:0.2.3,0-1-01 I21:0-2-3.0-1-OI LOADING(pst) SPACING- 2-0-0 CSI. DEFL in QoC) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(L-) 0.24 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.5615-16 >851 180 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(CT) 0.22 10 nla n/a BCDL 10.0 Code FBC2017trPI2014 Matrix -MS Weight 233 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' T2,T5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2'ExcepV B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W3: 2x4 SP No.2 OTHERS 2X4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5). 10=0-8-0 (min. 0.2-5) Max Hom2=245(LC 8) Max Upli82-548(LC 8), 10=546(LC 9) Max Gmv2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oC bracing. WEBS 1 Row at midpt 5-15. 7-16 FORCES. Qb) - Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-0=3423/882, 3-4---3515/932, 4-5=-3499/958, 5-6=24441673, 6-7=-24091/11. 7-8=3355/880, 8-9=2989/844, 9-10= 3395/865 BOT CHORD 2-18=8872975, 5-16=-17lf752,15.16=-81313088, 14-15=52112755, 13-14=-5212755, 12-13=803/3703,1 D-12=6222942 WEBS 3-18=517/251, 16-18=8752957, 5-15=1252/547, 6-15=42411680, 7-15=1040/455, 7-13=207/830, 8-13=110301401, 8-12>1219/323, 9-12=20511144 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vssd=124mph; TCDL=5.Dpsf; BCDL=5.0psf,, h=161t; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord five load nonooncurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) except (It -lb) 2=548, 10=548. LOAD CASE(S) Standard j\� � PE 6051 Op �\ STA o �',ORIDP,��1jQ� ! 1111\G� \�� o inuss I Nay lype Uly &snadine C MW-68-GenadineSpec A7 Roof Special JVIY 7 1 Job Reference o Sorel Dead Load Defl. = 3181n 5x5 = 5x5 = 6.00 Ff2 6 6 3x4 4 3x4 4* 4 q 7 5x6 G 5X5 = 5x5 = r B W/ 8 3 d, NOP2x STP= 8 1 2x4 I NOP2x STP— — 10 r 2x4 II 2 5 WTO 11 Iqo I4 791 14 13 72 20 19 18 17 16 3x8 MT20HS= 3x5 — 3x5 = 3%5 = 2x4 II 4x6 — 6x8 = 2v6 II U4 = B%10 = 655 11 7 210-7H1 35400-0 6$8 5 415105 0.7 i Plate Offsets (X,Y)- [2:0-0-12,Edge], [3:0-2-12,D-3-0], [5:0-2.8,0-2-0], [6:0-2-B4O.2.4), [9:0-2-B4O.2-4], [10:0-0-12,Edge), [15:04-6,Edgel, 117:0-3-0,0-0-4], [18:0-1-12,D-2.8), [21:0.2-3 ,0-1-01, r23:0-2-3,0-1-01 LOADING(psf) SPACING- 2-" CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.23 14-15 >999 240 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.5914-15 >812 180 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES W13 0.94 Horz(CT) 0.18 10 n)a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight 246 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 , TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc puriins. BOT CHORD 2x4 SP No2 *Except' BOT CHORD Rigid ceiling directly applied or 6-2-8 oc bracing: Except B3: 2x4 SP No.3, B4,B5: 2x4 SP M 31 10-0-0 oc bracing: 15-17 WEBS 2x4 SP No.3 WEBS 1Raw at midpt 7-15 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-6-0 (min. 0-2-5), 10=0-8-0 (min. 0-1-10) Met Horz2=237(LC 8) Max Upit02=539(LC 8), 10=539(LC 9) Max Gmv2=1950(LC 1), 10=1949(LC 1) FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3446/866, 3-4=28501754, 45=2568/691, 5-6=2189/670, 6­7=2351/652, 7-8=-3545/877, 8-9=-3136/833, 9-10=3503/870 BOT CHORD 2.20=-868/2998, 19.20=870/2991, 1&19=87=991, 5-15=2281842, 14.15=55913134, 13.14=984/4350, 12.13=-9B4/4350, 10-12=654/3060 WEBS 3-20=0/261, 3-18=615/301, 4-15=4261287, 1518=611/2459, 7-15=1324/498, 7-14=114/802, &14=-1348/471, 8-12=1707/443, 9-12=25411312, 6­15=225f767 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3•second gust) Vesd=124mph; TCDL=6.0psf; BCDL=5.0psF; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has, been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at -lb) 2=539, 1D=539. LOAD CASE(S) Standard TiLl IPE051 1 p71 STA %0� \-o OR oNAL toss I cuss I ype y GrenadneC Mw-a6-GrenadineSpec AS Roof Special Girder 1 1 Job Reference o tional SoAhenn Truce, FL Pierce. FL., 34951 6.00 f 12 ax6 = 6 5x7= 5x5= 3x5 = 2x4 II 4a6 6x6 = 5x5 = 4x5 = 20 II LOADING(psf) SPACING- 2-D-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code FBC2017/fP12014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T5,T1: 2x4 SP M 31 SOT CHORD 2x4 SP No.2 *Except' 83,F1: 2x4 SP No.3, B4,B5: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 Dead Load Deft. = 7116In 13 C51. DEFL. In (loc) Udell Lid PLATES GRIP TC 0.86 Vert(LL) 0.30 15 >999 240 MT20 2441190 BC 0.97 Vert(CT) -0.69 15-17 >694 180 WB 0.91 Horz(CT) 0.22 12 We n/a Matrix -MS Weight 2551b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-10.1 oc bracing. Except 10-D-0 oc bracing: 17.18 WEBS 1 Row at midpt 9-17, 10-15, 5-7 REACTIONS. (sloe) 2=04I-0 (min. 0-2-5), 12=0-8-0 (min. 0-2-0) Max Horz2=233(LC 8) Max Upl'd12=555(LC 8), 12=752(LC 9) Max Gmv2=1963(LC 1). 12--2417(LC 1) FORCES. (lb) - Max. CompJMaK Ten. - All forces 250 Ob) or less except when shown. TOP CHORD 2-3=3494/896, 33=3276/898, 4-5=2784/749, 5-6=307/87, 7.8=2577/766, 8-9=2625/733, 9-10=413911125, 10.11=-1162H228, 11-12=-452311303 BOT CHORD 2-21= 887/3038, 20-21=887/3038,19.20=88713038, 7-17=761338, 16-17=-822/3660, 15-16=8221366(1, 14-15=-1787/6439, 12-14=107013987 WEBS 4-21=0/296, 4-19=756/369, 5-17=73/432, 17-19=-556/2399, 8-17=-2351897, 9-17=1578/580, 9-15=-162/930, 10-15=28721997, 10.14=2686/888, 11-14=-054/181D0, 5-7=2425f729 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=S.Opsf; BCDL=5.0psf; h=16ft; Cat II; Exp C; Encl., GCpto0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) AD plates are MT20 plates unless otherwise indicated. 5) This buss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live bads. 6) Provide mechanical connection (by other:) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=555. 12=752. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 lb down and 168 Ib up at 37-1-8 on top chord, and 421 lb down and 17716 up at 37-0-12 on bottom chord. The designlselection of such connection device(s) Is the responsibility of others. the LOAD \\\ j l I I I i (/i/, CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (5). M 194 /�//// LOAD CASE(S) Standard \\d\\\?'NA 1) Dead +Roof Live (balanced): Lumber Inaease=1.25, Plate Increase=125 Uniform Loads (pit) Vert 1.6=70, 6-7=70, 7-8=40, 6-10=70, 1D-11=70, 11-13=70, 18.28=-2D, 17-31=20 / PE r6051 1 4 Continued on page 2 i�1 STA F 1x \\\ ////ssONA 111zAla 19 a Nae I NS6 I ype GrenatlmeL MW� Gn:nadu,spee AS lQty Roof SpedW Girder 1111Y i 1 Jab Reference o gonel Souihem TM", FL Pierce, FL, 34951 LOAD CASE(S) Standard Concentrated Loads (lb) Vert 11=8g(B) W-421(B) Run: 5230 a OG 21 2015 Print 8230 s Oct 212018 Mliek Indusmess, Inc Sat Nov 1012:12:26 2018 age 2 _ ID:gk72asHowygRu35gOOrgTyMFnX•uP7hBOXOfQeoSsIGvZKgDH_duw7SGzctLuwpnpyKby3 \\\aN Im!8��/q/ PEGElys t 6�51 7y � STA7�E�7nr a 1 >r Special 2x4 `d 5x7 = s nnR-9 ° 46 = 4x8 = 2x4 It 3x5 = 3x4 = 20 II 2A II 9-7.4 18-8-0 22-11-0 2&10-0 7-i-12 37-0-0 � 2]d I 94412 4-3-0 6-11-0 ~ Dead Load DO. - 5/16 in Plate Offsets (KY)- 12:Edge 0.0-41 f8:0-2-8 0-1-e1 17:0-2-8 Edoel f8.0-2-8 0-2-41 110:Edpe 0-0-141 112.0.2-8 0-2-121 115:0-2-0 0-2-01 116.0-2-13 M-OI f 18:D-2.3 0A-01 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. In Doc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.18 11-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.48 11-12 >924 180 BCLL 0.0 Rep Stress Inv YES WE 0.71 Hom(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 223 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except• BOT CHORD B7: 2x4 SP M 31, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 10=1VIechanical, 2=0-8-0 (min. 0-1-8) Max Horz2=260(LC 8) Max Uplift10=-443(LC 9), 2>510(LC 8) Max Gm%,10=1670(LC 1), 2=1820(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3137/825, 3-4=-2830/738, 4-5=2817/765, 5-6=1971/590, 6-7=-2661/800, 745=2395/678, 8-9=2960/878, 9-10=3089/806 BOT CHORD 2.17=-859/2732, 16-17=597/2207, 15.16=597t2207, 7-12=1324/451, 11-12=-39772160, 10-11=-63312672 WEBS 3-17=-4151296, 5-17=135/609, 5-15=785/410,12-15=-3Ol/1779, 6-12=500/1725, 8-12=1411524, 8.11=263/632, 9-11=-379/304 Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 7-12 10-M oc bracing: 12-14 1 Raw at midpt 5-16. 6-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Cpsf; h=16ft; CaL II; Exp C; Encl.. GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 paf bottom chord live load noncencument with any other five loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (It=1b)10=443, 2=510. LOAD CASE(S) Standard i PE- 60R, xtt i -0 � sra�— �ijfis��ORIDP: 0 Truss Was type Dry Ply 6renadine-C MW4i&GrenadmeSpec Me Hip 1 1 Job Reference p tional 5x7 = 5.5 = 6.00 12 5 6 4x5 i� W 4 7 6 5x5 i W4 3 NOP2X STP- 2x4 II 2 6 c 1 5x6 = 15 14 13 12 16 17 3x4 = 3xe = 4x6 = 3x4 = 3.6 = Us = 2x4 II 3x6. 6 2x4 // 6-11-5 131-0 19k0 23-6-0 31512 40-0-0 I it11_5 41_�1 I 411-n Dead Load Dee. = 5/161n NOP2X STP= 102x4 II 71 10 I� 3x5 = Plate Offsets (X.Y)— 12:04-12.Ednel f3:D-2-6 0-3-01 15:0.54.0-2.81. 16:0-2-B 0-2-41 M0:0-0.12 Ednel 116.0-5-12 0-3d1 f19:0-2-3 0-1-01 r21:D-2-3 0-1-D1 LOADING (psi) SPACING- 2-0-0 CSL DEFL in Doc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.69 Vert(LL) 0.23 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Venl(CT) -0.52 15-16 >917 180 SCLL 0.0 Rep Stress Ina YES WB 0.79 Hmz(CT) 0.21 10 me n1a BCDL 10.0 Code FBC2017/IP12014 Matrix -MS Weight2441b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 •Except- B2:2x4 SP No.3 WEBS 2x4 SP No.3 `Except* W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS.;(size) 2=0-8-0 (min. 0-2-5), 10=0-8-0 (min. D-2-5) Max Hom2=236(LC 8) Max UpIM2=541(LC 8), 10=513(1-C 9) Max Grav2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing.. WEBS 1Row at midpt 4-15, 5.14 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3436/870, 34=3512/931, 4-5=2534/688, 5-6=2120/606, 6-7=2449/643, 7-8=3112/793, 8-9=-3194/ff72, 9-10=3457/844 BOT CHORD 2-18=871/2990, 4-16=l70A46, 15-16=775/3075, 14-15=394/21B5, 13-14=441/2582, 12-13=4412582, 10-12=626/3025 WEBS 3-18=500245,16.18=8611M972, 4-15=1178/501, 6-15=268/853, 5.14=292/146, 6-14=191/733, 7-14=-682/359, 7-12=111/526, 9.12=354254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsg BCDL=S.Dpsf; h=16ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncematment with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift atjoint(s) except Qt--lb) 2=541, 10-513. LOAD CASE(5) Standard S-FA �1/1S0NN' A" E 10 Job I Truss I rus5 I ype Grewtline-C W M-68Gw redineSpec All Hip 1 1 Job Reference (optional) Seemem i mae, r1. VICTP, rL,:wsa1 NOP2x STP= 2x4 It 2 1 Sx5 = 18 5x5 = nun: d.zav S oa z1 zme ID:gk72aeHo_wygRu 131-0 17-0-0 214-0 25.8-0 6-34 I 3M I 44- I 4-4-0 5x5 = 3x4 = 5x5 = 6.0012 5 —6 7 M= 17 2x4 It 3x8 = 13 4x6 = 3x8 = 2x4 II 6-&12 131-0 17-0-0 N 812 40-0 2532-0 R2tp Rid vtt_n 3x5 = Dead Load Der. = 5/161n 02z4 II , 11 1 Plate Offsets (X Y) - 12:04.12 Edge? 13:0-2-8 0-3-41 15:0.2-80-2-41 IT0-2-8 0.2.41 110.0-4-12 Edgel 116:0.5-12 0-3-41 118.0-2-0 0-2-B1 119:0-2-3 0.1.01 121:0-2.3 0.1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Ven(LL) 0.22 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.5314-15 >900 180 BCLL 0.0 Rep Stress Ina YES WB 0.93 Hoa(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 240 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 *Except* , B2: 2x4 SP No.3 WEBS 2x4 SP No.3'ExcepV W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 10=0-8-0 (min. 0-2-5) Max Hom2=218(LC 8) Max Upli1112=525(1-C 8), 10=495(LC 9) Max Gmv2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied or 6-4-9 oc bracing. WEBS 1 Row at midpt 6-15. 6-14 FORCES. (Ib) - Mu. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=3439/837, 3-0=3499/881, 4-5=2784/720, 5-6=2440/681, 6-7=2309/603, 7-8=2688/604, 8-9=3200/T72, 9-10=3415/769 BOT CHORD 2-18=824/2993, 4.16=189/706, 15-16=700/3046, 14-15=402/2465, 13-14=54312969, 12-13=-543/2969,10-12=-543/2969 WEBS 3-18=499239, 16-18=837/2953, 4-15=990/431, 6-15=210/958, 6-14=-445,224, 7-14=145/787, 8-114=770/387, 8-12=0/290 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=5.Opsf; BCDL=5.Dpsf; h=16ft; 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 pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except at --lb) 2=525, 10=495. LOAD CASE(S) Standard QjL10E/ys��� PE 6051 't 1 P 1\ STA F x i 0-IM —q/10 o toss toss lype Grenadina-C MW-ea-GrenadmaSpec Al2 Mp jUry IVIY 1 1 ' Job Reference o Bonal Soulnem l Nas, tL N,erae, i-L., a49b1 an we w,< -, .I ID:gk72eeHo_wygRu35gO0rgTyMFnX-mAFB_OaujfeEaTeTBPOcN7BLfXW8CrYiGWuOw ;kb';? -2-0-0 6-&12 13-1-0 15-0-0 21-0-0 27-8-0 33-8-5 404HI 42.0-0 2-0-0 6-9-12 6-3-4 1-11 6-0-D 6-0-0 6-D-5 6.3-11 2-0-0 Dead Load Dell. = 5/161n 5x7 = Boo FIT 20 II 5x7 = 4x5 G 5 6 7 4 3x4 1 1 5x5 6 9 3 >436 6IMd w NOPV STP= 20 II NOP2X STP— W Sa10 `� 2x411 2 7 1 F7 0 1 18 15 74 13 12 lY 19 18 3x4 = 3x8 = Us = 2x4 II US = 3x5 = 5x5 = 2x4 11 3x4 = Sx8 = -1-14-0 14-0 I 6-D I D4 66922 1 63.315-02-0I A 11 Plate Offsets (X,Y)- f2:04-12,Edge1. f3:0.25.0.3-41. f5:0-5-0,0-2-81, 17:D-54,0-2-BL f10:0-4-12,Ednel, f17:0-5-12.Edgel. 119:0-2-0,0-2-81, 120:0-2-3,0-1-01, 122:D-2-3,0-1-01 LOADING(psl) SPACING- 2-0-0 CSI. DEFL in (Ioc) Odell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TIC 0.72 Vert(LL) -0.21 15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.50 15-16 >955 180 BCLL 0.0 Rep Stress Ina YES WB 0.66 Horz(CT) 0.21 10 We We BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight2421b FT=20% LUMBER - TOP CHORD 2z4 SP No2 SOT CHORD 2x4 SP I •Except• B2: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-25), 10=0-8-0 (min. D-2-5) Max Hcrz2=2D0(LC 8) Max Uplift2=506(LC 8), 10=-474(LC 9) Max Grav2=1945(1-C 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid celiing directly applied or 6-7-3 oc bracing. FORCES. Qb) - Max. CompJMax Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 25=344W!37, 3-4=-3490/821, 4-5=-30551766, 5-6=-291 Of723, 6-7=-29101723, 75=2843/622,8-9=-2861/595, 9-10=-3469/742 BOT CHORD 2-19=771/2995, 4-17=187/662, 16-17=639/3D27, 15-16=5492715, 14-15=385/2475, 13-14=3852475, 12-13=532/3029, 10.12>532/3029 WEBS 3-19=496/227, 17-19=78112932, 4-16=-B521377, 5.16=303/916, 615=223/432, 6-15=509/294, 7-15=2767725, 7-13=-871480, 9-13=-6381323 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=S.Opsf; BCDL=5.Opsh h=16ft; CaL II; Exp C; Encl., GCpl=D.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Al plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (It --lb) 2=506, 10=474. LOAD CASE(S)Standard f PEtij 51 ` 0 � STA�'`rrJ0 o�ll I I LNG 09 MWiS-GrenadineSpeo Dead Load Deft. = 318 in 5x7 11 6.00 Fif 5xB = US = 2x4 11 5x7 = 8 4 5 6 2x4 3xG C Sx5 G 910 3 B z 0 c NOP2x STP= 2x4 II b NOP2%STP— 11 2x4 II 2 17 Io 12 j4 1 6x9 = i6 15 14 13 [Y 20 19 18 3x8 = Eva = 4x6 = 3x4 = 3x5 = 2x4 11 4x12 = 2x4 11 3x5 = 13 9 13-1-0 16-9-0 20-7.12 2510-0 32-7-12 40-0-0 aa4 1 r*2-12 1 - 1 4--V I s-' i 6-9-i2 I i� Plate Offsets MY)- [20-4-12,Edge], [3:0-2-8,0.9-4], [4:0-5-12,0-2.4], [/:0-5-4,0-3-4],[11:0-0-12,Edge], [15:0-30,0.1-12], [17:0-6-0,0-34], [19:0-2-12,0-2-0], [21:0-2.3,0.1-0], f23:D-2-3 0-1-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.32 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.6216-17 >770 1B0 BCLL 0.0 Rep Stress Ina YES WS 0.87 Hom(CT) 0.23 11 We n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight:24211a FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W5: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2-0-8-0 (min. 0.2.5), 11=0-8-0 (min. 0-2-5) Max Horz2--198(LC 8) Max Upli82=616(LC 8). 11=473(LC 9) Max Grav2=1945(1-C 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 5.104 oc bracing. WEBS 1 Row at midpt 7-15 FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=3443/1041, 3-4=2796/908, 4-5=328211113, 5-6=345611129, 6-7=-345611129, 7-8=-3570/1127, 8-9=3319/933, 9.10=3336/906, 10-11=3454/8B0 BOT CHORD 2-20=98812999, 19.20=990/2994, 5-17=-383/251, 16-17=952/3303, 15-16=799/3140, 14-15=582/2470, 13-14=-58212470, 11-13=700/3014 WEBS 3-20=01274, 3.19-680/334, 4-19=878/269, 17-19=757/2662, 4-17=560/1999, 6-16=413/234, 7-16=228/549, 7-15=20541772, 8-15=75212294, 8.13=-288/699, 10-13=-411/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=5.Gpsf; BCDL=5.Dpsh, h=161k 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except ([t=1b) 2=616, 11=473. LOAD CASE(S)! Standard ! PE 6051 1 p�` sTgIE c '* OR ID S'0NA' I E1 G����� 13 I 5z8 — 2x4 II 4 6 fi.DO P2 3x4 4 3 g W2 NOP2X SrP= 1 1 2x4 II 2 7 1 7x10= 20 19 18 3x5 = 2x4 II 5xl2 = 2x4 II 314 = 6z6 = 5z5 = 6x5 = B r, 9 16 15 14 5x8 = 4x6 = 3x8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (IOC) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.56 Vert(L-) 0.31116-17 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.8116-17 >595 1110 BCLL 0.0 Rep Stress Ina YES WE 0.99 Horz(CT) 0.23 11 rda n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD B2: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 2K4 SP No.3 *Except* Wit: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-&O (min. 0-2-5),11=0-8-0 (min. 0-2-5) Max Horz2=187(LC 8) Max Uplifl2-611(LC 8), 11�459(1-C 9) Max Gmv2=1945(LC 1). 11=1945(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3486/1044, 3-4=-2969/938, 4-5=-4027/1288, 5-6=405011289, 6-7=409311193, 7-8=-4690/1405, &9=259BN65, 9-10=2968/816, 10-11=3486/834 BOTCHORD 2-20=994/3048, 19-20=99413048, &17=295/181,1&17=1198/4226, 15-16=67912877, 14-15=6792877,13-14=-685/3D48, 11.13=665/3048 WEBS 3-19=543269, 4-19=381/157, 17-19=746/2603, 4-17=548/1987, 6-17=2551137, 6-16=272/194, 7-16=22811750, 8.16=9082868, 8-14=794285, 9-14=28111026, 10.14=5571275 Dead Load Deft. =12 in 3z4 1 10 1 NOP2X STP= 2x4 II 11 Iy 12 0 13 5 2x4 II 3x5 = ,PLATES GRIP MT20 2441190 Weight:239lb FT=20% Structural wood sheathing directly applied or 2-5-7 oc pudins. Rigid ceiling directly applied a 5-11-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=169mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat II; Exp C; Encl., GCp'r--0.18; MWFRS (erwelope); 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 chard rive load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) 2=611, 11=459. LOAD CASE(S) Standard M'a4�/���ii i PG r l I � \ s 0/ Si1� r(/� N I I�l o rues mss ype y Grenadine.0 Mw-68-Grenedme-Spec A15 Red Special 1 1 Job Reference (optional) .101Mem I..." 11.1 rL,.t ' 6.00 F1F2 NOP2X STP- 2x411 t 3x5 6 Deed Load Deft. = 3M6 in 5x5 = 5x7 = Sx7 = 2x4 II 515 = 7TA 8 4 2x4 i 9 2x4 C W4 3 NOP2X STP= n 2x4 II 16 10 17 it o )q Y NOP2X STP= 14 13 12 17 16 3x6 = 3x4 = 3x5 C 3x4 = 4x6 = 3x8 = 4x5 = 111. 41L 71_C 11 11- AM 9-0-0 1 6-5-8 9-0-0 6F-0 19-" Plate Offsets (X.Y)-- 12:D-2-10 0-1.81 [4:0-5.4,0-2-81 (7:0.2-8,0-2-41 18:0-5-0 0-2-81. ]10:0-2-10,0-1-81 115:0-3-12 0-2-8] 118:0-2-0,0-1-01 120:0-2-3,0-1-0] LOADING(psf) SPACING- 2k0 CSI. DEFL in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.38 14-15 >780 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.4314-15 >687 180 BCLL 0.0 Rep Stress Iner YES WB 0.85 HDrz(CT) 0.03 10 We n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MS Weight 213 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Exoept' BOT CHORD B2: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. D-1-8), 15=D-8-0 (min. 0-2-4), 10=04i-0 (min. D-1-8) Max Horz2=169(LC 8) Max Uplifl2=273(LC 8), 15=876(LC 4). 10=674(LC 4) Max Gmv2=777(LC 17),15=1899(LC 1), 10=1218(LC 1) FORCES. Ob) -Max. CompJMax. Ten. -A] forces 250 (lb) or less except when shown. TOP CHORD 2-3=-919/346, 3-4=581/222, 5-6=-68260, 6-7=-1472/997, 7.11 -1298/912, 8-9=1552/1004, 9-10=1876/1111 BOT CHORD 2-17=363/790, 16-17=146/470, 15.16=101/486, 5-15=-535/308, 14-15=787/1391, 13-14=746/1337,12-13=746/1337,10-12=-929/1642 WEBS 3-17=381/244, 4-17=31/453, 4.16=765/215, 6.15=1770/1042, 7-14--295/360, 8-12=-278/394, 9-12=-356242 Structural wood sheathing directly applied or2-10-4 oc puriins. Rigid calling directly applied or 5-7-0 oc bracing. 1 Row at mldpt 6-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=S.Opst BCDL=S.Opsf; h=1611; Cat II; Exp C; End., GCpl=0.18: MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherxise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconconent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at ]oint(s) except Qt=ib) 2=273, 15=876,10=674. LOAD CASE(S) Standard Job I NSa I NSa I ype Lay My Gmnadine MW469.Grenadne Pec A16 Roof Sp.clAGirder 1 i Job Reference (optional) southern Truss, FL Pierce, FL., 3 951 2x4 II 1 3x5 = 5s6= Us= US= 6x7 = 3x5 = 3x5 = 54 = 7 33 34 Ta B 35 9 96 1B 3x4 = 17 6xB = 4x5 = 3x6 = 4x8 MT20HS= 2x4 II Dead Load Deft. =3116 in '2X STP= m 2A II Iv m 11 C jq Us = 1� LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC20171TP12014 CSI. TC 0.95 BC 0.70 WB 0.94 Matrix -MS DEFL Ven(LL) Vert(CT) Horz(CT) in Qoc) Udell Ud 0.33 13-15 >888 240 -0.34 13-15 >879 180 0.06 10 n/a n/A PLATES MT20 MT20HS Weight 208lb GRIP 2441190 1871143 Fir=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied. T4,T5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2.10 oc bracing. BOT CHORD 2x4 SP M 31 'Except' WEBS 1 Row at midpt 4-17, 6-16 B7: 2x4 SP No.2 WEBS 2x4 SP Nc.3 *Except W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 16=D-8-0 (min. 0-3-6), 10=0-8-0 (min. 0-1-14) Max Hoa2=150(LC 8) Max Upl=ft 680(LC 8), 16=2899(LC 4), 10=1631(1-C 4) Max Grev2=1187(LC 17), 16=4109(LC 32). 10=2236(LC 31) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1862/1160, 3-30=1089/775, 4-30=1089?75, 4-31=377/590, 31-32=377/590, 5-32=-377/590, 5$=590/872, 6-7=394913042, 7.33=355412775, 3334=355412775, 8-34=3554/2775, 8-35=37952934, 3536=3795/2934, 936=379512934, 9-10=4293/3192 BOT CHORD 2-19=103411614,19-37=1D4411640, 1837=1044/1640. 18-38=-68711067, 38-39=687/1067,17-39=68711067,16-17=876/1452, 5-16=570/462,15-16=2424/3364, - 15-40=4427/4715, 14-40=-3427/4715, 1441=3427/4715, 13-41=3427/4715, 1342=-3427/4715, 42-43=3427/4715, 12-43=3427/4715, 10-12=-2748/3790 WEBS 3-19=228/635, 3-18=758/466, 4-18=332788, 4-17=2068H361, 6-16=-4611/3413, 6-15=-402/526, 7.15=77211162, 8-15=1314/982, 8-13=1091500, 8-12=10691845, 9-12-816/1246 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16ft; Cat. II; Fxp C; End., GCpl=O.'l8, MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)1rovide 16=28910=1G81! connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) 2=680,\\\\ M.84 , -\CE/1PE 6051 t1T44 Continued i on page 2 i id t STA IEr(��c %F`.<pRIDP j4145 1.6 oTruss russ ype y Grenadne-C MW�SB-GrenadmeSpec A16 Rao( Spedal Girder 1 1 Job Reference 0 tional Southem Truss , FL Pierce, FL, 33951 Run:8230s Od212018 Pmrt 8230 s 0d212018 MiTeklndustrles,lne Sm Nw1012:12:352018 Pa era ID:gk72scHcwygRu35gO0rgTyMFnX-762415e1XBmWgFWPory_n4Bs9mYGJY2QCQo anyl� _ hxw NOTES- 7) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 375 lb down and 4331b up at 7-0-0, 2091b down and 240 lb up at 9-0-12, 209 lb down and 240 lb up at 11-0-12, 209 lb down and 240 lb up at 13-0-12, 209 He down and 240 Ib up at 14-0-12, 375 lb down and 433lb up at 224-0, 20916 down and 240 lb up at 24-6-12, 209 He doom and 240 lb up at 26-6-12, 209 It, down and 240 lb up at 27-9-0, 2091b down and 240 lb up at 28-114, and 209 lb down and 240 It, up at 30.11-4, and 375 He down and 4331b up at 33-0-0 on lop chord, and 45B He down and 285lb up at 7-0-0, 91 He down and 29 lb up at 9.0-12, 91 lb down and 29 lb up at 11.0-12, 91 lb down and 29 lb up at 13-0-12, 91 It, down and 29 lb up at 14-0-12, 540 lb down and 285Ib up at 22.6-0, 12216 down and 29 lb up at 24-6-12, 122 lb down and 29 It, up at 26-6-12, 122 lb down and 29 lb up at 27-9-0, 122 lb down and 29 It, up at 28-114, and 122 He down and 29 He up at 30-11-4, and 540lb down and 2851b up at 32-114 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S):Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=70, 3-6=70, 6-7=70, 7-9=70, 9-11=70, 17-24=20, 16-27=20 Concentrated Loads (lb) Vert 3=201(F) 7=201(F) 9=201(F)19=341(F)18=-67(F) 4=134(F)15=341(F)13=67(F)12=341(F) 8=134(F) 30=134(F) 31=134(F) 32-134(F) 33=134(F) 34=134(F) 35=134(F) 36=134(F) 37=-67(F) 3B=67(F) 39--67(F) 40=67(F) 41=67(F) 42=67(F) 43=67(F) p t STA Etna / i0 ///�s O�QI ENG� \\\ 0truss Iruss lype wry Fly Grenadine-C MW-66-0renadmeSpec A17 Roofspecial 7 1 Jab Reference (optional) 5xe = 6.00 12 6 3x4 4 5 3x6 4 2x4 \\ 34 2x4 II 7 5x5 = 5x5 = 8 Dead Load Deli. - 318 in NOP2X STP— 10 2 NOP2X STP= 2x411 2 R1 R� a 17 1 = 1 6x8 = Sx9 122x411 13 21 20 19 18 16 % 3x5 = 4x6 4x8 = 2x4 11 2x4 11 5x6 = 3x5 = 3x4 = 9-1-i a1. I 183-0 I 22-111 1 27-9.1 33.7-5 1 40-M Plate Offsets (X,Y)— [2.0-4-12,Edge], [6:0-3-0,0-1-4], [9:0.2.8,D-2<], [12:0-4-12,Edge), [14:0.2-12,D-2-81, [16:0-6-0,D-3-0], [17:0.2.8,030], [19:0-1-8.0-2-0], [22:0-2.3,0-1-0), 124:0-2-3 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.24 1&17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.6019-21 >795 180 BCLL 0.0 Rep Stress Ina YES WB 0.96 Horz(CT) 0.22 12 rda We BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 2571b FT=20% LUMBER - TOP CHORD 2x4 SP No2'Except' T5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* B7: 2x4 SP M 31, B3,135: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W 11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=D30 (min. 0-1-10). 12=0-8-0 (min. 0-2-5) Max 1-1orz2=207(LC 6) Max Upli82=-536(LC 8), 12=563(LC 9) Max Gmv2=1945(LC 1), 12=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-11-14 oc bracing. WEBS IRow at midpt 5-19,6-19 FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or lessexcept when shown. TOP CHORD 2-3=3423/883, 3-4=3156/823, 4-5=3143/850, 5-6=2251/677, 6-7=3325/988, 7.8=3261/881, B-9=2921/866, 9-10=-3612/941, 10-11=3626/910, 11-12=3470/938 BOT CHORD 2-21=S41/2985, 20-21=58612452, 19-20=586/2452, 7-17=294/206, 16-17=557/3229, 12-14=708/3030 WEBS 3-21=400/291, 5-21=154/632, 519=777/413, 6-19=127/254, 17-19=290/1965, 6-17=-635/2202, 8-17=1047/371, 8-16=-542/178, 14-16=712/3059, 11-14=57703, 9-16=229/1233 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=5.OpsF BCDL=5.Opsf; h=161k Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atloint(s) except Qt=lb) 2=638, 12=563. LOAD CASE(S) Standard � FE 6051 1t STA i�isS oNAI O was N66 ype y Grenadine-C mw.6B-GrenadineSpec A18 Roof 6pedal 1 1 Job Reference o donal e..�., ..,,.,35q -.,.., ;6g,..a...i.......... ... ...._... _..... ... ID:gk72aeHo_wygRu35gO0rgTyMFnX•3WArSnM3o0EwYgp2NOFAcxV LucLzFVt65ufgy xu 19.3-8 -2-0-0 6dA Do 12-1&0-8 1�q 26-3-8 2&11S 34-25 40-0-0 ,42-0-0 �zaol r>4a I slo-o I slap o-7ma' 7.0-0 i z-so I s3-0 I 5-s-e�2-ao' a1.12 MT20H5-- Dead Load Deft. = 7116 in 5xl0 MT20HSs 6.00 12 6 7 2x4 II 3x4G 4a Sx5=5x5= 5 g 3x6 G axb \ 4 10 3x4 3 11 NOP2X STP= N0P2X STP= 2x4 II 2 Ri RV 8 7 10 1 2x4 II 12 � 1 r y 2221 ez14= Sz10— 20 19 16 15 3 14 3z5 = bxb _ 4zB = 2z4 II 2x4 II 3x5 = 44 = 3x4 = 2x4 II 2x4 It 6-11.1s 16-8-0 22.11.0 21-31 3a-21 41 U-16 I QA2 I L'Lr, I 61M I 6.C] I C28 Plate Offsets ()(,Y)- [2:0-4-12,Edge], [6:0-4-3,Edge], [23:D-2-3,0-1-0]. [25:0-2-3,0-1-0] [7:0-5-3,Edge], [10:0-2-8,0-2A], [12:0-4-12,Edge], [14:0-1-12,0-2-0], [17:0-3-4,0.3-0], [18:0.4-0,0-2-12], [20:0-2A,0-2-0], LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(ILL) 0.34 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.76 17-18 >629 180 MT20HS 187/143 BCLL 0.0 Rep Stress Inv YES WB 0.86 HWz(CT) 0.30 12 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 253 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Excepe TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. T4: 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 7-1-5 oc bracing: Except BOT CHORD 2x4 SP No.2 *Except' 1 10-0-0 oc bracing: 15-17 81,134: 2x4 SP M 31, B3,B6:2x4 SP No.3 WEBS 1 Row at midpt 5-20 WEBS 2x4 SP No.3 *Except* W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min, D-1-10), 12=0-BA (min. 0-2-5) Max 1-1orz2=201(LC 6) Max Up1182>530(LC 8), 112=549(LC 9) Max Gmv2=1952(LC 1), 12=1964(LC 1) FORCES. IN) - Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. i TOP CHORD 2-3=3448/869, 34=3172/803, 4-5=3075/827, 5-6>2347/661, 6.7=-2023/627, 7.8=3423/968, 8-9=334N841, 9-1D---3416/902, 10.11=-39411966, 11.12- 1525/910 BOT CHORD 2-22=826/3012, 21-22=578/2495, 2D-21=578/2495, 8-18=-495/268, 17-18=669/3805, 10-17=267/1422, 12-14=-687MD83 WEBS 3-22=-403281, 5-22=1411595, 5-2D=726/399, 6-20=1371279, 7-18=62112246, 18-20=29BI1929, 9-18=1297/427, 9-17=706/233, 11-17=64/376, 11-14=-692J228, 14-17= 68213077 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Dpsf, h=16tt 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) Thls truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DD lb uplift at joints) except (jt=lb) 2=530, 12=549. LOAD CASES) Standard P T44 E -6057 p; A t STA pF / -,r- ���.c�'1oRt ssONAI 11NG?\\\\ %i o toss ype y GrenadineO MW-6 Grenadlna-Spec Pas A78 Ract Spedal 1 1 Jab Reference (optional) Scalnem Truss, FL Pleura, FL, 34ebl rtuna.uwa asnamornnco.reusvauamamneameuamea, me arrow m,c:,c.oc a,o ra =, ID:gk72aeHo wygRu35gO0r9TyMFnX•XjkDt7gvg695XiFOrAXUipUmNDL4Ofe6mgS66 xt 30.115 -2-0-0 5$S 70.105 1621-3d 2]-g-7 2 3S 3&2.8 d-" tlV z 2_0 -D-o I sa-e I ss-0 I c-za 5 -3a i sasH 4a-o I 4-¢e I NOP2X STP= 2x4 II� 0 1 US = 5x7 = 6.0012 5x5 = 4,6 = 3x4 = 2x4 II 2x4 II 4x1D = 2x4 11 2x4 11 2x4 II 2x4 II B-3-B 1641-6 8-3-8 I 7-9-0 I 2-715 2.7 :1 8 10I 34-1I 1 0.1 40-DO 3x6 = Dead Load Deg. = 7116 in 2x4 II 12 r Y Plate Offsets (X,Y)- [2:04-12.Edge], [6:0.54,0.2-8], V:0-2-8,0.2-41, [8:D-3-12,0-2.8], [9:0-7-0,0-2.0], (13:DA-0,0.1-12]. [16:0-2A,0.3-12], [17:0-4-12,0-34], [20:0.1-8,0.2-0], 123:0-2-3,0.1-01, [25:0-2-3,0.1-0] LOADING(pA SPACING- 2-0-0 CSL DEFL in Qoc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.27 15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.6716-17 >716 180 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.85 Horz(CT) 0.25 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weighb2511b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T4: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* B3,B6: 2x4 SP No.3, 84,B5: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* WEBS W9,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-2-5), 11=04-0 (min. 0-140) Max Hoag=181(LC 6) Max UpIi82=506(LC 8), 11=530(LC 9) Max Gmv2=1905(LC 1), 11=1974(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3506/829, 34=3248)759, 4-5=3168f780, 5-6=2521/611, 6-7=-27241672, 7-8=3135/673, 8-9=-4685/1090, 9-10=-32121785, 10.11=35551913 BOT CHORD 2-22=78113069, 21-22=-563/2638, 20-21=-%3/2638, 7-17=135/878, 16-17=849/4753, 8-16=752227, 11-13=-699/3127 WEBS 3-22=-346/249, 5-22=1101511, 5-20-6681353, 6-17=176/951, 17-20=29512219, 8-17=2224/672, 9-16=56813097, 9-13=1253/218, 13-16�36613070,10.13=3691251 Structural wood sheathing directly applied or 2-7-0 oc pudins. Rigid calling directly applied or 2-2-0 oc bracing: Except: 6-0-0 oc bracing: 14-16 10-0-0 oc bracing: VA9 1 Row at midpt 8.17 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=S.OpsF BCDL=S.OpsF h=161t; Cat 11; Exp C, End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load noncencument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ql=lb) 2=506, 11=530. LOAD CASE(S)Standard M - 84�/p//''�. PE 6051 �1 1 -] = -0 1 STA �F % a s ip0 `•.c i-J ORIDP: 4k��� l AI ENG\� MW-6 nanadineSpec Roof Spedal 6.00 FU 5x5 = 3x4 = 5x5 = 3x5 = 4x6 4x9 = 2x4 II 2x4 II 5x9 = US = 3x4 = 5x14 MT20HS= Dead Load Dell. = 318 in MR 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.27 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) .0.62 15-16 >769 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 1.00 Hoa(CT) 0.23 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 2411b FT=20% LUMBER- BRACING. TOP CHORD 2X4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. T2,T6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. BOT CHORD 2x4 SP No.2 *Except' WEBS 1 Row at midpt - 8-16, 9.13 B1,B4: 2x4 SP M 31, B3: 2x4 SP No.3 WEBS 2X4 SP No.3 *Except* W5: 2x4 SP No.2, W9: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-B-0 (min. D-1-10). 11=0-8-0 (min. 0-2-5) Max H=2=161(LC 6) Max UpIifI2=496(LC 8), 11=527(LC 9) Max Grav2=1945(LC 1), 11=1945(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=33991784, 3-4=-3158f763, 4-5=3D40(l91, 5-6=2547/626, 6-7=-3059(/34, 7-8=3370/751, 8-9= 4933/1129, 9-10=-3088/819, 10-11=3378/820 BOT CHORD 2-20=703/2958, 19-20=-008/2305, 18-19=d05/2305, 15-16=785/4455, 8-15=296/1412, 11-13=-58=928 WEBS 3-20=480/352, 5-20=-258746, 5-18=1821583, 6-18=1039/305, 6.16=-180/854, 16-18=422/264B,B-16=1816/556,13-15=875/4486,10-13=-15211103,9-13=2608/522, 7-16=198/1172 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.OpsF, h=161t; Cat II; Fxp C; End., GCpi=0.1 B; MWFRS (erwelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Al plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=496, 11=527. LOAD CASE(S) Standard IM STA E F i 0I/-1 OR I D "//S ONAI I ENG Oi was I russ I ype Qty GrenadineaC MWE&Grenadme-Spee A21 Roof Special 1MY 1 1 Jab Reference o tlonal 5.uMem 1 Mee I M r1eIW, rL, J ., 6.00 12 NOP2x8TP- 2x4 II 2 1 3x5 = Dead Load Deft. - 7/161n 5x5 = 3x4 = 2A II 5x5 = 4 5 8 7 2xa It 8 2x4 Q 5x5 = 5x7 = 3 P 9 \ 1 1 NOP2x aTP= 7 i6 2x4 II 11 �q 5x9= 6k9= Iq 12 c 21 20 19 18 15 14 13 416 — 4x10 = 2x4 II 20 II 5x12 = 2x4 II 3x5 — 3x4=• 8-11-5 17-5-8 22-11-0 27-9-0 32-0-0 35-0-D 4047-0 R-11-s I 8.G3 5-SA I Bn-0 I 4-7-0 I 2-8-0 I Plate Offsets (X,Y)- [ZO-0-12,Edge], [4:D-2-8,0-2-4], [/:0-24,0.2-0), [9:0-1-12,0-2-12), [10:0-5-4,0-2-8], [11:G4-12,Edgel, [14:D-5-8,0-2-4), [16:0-2-8,Edgel, [17:0-34,0-3-4], 119:0-240-2-0j [22:0-2-3 D-1-D] [24:0.2-3 0-1.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.33 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.7616-17 >635 180 BOLL 0.0 Rep Stress Ina YES WB 0.99 Horz(CT) 0.25 11 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 2441b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.1.8 no pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid calling directly applied or 2.2-0 oc bracing: B1: 2x4 SP M 31, B3,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W6,W10: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-10), 11=0-M (min. 0-25) Max Horz2=141(LC 6) Max Upli82=-475(LC 8), 11=-507(LC 9) Max Grev2=1945(LC 1), 11=1945(LC 1) FORCES. (lb) - Mm Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-34431759, 3-4=31591728, 4-5=29461744, 5-6=3712/867, 6-7=-37261867, 7-8=4975/1143, 8-9= 4939N 040, 9-10=4235/1007, 10-11=34811814 BOT CHORD 2.21=6B2/3009, 20.21-52112481, 19.20=-521P2481, 6-17=283/167, 16-17-594/3498, B-16=318/221, 13-14=60113045, 11-13=60213D40 WEBS 3-21=-4171307, 4-21=-159/589, 4-19=2621799, 519=11081380, 17-19=-604/2955, 5-17=209/1031, 7-17=-216/599, 7-16-533/1886,14-16=878/4395, 9-14=2408/542, 10-14-346/1694 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIY-160mph (3-second gust) V9sd=124mph; TCDL=5.0psF, BCDL=6.Ops ,, h=16ft; 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 parading. 4) All plates are MT20 plates unless otherwise indicated. 5) This buss hasbeen designed for a 10.0 psf bottom chord two load nonconctment with any other live loads. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qrlb) 2=475, 11=507. LOAD CASE(S) Standard a \fliRltr, } /o1VAI i E0Goa\\\\ 91 Job Truss N55 ypeQty Fly Grensdine-C MW-6e-GrenadlnaSpec A22 ROM 6petlal Girder 1 1 Jab Reference (options[ v 1.AITn4lnAnnnne Inn Ce,Nw 1n 1T1TAp 9mA Gwnw1 - ID:gk72eeHo_wygRu35gO0rgTyMFnX-QUzkVUJOuLfXOJZnrwcOsfeLoMdO0EiE1NofKry xF -2-0.0 5-1 P IL15-8 22-11-0 27-0-0 27f5-0 0 32-4-8 M W7 l 40-0-0 2-0-0 5-3.4 4312 e-5-8 6-5-80.47.8 1 11 a 230 3 0.0 12 0.0 Dead Load Deb. = V21n _ Us = 5x7 3x6 = 2x4 II 6x6 = 6.OD 12 4 5 B T 7 B 3x4 ! 3x4 3 4 9 Sx5 = Sx5 = 2 70 Y N0] STP= 1 NOP2X STP= 'n 2x4 it 2 1 12 2zd II 8 7�oq RR I 1� 1 Bn9 = 6x14 = 13 c 22 21 20 19 16 15 14 33 3x5 = 2x4 II 5x5 = 5x8 = 2x6 11 2x4 II 5x10 = Us = 3x6 = 534 10-e 22-11-0 7--0 2i 347-7O3A I4o-oD 93 0 --0 53i 4&65-1 24 Plate Offsets (X,Y)- [2:0.4-12,Edge], [4:0-54,0-2-8],[8:0-3-8,0-2.4],110:0-2-4,0-3-0], [11:0-2-8,0-2-4], [14:0.3-8,0.1-81, [17:0.7-0,Edgelr [18:030,03-41, [19:D-3-0,0.0.8], [20:0-1-8 0-2-01 [21:0-2-8 0-3-0] [23:0-2.3 D-1-01 [25:0-2-3 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.38 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0,83 Vert(CT) -0.84 17-18 >571 180 BCLL 0.0 Rep Stress Ina NO WB 0.78 Horz(CT) 0.27 12 n/a nla BCDL 10.0 Code FBC2017r1P12014 Matrix -MS Weight 24016 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 -Except* TOP CHORD Structural wood sheathing directly applied or 1-11-6 oc pudins. T2,T4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6.8-11 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 83,85: 2x4 SP No.3, B4,B6: 2x4 SP M 31 WEBS 2x4 SP No.3'Except' W6: 2x4 SP No.2, WI 0: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. , (shte) 2=6-8-0 (min. 0-2-5), 12a0-8-0 (min. (-1-12) Max H=2=121(LC 6)' Max Upli82=-459(LC 8), 12=605(LC 9) Max Grav2=1956(LC 1), 12=2114(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ila) or less except when shown. TOP CHORD 2-3=3523/847, 3-4=3093/817, 45=3513/984, 56=-4771/1274, 6-7=477111274, 748=480411278, 8.9=5076/1265, 9-10=5053/1260, 10-11=3512f938, 11.12=3823/989 BOT CHORD 2-22=755/3085, 21.22=755/3085, 20-21=641/2696, 7-18=383/223, 17-18=911/4237, 14-15=1360/5710,14-33=-813/3370,12-33=-813/3370 WEBS 3-21=450/243,4.21=-671403,4-20=396/1129,520=1232I472,18-20=455/3445, 5-18=363/1431, 8-16-356/864, 15-17=106814675, 9-17=-214/280, 9-15=330/190, 10-15=1492/436, 10-14=2582/676, 11-14=37511523, 8-17=-31 1 M489 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=5.Dpsf; BCDL=5.0psf; h=16ft; 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 pending. - 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss hasbeen designed for a 10.0 psf bottom chord live load noncencurrentwith any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atlolnt(s) except Qt-Ib) 2=459, 12=605. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 238 Ib down and 138 It, up at 374-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. \\\W 1 1 1 01111 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \\\ N M - 8 /// LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plo Vert 14=70, 4.8=70, 8-10=70, 10-11=70, 11.13=70, 19-27=-20, 17-18=20, 16-30=20 Continued on page 2 I PE sesy = 73 tt STAV I -S x OR f D /1 1 ONA i E �G\\\\\\ Job I Tmm I toss I ype MY Grena ineC MW-56CrenadineSpee A22 Roof Special Girder ILR I 1 1 Job Reference o Sonal Southern Truss, FL Plarce, FL, M951 LOAD CASE(S) Standard Ooncentrated Loads (Ib) Vert 33=151(B) R066S109 Oct 212016 P 6.2305 OR Zl ZOIU M 1 e61nauSInes, Inc. Sat NV le U=422016P2 ID:gk72eeHo wygRu35gODrgTyMFnX-0l$kVUjOuLfXOMmcOsfeLoMdOOEIE1N.Rc XXP iM - s<cc^qq//"/"/�, i PE 6Q5� �f tt STA F x Job I Truss I was I ypa y Grenadine-C MW-SB-Grenadlne-Spec M Roof Special 1 7 Job Reference o 8onal Southern Truss , Ft Pierce. FL., 34951 NOP2X 2z11 MM 5x5 = 4 2x4 II 6.00 t2 6 x5 — 3x4 = 7 2x4 \\ 17 16 15 3x4 = 3x6 = 3x6 = 2x4 II 3,6 = 14 13 12 NOM STP= 3x6 = NOP2X STP= 3x4 = 3x4 = 2x4 4 10 7-6-5 13d-0 F 2M-0 I 2&0-0 I 37-4-0 7-6-5 6-8-72 9-4-0 5.4-0 9-0-0 Dead Load Dell. - 3116 In Plate Offsets (X,YY7 [9:0-3-0,0.2-01, i11:0-2.12,0-1.81, [18:D-2.3,0-1.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.17 14-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(Cn -0.3614-15 >765 180 BCLL 0.0 Rep Stress Inns YES WB 0.91 Haz(CT) 0.03 14 n/a n/a BCDL 10.0 Code FBC2D17rl P12014 Matrix -MS Weigh618511b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-3-13 oc puriins. BOT CHORD 2X4 SP Nc.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x,4 SP No.3 REACTIONS. All beadngs 0.8-0 except Qt-length) l l=Mechanical. (Ib) - Max HomZ-139(LC 8) Max Uplift All uplift 100 Ill or less at joint(s)11 except 2-320(LC 8), 14=-376(LC 9), 12=279(LC 9) Max Grav All reactions 2501b or less atjoint(s) except 11=270(LC 18). 2=1103(LC 1), 14=1308(LC 1). 12=849(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=1626/429, 3-4=1412(410, 4-5=1364/441, 5-6=1161/346, 6-7=-64/319, 7-8=64/319, 8-9=64/319, 9-10=93/358 BOT CHORD 2-17-39911395,16-17-154/933, 15.16=154/933, 14.15=141/619, 13-14=-319P205, 12-13-319205 WEBS 3-17-370262, 4-17=-181/496, 4.15=214/585, 5-15=813/328, 6-15-133/724, 6-14=1251/383, 7-14=336/200, 8-12=-081223, 1D-12=482261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsh h=16f ; Cat ll; Fxp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) A11 plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11 except at -lb) 2=320. 14=376, 12=279. LOAD CASE(S) Standard II PE 6051STA ` I � � �/,t�s��ORIDP CC'i o/VAl I t \\\\\\ 0 Job TrUss I was I ype Ury GmnadinaC M*6&Gmradine-Spec at Common Fly 5 1 Job Reference o Oonal Scufhem Truss, FL Pierce, FL, M51 4x4 = Dead Load Deg. = vs in LOADING(psf) SPACING- 2-D-0 CSI. DEFL. in (oc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.08 7-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.20 7.14 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 101 Ib FT= 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-1-9 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.2-14 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0 (min. D-1-8), 2-0-M (min. 0-1-8) Max Hoa2=139(LC 8) Max Upli86=-257(LC 9), 2=-324(LC 8) Max Grav6=953(LC 1). 2=1112(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 2-3=1646/435, 3-4=1433/416, 45=1458/435, 5-6=1659/456 BOT CHORD 2-9=405/1413, 8-9=166/951, 7-8=166/951, 6-7=-32911446 WEBS 4-7=192/547, 5-7=390/274, 4-9=170/508, 3.9=-369/262 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=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Allplates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) PmAde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 6=257. 2=324. 1 LOAD CASE(S) Standard Ig / PE 6051 - 1 STA F p 1 Q-� �0l I1VAE1�G\\\\\ �U Dead Load Defl. - 118 in 4x4 = 4 II ]q 0 7•&5 1 &9.1 i 21-" 7-0.5 6-3-6 7-6-5 Plate Offsets (X Y)— [2:0-0-4 Edge] f6.0-0-4 Edgel f11:0-2-3 0-0-81 f13:0-2-3 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.08 10-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(" -0.18 10-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 HDR(CT) 0.04 6 n/a We BCDL 10.0 Code FBC2017/TP12014 Mebix-MS Weight 107lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. ,(size) 2=048-0 (min. 0-1-8),6=048-0 (min. 0.1.8) Max Hom2=127(LC 7) Max Uplifi2=323(LC 6), 6=323(LC 9). Max Grav2=1105(LC 1). 6=1105(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except When shown. TOP CHORD 2.3=1632/432, 3-4=1419/413, 4-5=1419/413, 5-6=1632/432 BOT CHORD 2-10=-380/1400, 9-10=140/937, 8-9=140/937, 6-8=263/1400 WEBS 4-8=172/510, 5-8=369/262, 4-10=171/510, 3-10=369/262 BRACING - TOP CHORD Structural wood sheathing directly applied or4-3-12 oc puriins. BOT CHORD Rigid ceiling directly applied or 9-6-6 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=5.Opsf, BCDL=5.0psf; h=16R, Cat. II; Exp C; Encl., GCpl=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 nonconcurtent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except (jt=ib) 2=323, 6=323. LOAD CASE(S) Standard Qj LICElys��7��i PE 6051 TALI f � tt STA EQQc / 'r rkS Job InIss Inuss lype Uly Grenedlne� MWta-GrewdinrSpec a3 Common Supported Gable jely 1 1 Job Reference o Uonal SpuNem Truss, FL Pierre, FL, 34951 3 4x4 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL In Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 13 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.06 13 n/r 90 BCLL 0.0 Rep Stress Inor YES WB 0.08 Hore(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-S Weighb1191b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or B-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All beadngs 214-0. (lb)- Max Horc2=127(LC 7) Max Uplift All uplift 100 to or less at joint(s) 20, 21, 22, 23, 17, 16, 15,14 except 2=122(LC 4), 12=104(LC 5) Max Gmv All reactions 2501b or less atjolnt(s)18, 20, 21, 22, 23, 17, 16, 15. 14 except 2=321(LC 1), 12=321(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf, h=16ft; Cat. 11; 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 fete), see Standard Industry Gable End Details as. applicable, or consult qualified building designer as per ANSVIPI 1. 4) All plates are 1x4 MT20 unless otherwise Indicated. 5) Gable requires corNnuous bottom chord bearing. 6) Gable studs spaced at 2-40 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load noncencurerd wi0i any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22. 23. 17, 16, 15. 14 except (;tlb) 2=122, 12=1 D4. 9) Beveled plate or shim required to provide full bearing surface with truss, chord at joint(s) 2, 12. LOAD CASE(S) Standard JOD Truss I mas ypB y GlBnadlne-C MlN-tie-GranetlineSpec cl Half Hip Girder 1 1 Jab Reference (optional) SouNem Truae , FL Pierre, FL., 34951 IeK 7x8 = Dead Load Der. =1/8 in 1x4 II 5x4 = 13 14 3 15 16 4 9 17 6 _ 2x6 II 3x5 = 2x6 II 7.0-0 98-0 11-6-0 14-7-8 i6-09 7-0-0 2-8-0 1-10-0 3-1-8 1-0-6 Plate Offsets MY)— 11:0-2-8,Edgel. f2:0-M,0-2-81.14:0-2.0.0-2-121 LOADING(psf) SPACING- 2-D-0 CSI. DEFL. In (loc) Wail Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.73 Vert(LL) 0.17 9-12 >518 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.64 Vert(CT) -0.18 9-12 >482 180 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 79 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2 and verticals. WEBS 2x4 SP Nc.3 BOT CHORD Rigid ceiling directly applied or 16.0.0 oc bracing. REACTIONS. All bearings 9-8-0 except Qt=length) 5=1-8-0, 8=0-3-8, 6=0-3-8. (lb). Max Horz1=251(LC8) Max Uplift All uplift 100 lb or less at jolnt(s) 6 except 1>153(LC 8), 5=818(LC 5), 9=-1196(LC 8). 8=155(LC 6) Max Grav All reactions 250 lb or less at joint(s) 8 except 1-345(LC 29), 5=1018(LC 32), 9=1691(LC 32). 6=266(LC 3), 1=322(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-13=548/437, 13-14=-548/437, 3.14=548/437, 3-15=548/437,15-16=-5481437, 4-16=548/437, 4-5=-927/815 WEBS 2-9=1021/915, 2-7= 4991640, 3-7=-7311715, 4-7=-536/677 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.DpsF BCDL=5.0psh h=16fk Cat. II; Exp C; Part. Encl., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has bean designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoim(s) 6 except gt=lb) 1=153, 5=818, 9=1196, 8=155, 1=153. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 426 lb down and 48416 up at 7-0-0, 230 to down end 261 lb up at 9-0-12, 230 lb down and 261 lb up at 11-0-12, 230 lb down and 261 lb up at 13-0-12, and 228 to down and 257 lb up at 15-0-12, and 223lb down and 245lb up at 15-104 on top chord, and 458 to down and 285 lb up at 7-0-0, 91 Ib down and 29 lb up at 9-0-12, 91 lb down and 29 lb up at 11-0-12, 91 lb down and 29 lb up at 13-0-12, and 95 lb down and 26 lb up at 15.0-12, and 117 lb down and 2416 up at 15-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (S). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) ConcentratedlLoadsO(lb) =70, 5-10=20 \\\� \AN_M_°�< Vert: 2=201(F) 5=89(F) 9=341(F) 4=-182(F)13=134(F)14=134(F)15=-134(F)16=-141(F)17=67(F) 18=-67(F)19=67 Q' 20=6s(F) 0 / LIGENSF\ / PE 6051 \1 I Jam.. I i STA E F �NAf I ENG�a q A� �Ob Truss Inuss lype y Grenatlme-C MW-69-Grenadine-Spec CJ2 Jack -Open Girder 1 1 Job Reference p tional Gouihem Tress, FL Pierce, FL, 34851 nun:o.zava uaci<mornm a.wuavc,a wiom„e,a,,uuau,m,„w um . n. ..-'oo, ID:gk72eeHc_wygRu35gDOrgTyMFnX-mRmdYCnZyHp75RkeTChZjMFyNTzhh4zAfWO75y xk 3-5-10 _ r 2-9.15 3.5-10 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 TCDL 15.0 Lumber DOL 1.25 BC 0.29 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Cade FBC20171TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-10-15 (min. 0-1-8), 4=Mechanical Max Horz2=135(LC 20) Max Uplift3=-38(LC 8), 2=319(1-C 4), 4=43(LC 17) Max Grav3=58(LC 31), 2=382(LC i), 4=80(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. DEFL. in (too) I/de0 L/d PLATES GRIP Vert(LL) -0.04 4-9 >999 240 MT20 244/190 Vert(CT) 0.03 4-9 >999 180 Horz(CT) 0.00 2 n/a We Weight 19 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 ec bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3second gust) Vesd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss hasjbeen designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3,4 except (jt=lb) 2=319. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb doom and 28 lb up at 1-6-1, and 1081b dawn and 13816 up at 1-6-1 on top chord, and 8lb down and 161b up at 1.&1, and 4516 down and 96 lb up at 1.6.1 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1.-3=70, 4-7=20 Concentrated Loads (Ib) Vert 10=57(B)11=47(F=7, 8=53) lM,B�EQ/���i r PE 6057 `t t` STA F �of I I E' � G\ \\\\ Jou Truss I Ns6 I ype Qty GmnadlneC MWL8-Gmnadm Spec CJ7 Diaconal Hp Urdu IPly 4 1 Job Reference o tlonal Soulnem Truss, FL Remo, FL. 31951 nun:e.23es UMZlmisrnnua usumxl[ulemuexmcusmes.inm 5atrvovnu141cW zmara al ID;gk72aeHc wygRu35gOOrgTyMFnX-EeK. XoBUBPgkFDxCBjg6mQ!nhKO207PJFz)OC xj -2-9-15 5-%3 945 2-9-15 I 5-1S ~ 4-8-1 CA 5-1-3 9-9-5 Plate Offsets (KY).- f8:0-2AO-13A1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) Ildell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.10 7-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.09 7-12 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.44 HDrz(CT) 0.01 6 Na Na BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight 48 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2A SP Not BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4-Mechanical, 2=0-10-15 (min. 0-1-8), 6=Mechanical Max Horz2=32D(LC 4) Max Upl'd14=179(LC 4), 2=-061(LC 4). 6=228(LC 8) Max Gmv4=167(LC 1), 2=672(LC 31). 6=416(LC 31) FORCES. Qb)-Max CompJMax Ten. -All forces 250 (Ib) orless exceptwhen shown. TOP CHORD 2-13=927/426, 13-14=B721438, 3-14=839/431 BOT CHORD 2-16=569/855, 16-17=569/855, 7-17=569/855, 7-18=569/855, 6-18=569/855 WEBS 3-7=0/284, M5 923/614 Structural wood sheathing directly applied or 5-2-14 oc pudins. Rigid ceiling directly applied or 7-9-6 oc bracing. NOTES- 1) Wind: ASCE 7,-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Ops(; h=161t Cat. II; Erp C; Part. End., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 4=179, 2=461, 6=228. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)139 lb down and 138 lb up at 1-6-1, 139lb down and 138 lb up at 1-M, 108 lb down and 104 lb up at 4 4 ,10B lb down and 104 lb up at 4-", and 1751b down and 188 lb up at 7-1-15, and 175 lb down and 188 lb up at 7-1.15 on top chord, and 451b down and 96 lb up at 1.6-1, 4516 down and 96 lb up at 1-6-1, 36 lb down and 316 up at 4A-0, 36lb down and 316 up at 4-4-0, and 591b down and 27 lb up at 7-1-15, and 59 lb down and 2716 up at 7-1-15 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 5-1 O=20 Concentrated Loads Ila) . Vert: 13=115(F=57, B=57)15=75(F=38, B=38)16=107(F=53, B=53)18=54(F=27, 13=27) ob i ruse Twss Type Fly GrenadineC MW-a8-GrenadineSpec CJ21 Glegonal HIp Girder ILIty 1 1 Job Reference o Lionel Souther Tress, FL Pierce, FL., U951 LOADING(psf) SPACING- 24)-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.05 7 >903 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.05 7 >999 180 BCLL 0.0 Rep Stress Inv NO WB 0.00 HDIz(CT) 0.02 3 n1a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 211b FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-11-5 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-5-11 (min. 0-1-8), 4--Mechanical Max Hom2=144(LC 4) Max Up11fC 36(LC 8). 2=378(LC 4), 4=-60(LC 17) Max Gmv3=41(LC 31), 2=464(LC 1), 4=93(LC 20) FORCES. Qb) - 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=5.Opsf; BCDL=5.Opsf, h=16g; Cat. II; Grp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has'. been designed for a 10.0 psf bottom chord live load nonconcument with my other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3,4 except rib) 2=378. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb down and 28 lb up at 1-6-1, and 108 lb down and 138 Ile up at 1-6-1 on top chord, and 8lb down and 16 lb up at 1-6-1, and 45lb down and 961b up at 1-6-1 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 1-3=-70, 4.7=20 Concentrated Loads (lb) Vert: 11=57(B) 12=47(F=7, 8=53) PE 6051 f - - STA F / `,0 ID�: LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.00 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. GOT CHORD 2x4 SP No.2 ., BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP N0.3 REACTIONS. (size) 3--Mechanical, 2=0-8-0 (min. D-1-8), 4=Mechanical Max H=2=76(LC 8) Max Uplig3=39(LC 1), 2=160(LC 8), 4=68(LC 1) Max Gmv3=27(LC 10), 2=340(LC 1), 4=45(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. -Al forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has!,been designed for a 10.0 psf bottom chord live load nonconcurteM with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding I OD lb uplift at Joints) 3, 4 except (it -lb) 2=160. LOAD CASE(S) Standard '\�Pn IM. B� /1//i l p' STA F x �iiFS��ORICP N����\ ////So1VAI I IE1R \\\\� ,7 OTruss ruaa I ype Qry Ply Grenadine-C MVV-a Gnmxdlne5pec MA Jeck-Open 3 1 Job Reference o tlonal Sourhem Trues. Ft Fierce. FL,M51 Run, 6.230u W 21 cu ID:gk72seHc wygRu35g00rgTyMFnX-fDOeOZg3m6nFbiIWtIGXkZW6T_uCdV4Z5HUe8sy xg ' 1-9o-9 1--g 2x4 = Plate Offsets (X Y)— 11.0-1-4 Edgel LOADING(psf) SPACING. 2-0-0 CSI.. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 Be 0.01 Vert(CT) -0.00 6 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Ha z(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix -MP Weight 3lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD 2X4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0.8-0 (min. 0-1.8), 2=1ulechanical, 3=11diechanical Max Hors 1=35(LC 8) Max Upltff1=15(LC 8), 2=25(LC 8). 3=10(LC 8) Max Gmvl=46(LC 13), 2=31(LC 13), 3=21(LC 13) 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=5.Opsf; BCDL=S.Opsf, h=16ft; Cat It; Exp C; ParL Encl., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. - 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 2, 3. LOAD CASE(S) Standard Job Truss ros6 I ype Fly Grenadine-C VW-aB-GrenadineSpec is jLVy Jack -Open 7 1 Job Reference (optional) aoumem puss, rc rierce, FL., ro uoi Plate Offsets (X,Y)— 12:044 0-0-101 I5:0.2-3 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.33 -0.01 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 -0.01 FH 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 -0.00 3 n/a nla BCDL 10.0 Code FBC2017frP12014 Mahix-MP Weight 16lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 OTHERS 2x4 SP ND.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Mechanical Max Horz2=146(LC 8) Max Uplift3=78(LC 8), 2=137(LC 8) Max Grav3=86(LC 13), 2=328(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 34)-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpsF, h=16ft; Cat. II; Exp C; Part End., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) A11 plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf botlo'rrt chord live load nonconcument with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except at --lb) 2=137. LOAD CASE(S) Standard i PE 6P)F, 1 � �F STA i�Z- s0NAI I ikkENG?\\�� 2r2l JOD Truss I mss I ype aty Grenadine-C MWes-G.nedinoSpae J3A Jack -Open jFly 1 1 Job Reference o fional Southern Truss, FL Pierce, FL, M951 - nw: a.tiu s UM n min ennu alau s u zimin mnee mousunM Inc. Jet Nov lu lz:muzula ra e1 ID:gk72aeHo_wygRu35gO0rgTyMFnX-7PaVJbvrhXPv6DsIGROnmGm3GWODwMyJiI—dl xt 3-0-0 2x4 = 3-0-0 3-Qe Plate Offsets (X.Y)- f1:D-1-4,Edoel LOADING(pst) SPACING- 2-0-0 CS1. DEFL In (IDC) Vdell Lhf PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.01 3-6 >999 240 NMO 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vart(CT) -0.01 3-6 >999 ISO BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 We nfa BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight 101b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-"), 2--Mechanical, 3=Mechanical Max Horz1=105(LC 8) Max Upliftl=A8(LC 8), 2=91(LC 8), 3=12(LC 8) Max Gmvl=139(LC 13), 2=105(LC 13), 3=57(LC 3) FORCES. Qb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=1 fit CaL I I; Exp C; Part End., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has; been designed for a 10.0 psf bottom chord live load noncancurrenl with any other live loads. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)1, 2, 3. LOAD CASE(S),Standard AL �� PE 6051 ' t 73 L� STA F / x �j t� •C OR ID Job Truss russ I ype Qly Ply Gmnadine-C MWfi .nadlne pec J3G Hatl Hip Girder 1 1 Job Reference (optional) SWNem T.". FL Me=, FL, 34s51 2X4 = 2x4 II Plate Offsets (X,1')— f1:0-1-4.Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL In Poo) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.01 3-6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC -0.36 Vert(CT) -0.02 3-6 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Hom(CT) 0.00 1 n/a rda BCOL 10.0 Code FBC2017frP12014 Matrix -MP Weight 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2z4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0 (min. 0.1-8). 3=Mechanical Max Hoa 1=71(LC 8) Max Uplifts=89(LC 8), 3=125(1-C 6) Max Gmv1=283(LC 1), 3=275(LC 28) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown Structural wood sheathing directly applied or 3-0-0 oc pudlns, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7,-10: Vult-1 BOmph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0ps: h=16ft; Cat II; Exp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 1 except at -lb) 3=125. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) B7lb down and 68lb up at 2-6-B on top chord, and 250 lb down and 107 Ib up at 1-0-12. and 78 lb down and 60 lb up at 2-6-8 on bottom chord. The design/selection of such 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bark (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1.2=70, 3-4=20 Concentrated Loads (lb) Vert 8=250(F) 9=23(B) i f E 6051 A - �� STA i0T�.T'l-1� lOp i Q-� SONAI I El'p\\\\\ 2e� 0 � - ma5 I ruse I ype Fly Grenadine-c MW­68GrenadineSpec J5 Jack -Open jUty 7 1 Job Reference (optional) Southern Truss. Ft. Pierce, FL., 34951 LOADING (pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/TP12014 zu CSI. DEFL in (loc) I/detl L/d PLATES GRIP TC 0.33 Ved(LL) 0.05 4-9 >999 240 MT20 244/190 BC 0.24 Vert(CT) -0.06 4-9 >999 ISO WB 0.00 Horz(CT) -0.00 3 n/a n/a Metdx-MP Weight 221b FT=20% BRACING - TOP CHORD Stmctural Wood sheathing directly applied or 5-0.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. REACTIONS. , (size) 3=10echanical, 2=D-8-0 (min. 0-1-8), 4=1viechanical Max Hoa2=217(LC 8) Max UpIM3--151(LC 8), 2=159(LC 8), 4=4(LC 8) Max Grav3=169(LC 13), 2=397(LC 1), 4=89(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7AO; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16ft; Cat. II; Exp C; Part. Encl., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurent with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at -lb) 3=151, 2=159. LOAD CASE(S) Standard �10Eiv& ! Li PE 6051 t -+ STA E F / x Q 0F -_4 Joe I r11SS n1S5 ype y GrenatlineC A'W'& renadlne-Spec JSA Jack -Open 1 1 Job Reference o Oonal Southern True, FL Pierce, FL, 34951 2x4 = Run: 8.230 s Od 212018 Print 63 sOct T12018 MRek Industries, Ine Sal Nov1a12:12:552ma Pa e1 ID:gk72eeHo_wygRu35g00rgTyMFnX-X_FeElcfagKlh4J2H69LTuPhlacBUZJ390v5rHdyPCbxc Plate Offsets MY)— 11:0-1-4,Edgel LOADING(psf) SPACING- 24)-0 CSI. DEFL in (hoc) Udell L,d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.07 3-6 >905 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.07 3-6 >816 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hor2(CT) -0.00 2 n1a n1a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 16 In FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP Na.2 REACTIONS. (size) 1=046-0 (min. 0.1-8), 2=Mechanical, 3=Mechanical Max Harz1=176(LC 8) Max Uplift1=81(LC 8), 2=159(LC 8), 3=13(LC 8) Max Gmvl=233(LC 13), 2=180(LC 13), 3=96(LC 3) FORCES. (lb) - Max Comp.,Max Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0ps(; h=1 Bit Cat. II; Exp C; Part. End., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) 2=159. LOAD CASE(S) Standard TPE ��-L1t�i STAN6051 , ONAI � E�G\a\��� C�'J' Dead Load Deg. = 1/8 in R LOADING(psf) SPACING- 2-0-0 CS'. DEFL in Poo) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.75 Vert(LL) 0,20 4-9 >409 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 4-9 >348 180 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horc(CT) -0.01 3 n1a We BCDL 10.0 Code FBC20171TP12014 Mabix-MP Weight 28 lb FT=20N LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied ore-2-0 oc puriins. BOT CHORD 2x4 SP No2 , BOT CHORD Rigid ceiling directly applied or 1 D-D-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=048-0 (min. 0-1-8),4--Mechanical Max Horz2=288(LC 8) 'Max Upl!03 221(LC 8), 2=188(LC 8), 4=g(LC 8) Max Gmv3=248(LC 13), 2=478(LC 1), 4=131(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opsf, h=16ft; CaL ll; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherxise indicated. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atJolnt(s) 4 except Qt=lb) 3=221, 2=188. LOAD CASE(S) Standard 129 I Mae Imes type y GranadtneC lice A1W-6e-Grenamne pec J1A Jack Open 1 1 Job Reference (optional) Southern I Nss , YL nerr9, YL. J vol R 2x6 = Dead Load Deb. = 3/16In Plate Offsets (LY)— 11:0-6-8,0-0-101 LOADING(psf) SPACING- 2-0-0 CSL DEFL In (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0S3 Vert(LL) 0.24 3-6 >344 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.28 3-6 >301 180 BOLL 0.0 Rep Stress Inu YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight 22 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=D--0 (min. 0-1-8), 2=1VIechanical, 3=Mechanical Max Horz1=247(LC 8) Max UplHtt=115(LC 8), 2=226(LC 8), 3=15(LC 8) Max Gmvl=328(LC 13), 2=256(LC 13), 3=136(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 0b) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 cc pudlns. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7.10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.GpsF, BCDL=5.Gpst h=16ft; Cat 11; Exp C; Part. End., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift al)oint(s) 3 except Qt=lb)1=115. 2=226. LOAD CASE(S) Standard PE 6051 � a STA Fp / i0n�.ct%-�1Oi Q '0NA E\AG� 2Q o rues rus5 ype y Grenadine-C fib-GrenadineSpee J21 Jack -Open GMer 1 1 Jab Reference (optional) ram, ,z, ram., cram nun: U.23U s Oct 21 MIS Pnnt 11 P30 a Oct 212018 Wek InduaMes, Inc. Sat Nov 1012:12:572D18 Pa gge 1 ID.. DZRTDxyM WyXbxa 2-10-8 2-ID-8 2-10-8 LOADING(psf) SPACING. 2-0-0 CSL DEFL. in Ova) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert LL) 0.02 3S >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 I Vert(CT) I -0.03 3-5 >999 180 I BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n1a BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (size) 1=04-0 (min. 0-1-8), 2=Mechanical, 3=Mechanical Max Harz 1=70(LC 21) Max Uplift1=336(LC 8), 2=72(LC 8), 3=130(LC 8) Max Gravl=1260(LC 1), 2=16O(LC 1), 3=483(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-10-11 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.0psf, h=16f; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (erwelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) 2 except at=ib)1=336, 3=130. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1651 lb down and 463 Ib up at 0-11.4 on bottom chord. The design/selection of such connection devios(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1.2=70, 1-3=20 Concentrated Loads (Ib) Vert 5=1651(F) INie��/q//'/��i 1n J00 Trulss I was Type Ply Grenatline-C Mw-59-Grenatline-Spec V2 Vellay 3 1 Job Reference o bonal wa:a.awa.11LUlu mm BQ6 U=Zl 2ula5Ll¢klne0a01ey M Sel NOV1012:12:5a 2018 Pa ei ID:gk72aeHo_wygRu35gO0rgTyMFnX-yZmsywS7FgFmnsnHuAW I JIzpHXmgobilhVuyyfmxZ 2-0-0 2-0-0 1 2x4 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) nla - 'n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Veti(CT) r/a - We 999 BCLL 0.0 Rep Stress In or YES WE 0.00 Horz(CT) -0.00 2 n/a r1ta BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 5lb FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. REACTIONS. (size) 1=24)-0 (min. 0.1-8), 2=2-0-0 (min. D-%), 3=2-0-0 (min. 0-1-8) Max Horz 1=35(LC 8) Max Upl'rft1=12(LC 8), 2-36(LC 8) Max Grevt=62(LC 1), 2=48(LC 1), 3=28(LC 3) FORCES. (Ib)=Max. CompJMax. Ten. -All forces 250 (Ib) orless exceptwhen shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16f1; Cat 11; Exp C; Encl., GCpi=D.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 nonconctm ent with any other live loads. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 10016 uplift at joint(s)1. 2. LOAD CASE(S) Standard r/ PE 6051 i STA E F* o r I Truss Inuss lype Lity My Grenadine-G UW-W-GrenadlneSpec VO Valley 2 1 I Job Reference (optional) Soulhem 1 Was, Ft Plerm, FL, 34951 2x4 % 2x4 II LOADING(psf) SPACING- 2-G-0 C51. DEFL in floc) Well Ud PLATES GRIP' TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n1a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(CT) 0.00 rue n/a BCDL 10.0 Code FBC2017/IP12014 Matrix-P Weight 14 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0 (min. 0-1-8), 3=440-0 (min. 0-1-8) Max Horz1=81(LC B) Max Upliftl>28(LC 8), 3=69(1-C 8) Max Gmvl=146(LC 1), 3=146(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=S.Opsf; BCDL=5.Opsf; h=16ft; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires con0nuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olnt(s)1, 3. LOAD CASE(S)Standard / PEtF6051,STA FS;`�ORIDP: tf�� Q9 Job Truss lruss lype QtY y Gmmdmn NNW-68-Grenadine9pec V6 Valley 1 1 Job Reference (optional) southern Two, FL Pierce, FL, mobt KUn: 52Du3 VVLI<me rnnc o.mu a �a n sme mu ee mousmes, me - ID:gk72aeHo_wygRu35gO0rgTyMFnX-QN931w4uZo6ZxM2L_QP3FrQFDrAV7FbJ(Q3Q xY 64W 6-DA 2A II 3 5 4 2x4 . 1x4 II 24 II LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 15.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 Rep Stress Inrm YES WB 0.05 BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 , OTHERS 2x4 SP No.3 REACTIONS. (size) 1=6-0-0 (min. 0-1.8), 4=6-0-0 (min. 0-1-8), 5=6-0-0 (min. 0-1-8) Max Harz 1=131(LC 8) Max Uplift4=-48(LC 8). 5=140(LC 8) Max Gmv1=74(LC 1), 4=101(LC 1). 5=296(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All farces 250 (lb) or less except when shown. DEFL. In (loc) Wall L/d PLATES GRIP Vert(LL) n/a - rda 999 MT20 244/190 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 n1a Na Weight 23 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 no puriins, except end verticals. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16M Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This buss has been designed for a 10.0 psf bottom chord live load nonooncunent with arty other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to upll t at joint(s) 4 except at --lb) 5=140. LOAD CASE(S) Standard / PE 6051 t � I f pO�\ STA QQF /f x i�j/ssotiA+(I ENG����� L6