Loading...
HomeMy WebLinkAboutTRUSS PAPERWORKSOUTHERN TRUSS, COMPANIES Southern" Truss 259Q N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 * Fax: (772) 318-0015 — Project mrormar►onc Job Number. J1800483 Customer. GHO Homes Name: E0l905i'0Av,'V MW-60 Grenadine Classic Address: Lot60 Meadowoodcfty, sT, ZIP. Fart Pierce, FL 34951 o...Fnninaerine Criteria & Desian Loads _Building Code and Chapter. Computer Progrem.Used., FBC2017rrP12014 MiTek Version: 8.23 Oct 2 Gravity: Gravity: 45.0 psf ROOF TOTAL LOAD N/A Wind Bullding Authority: 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County I This cover sheet is Drovided as per Florida Statute 61 G15-31.003 in lieu of signing and m No. Date Truss ID# 1 11/10/18 Al 2 11110/18 A2 3 11110/18 A3 4 11110/18 A4 5 11/10118 A5 6 11I10118 A6 7 11/10/18 A7 a 11110/18 As 9 11/10118 A9 1n 11/10/18,1 A10 11 11/10/18 All 12 11/10/18 - Al2 13 11/10118 1 A13 141 11/10/18 1 A14 151 11/10118 1 A15 16 11/10/18 1 A16 171 11110/18 1 A17 181 11110/18 1 A18 191 11/10118 A19 20 1 11110I18 A20 211 11/10118' 1 A21 22 11/10/18 A22 23 11/10118 A23 24 11/10/18 B1 25 11110118 B2 26 11/10/18' B3 27 N/10fl8 C1 sealing each individual sheet. An Index sheet of the truss ceslgns Is allacneu wnrcn is numbered and with the indentification and date of each drawing. Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76051 2590 N. Kings Highway Fort Pierce, FL 34951 No. Date Truss ID# 28 1 11110/18 CJ2 29 1 11/10/18 CJ7 30 1 11/10/18 CJ21 31 1 11/10/18 J1 32 1 11/10118 J1A 331 11/10/18 1 J3 34 1 11/10118 1 MA 351 11/10/18 1 J3G 361 11110118 1 J5 37 1 11/10118 1 J5A 38 1 11/10/18 1 J7 39 11/10/18 VA 40 11110/18 J21 41 11/10118 V2 42 11110118 V4 43 11/10/18 ve FILE CO n M M Page 1 of 1 t TYPICAL DETAIL @ CORNER. - HIP ~ NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFactor=1.00) nds toe I nails only have 0.B3 of lateral Desistance Value. ' II12— 1� t2 O 15 OVER iO 9— _6 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT QA UP TO 2657A = 2-15d NAILS REQ'D. Q UP TO 394# = 3-16d MLS REQ'D. use 2-1bd toe nail `L 1 1TC L BC.""H7 (HIP GIRDER) QA J1 OOO Typical jack 45' — --'?—N attachment Use 3-16C toe nail TYPICAL CORNER LAYOUT & 7C-16d Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-15d nails — — — — — BC — — — — —— — 2-16d nails ————— JS TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16d nails ————— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16d nails —-——— HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — - 3-16d nails — — — — — BC — — — — —— — 2-16d nails —-—— MINIMUM GRADE OF LUMBER T.C. 2x4 SYP WEBS 2x4 2z4 SYP YP No.3 _LOADING (PSF) SBL INLR 00% FBC2017 L D Top 20 DDTrOM 00 10 SPACING 24' D.C. SOUTHERN TRUSS COMPANIES Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (B00)2F x:(772)31 B 2-0509 Z0-4160 016 Brian M_ Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-41 60 ... I TYPICAL DETAIL @ CORNER - HIP NOTE NDS=Nationol Design Specifictions for Wood Construction. ' 132.5# per Nail (D.d.LFactor=1.25) rids toe nails only have 0.83 of lateral Resistance Value. 12 1.5 &� OVER HIP GIRDER .® 1-0 _-O _0 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT E) UP TO 265Q - 2-16d NAILS REO'D. QB UP TO 394# = 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 I JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16d nails ————— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails — — — —- TC — — — — — —— 3-16dnails — — — — BC — — — — — —— 2-16dnails — — — —— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— I 2-16d nails ———— MINIMUM GRADE OF LUMBI72 T.C. 2x4 SYP /2 WEB - 2v4 SP 2 WEBS 2x4 SP No.3 LOADING (PSF) L D Bo 20 sa11aM Oa to SPACMC 24' D.C. SIR. INCR_ 25% FHC2017 SOUTHERN TRUSS COMPANIES ht1R//w soulhemtrva.mm Fort Pierce Division 2590 N. Kings Higghway, Fort Pierce, FL 34951 (BDO)232-0509 Faz:(772)31 B720—4160 016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4150 `n m C 2 Hangers Face Mount Hanger Charts MiTek* JDistVM r' UPSleet Stedcao.' - 'Ret fic. Eau a Dunendam Gn1 DFISP AOowable leads (tbs.)' g J2 ' S - .Cade ; _. Heade_i Joint .. W H - 'R i A' figN Max .. -�' :Nail Nail ' Floor Pouf UpriR'' 100% 115% 125°.6 16U% JL24 W24 20 1.9/16 3 1-12 1SM6I _ 4 iDd 12 1 10dx1-0/2 :470 5401 5B01 320 . 5, ' R5, F2 4 16d 12 10d x 1-12 550 1 640 1 695: 32D JL241FTZ - 18 1-9/I6 3-1B 1-12 - _ 4 10d HDGI 2 10dx1-12 HDG-465 5351550'1 28D 31. Rl, F32 4 1 lad HDG I 2 10dx1-12 HDG 650 615, 615. 280 2x4 JUS24 WS24 18 119116 3-1/8 1-3/4 i 4 10d 2 10d .'675 1 7751 835� 510' c SUM24 U24 16 1-9,16 3-1/4 2 1-3M6 - 4 10d 2 10dxl-12 .500 1.5501 605- 380 5, 4 t6d 2' I 10dx 1-112 .590 1 6651 720.1 38D: HD26 MI26 14 13M6 3-12 2-1/2 1-1/8 1-1/e 16d 2 16d:1-12 615 635j 745 I' 365 - R5, F2 Men:4 615 1 6951 745 1 595 -:. JI26 1.1126 - 2D-; 11J/16 43/4.7-1/2 999999 - 15n6:: _ 16. ; �10d i 4 Y=- 10dx7272 .I 710 8051 870 650 6. -':16d' 1 4 1<-, 10dx1-72. 1 840 1 960 1ID45: 650� i JL261F-TZ WC26Z 18 :I1-9/16l 412 I,1:'12 , - = .6"DG 4ItlHad �,.4 "10dx1;12 HDG 1 695 I 800. 870' 730 F32 , 6 1HDG 4 110dx7-1/2HDG 830' 950 .10351 730 -JU526 ",1 i11S25-T 18 11-aM64-13M611-3/4 1:'-- -'. -4 1 -(10d--1 41' 1Dd'= I97D 10001.1030%15, R5, F2 T/I1526_ -MI0526' . -.18 . 7-9/J61' 5-1n6 j. 2 1: q :_ :.: 6 �1-10d 1 6 -9 ,' 1fM.' . I l2aS 1475 j 16051 865 31, R1. F32 ,2z6 S1Bim `'- 112 .-•e - 16: - 1-9M6 5-1/B -1 -' 1�lt6 - :- '->6.--'16d:,1`4-'=7Dtli '6- -10d 1'4-j'; 10dz1-12 - 750 1 64D., 910 "755 -1--12'BBD 1000i 1080 755 ` 101S26 `- $HUS26. 16..1-SIB 1'S•7/W 3 -2 - -14-: -16d 6 V—, 16d 2760 314013345' .1925'I - HD26 ... - HUZ6 ..,. 74 1-RM6 3-112 2 , 2-12 .... 1-1l8,� Min 4 - - a..2 `"46d . : 4 .1 i' .. ". • 10d x1 ]2 ' - "I 615 6% 1 745" 365 5, R5, Max 615 601 .745 1 595 - _- ND79 HU78 1-0v 1-Bn6 5-114 .212 17!e �0 1 8 "'16d '; 4 1: 1�x1-12 123011390I 149G 780. F2 13901'149oj 625 A26 W26 20 1-9/16 4-3/4 1-12 1516 _ 6 10d 4 I 1adx1-1/2 1710 B051170I 650 6 lad 4 10dx1-12 0401 960 I1045.1 650 - JL261F-TZ WC26Z 18 1.9M6 41/2 1-12 - _ 6 10d HDG 4 11Ddxl-12HDG 695.1 8DO j 970. 730 al. R7, F32 6 16d HDG 4 10d x 1-12 HDG 830 950 1035 730 JL28 W28 20 11JM6 6-3B 1-1/2 15/16 - 10 10d 1 6 10dx1-1/2 1180 -1295 1295.1 855 . 15'�'� 10 16d 1 6 t0dz1-12 Tim 1800 1740j 855 .LMIF-TZ - 18 1-9M6 6-1/8 1-12 - - 8 10d HDG 4 110dx1-12 HDG :930 106511160, 730." 31, R1, F32 B lad RDG 1 4 10d It 1-1/2 HDG 11M 121511215' 730 JUS26 LUS26 18 1-9/16 4-tan6 1-3/4 1 - 4 10d 1 4 10d .870' 1(l00 110801 1115 JUS28 LUS28 18 1-9116 6-5/8 1-3/4 1 6 10d 1 4 1 10d 1110 12701 1375.1 1115 5, R5, F2 MUS26 MUS26 18 I-M6 5-1116 2 1 - 6 10d 1 6 10d 1285 14751 16D5. 865' 31. R1, 2x8 Mll528 MU528 18 1-9M6 7-in6 2 1 8 lod 8 10tl 7710 19701'21401 7230 f32 SIM26 U26 16 1.9M6 5-118 2 1.3n6 - 6 1Dd 4 1Ddx1-12 :75D 1 540 f 910 j 755.'1 6 lad 4 10dx1-12 88011000110801 755 - SUH28 - 16 1.9n6 6-SB 2 1-3/16 - 8 lad 6 10dx1-12 100011 '800 8 lad 6 10d x 1-12 1175 1335 1144D I 8G0: HIR26 HUS26 1 16 1-518 5-7/16 3 2 - 14 16d 6 16d 2760 3140.133451 1925 j 5 HUS28 HUS28 16 1.518 7-3116 3 2 - 22 16d a lad 417D 4345 43451 2570-9 RS F2 HD28 HU28 14 13M6 5-1/4 2-12 i-1la Min 8 16d 4 10d It1-12 .1230 13901149W Men 6 1230 13901149 HD210 H11210' 14 1-9116 7-3M6 2-12 1-1/B Min 10 16d 4 10dx1-12 1540 t7351 189 mac 74 6 �� 2430., 261 1) Up6R bads have been increased 60%fre wind wssisnlc loads; no further increase shall be pennBed. 2) l6d sinkers (0.148 die x 3-l/4° long) maybe used at 0.84 of the table bad where 16d commons am specified this does not applyto JUS, HE, MUS sWd nail hangers. 3) ForJUS, HUS, and MUS hangers Nails must be driven at a 30-to 46 anglethrcwgh the joist atuss iMo the header to achim the table loads 4) NAM-10d x 1-12' nails are G.148' dia x 1-12' long, tOd nais ane G.148' dta. x Y long, t6d nabs are 0.16Z' die, x3-12' lag. New pmdLLx a updated pmduct indcwna0on are designated In hie food. Corrosion Finish XSWMIeM Steel )x GDid CDat OHDG ETriple Zinc t; � w ;v 112 Continued an next page Hangers Face Mount Hanger Charts MiTek` John: Size No. ',� - Ref. No. ' Steel .Gauge.. - Dimensions (in) 2. FastenerSchedule .... .,.'DFISP x Mowahle Leads 4lJn1. c ' W net. %Jms[ W�'N -�D .. A Mud Max Nail ;,. `-.Floor. Nag' 10D% .Roof .' 115% 125% Upld[r-..'Code. 160% JUS24-2 WS24-2 I 18 3-1/8 3-7/16 2 1 1- 4 I tad 1 2 16d 805 920 1 965, 325 I SUH24-2 L124-2 I 16 3.1/8 3-11B 2 1-1/8 - 6 70d 2 10d 750 840 ;' 910 380 380 6 lad 1 2 10d .BBO' 10DO F10MI (2)2x4 HD24-2 HU24-2 14 3-7B 3-12 2-12 1-1/8 - 4 lad 2 tDd . 615 695 1 745 1 -385 . HUS24-2 14 3-1B 3-7/16 1 2 1 - 4 lad 2 16d 850 965 1 10401 495 HU524-22 14 3-1/8 3-7/16 I 2 1 4 16d 2 lad 1.850 1 955 J 10401 495 .LUS2b-2=''" IS- .3-1B.i4 5-1WI .2..- 1 - 4-) lad I.4 '16d:.I ID404 1185112201 1355 51 - , SUH2fi-2 i;�.U26-2 1f: 16'. 3-1/8 ,1.5-1/16 _ 2' 1 1/B _ 10- -'106 :4 101 i 1250 14D51 15151 755 755 -10 1 166 P• 4 - a0d< 1470�1 16701 18001 . . RD242._"...--j_HU24-% .-14 1..3-0B 4 3-72 12-11211-7B ' - '.I ."4 .1 166 2 " '1 Od'I .615 .I 695 1 745 1 385 1 'HUS26-2' - :I' HUS26 2 '. ` 14 : 3-1/8 5-1/4 2. -1 1 ' 1 •- 1' 4- lad ' ' 44 16d ' 1085" 1235, 13001 1155 (2) 2z B , _; HUS26-21F ". ij:HUSR62 'I-14-.:3-1/81-5.1/41 2 1. :-. :'4 .l6d 4, 1 16d 1OB5 123M51 1300 1155 4026-2 :.:HU26-2 .. :.:: :. 14. . .3-1B ," .- 5 1/4 2-12 1-1B ... win(- Max 8 72 1Sit . 4 1 1Dd 1230 18501 1390; 2085122351 1490 78D I 1170 `-6 - HD26-2ff j :HUC26-2 - ` L:.- 3-181`_5: 212 ' .: T.:Mn - 8 t6d - --. 4 , 6 3 10d : - 1230 7850 139011490 ZO85{ 2735 7BO I j. 1170 ma 12 -. JUS26-2 WS26-2 18 3-18 5-1/4 2 1 - 4 16d 4 16d 1040 1195 12Z7j 1355 3 JUS28-2 Ills -2 I 18 3-18 7-18 2 1 6 16d 4 16d 1325 1510 16451 1355 - SUH264 U26-2 16 3-1/B ( 5-1/16 2 1.1/8 _ 110 0 4 11Dd 125D 14051 15151 755 755 110d6d 4 10d 14701 1670 1BOOJ SUH28-2 - 16 3-18 6-1/4 2 1-1/8 - 12 1Dit 4 10d '1500: 16851 .1815 1 755 755 72 16d 4 10tl 1765191511D15) HUS26-2 HUS26-2 14 3-1/8 5-1/4 2 1 4 lad 4 16d 1085 1235113001 1155 HUS26-21F HUSR6-2 14 3-1/8 5-1/4 2 1 4 lad 4 16d 1085' 12 S5 7300 1155 ' HUS28-2 HUS28-2 14 3.1/8 7-1/8 2 1 - 6 16d 6 16d 1625 185D1 1995 1810 (2)2z8 HUS28-21F HUSC28-2 14 3-1/8 7-1/8 2 1 - 6 t6d 6 16d 1625' 1850 19954 1810 R5 HD26-2 HU26-2 14 3-18 51/4 2-12 1-1/8 Mn Mat[ 8 12 1� 4 6 1od 1230-. 18501.2D85 139011490 22354 7BO 1770.1 F2 HD26-21F HUC2G-2 14 3-1B 5-114 2-12 - Mm 8 7� 4 6 1� .7Z70 1850: 1390 2065 1490 22351 780. 1170 72 HD28-2 HU28-2 14 3-1/8 7-1/8 2-12 1-1/8 Mm Mu 10 14 1� 4 10d2755 1540 17351180 1 780 1170 1 6 2430I2610 HD28-21F HUC28-2 14 3-1/8 7-1/8 12-12 - lwm 10 lad 1� 1540 21551 17351 243012610 180 - 780 .1170 Mar 14 6 - JUS2B-2 LIMB-2 '._=' 18' 3r7B - :7-78 -2'I- 1'' "'- 6' l6d`: :4 ' 16d'- 7325 15701645 ' 7355 JUS210.2 . "'. .LUS2102 : -- 18 . 3-18 4.:9.18 1=`2'.1 1' - : a.., 16d 6 1 16dc 1845. 2105: 2290' 1990. 1 - SUH28-2 � - - -���16 3-18'"6-1/4 -` �. 2....11/B - . : 12.. tDd :. 4-1 -10d 1500 1685 1815 755 1 12 15d: 4 •lod' 1765. 191511915 ]' 755 -' SUR210-2 •? U210-2 { 76 3 1B +16 B-9/lfi 2�'I1 - 1B -.-- 1fi 10d: 16d- ' 6 > 6 -1 : 10d 10d 1 2000 2350' 2245 2670 2420 2aN 1135 A135 HU32S-2" :.... HU52B-2-- _ 14 3.1 1 77.18 - .2. -.1 - - =-. 6 - :a6d _ 6 16d :11625 1 18501 19M 1810 " . tN528-2IF -- FnISR8=2 e' F -14- 3-18. "7A/B "2' 1 6 -16d '_ S. 16d' 1625 '1850 1995 1810 -- f212x10 N0282 - -HU28-2 --14 - .3-1/8 71B 2-1/2 1-1/1 :. -Nfm 'Max 10 74 - 16d- -4 6 a '- - 10d -._ 1540[1780 2155610 �'780 . 1170 ,; y4 3118 8 212 r: ]6d _ :.. ..41540865 10d..-. :_,.`: 2155O - 790HUC28-2 1170 Max -]4 ..-fi_ HM210-2 _ : HLLS21g 2::.::14 "3=18 '9-18 ;.2 . ^ 1 : '- I F B 16tl::: "8 t6d 2170660 2210-. Hmm-211` 'HUSR70-2• .-14"_ , 3-18. "� 9-11B --2 '_ 1 ::._.-.: 8, lad %. 8: .,16d, 2170660mo --HU210 2 V-14 3 1/& .. 9 2 12 1 118 Mm.i'14-6..'. Mali .20 15d , 2155if070HD210-2 3080'W `:19M,, -10 .- H02fo-21F _.. .':HUR70-2 --"94 31lB tl3 2112 - Md. •14 lad --6 • - ': -lDd Z1S5610 30E. 3475 3TTfi ' 1770 1950 F ' Maze -A ':10 `- HD021D-2IF---,r.HUCW 072 :14;13-.1/4.'1-.9 =B., 112-=-Cy2-J WS9.': r6 �WS3: 5015. .55905590 .:2975 : 31. Rt: F32 1) Uplift loads have been inveased 60%for wind a seisnic loads; no tinter increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4' long) may be used at 0.84 of the table bad where 16d commons are spm fW. This does not ap*to JUS, HUS, MUS slant na0 hangers. 3) For JUS and HUS hangers Nails most be driven at a Win 4S angle through the joist or tear Into, the headerto achieve the table bads- A tF 4) WS3 Wood Screws ere 1/4' z 3' long and are included with HDD hangers. 5) NAIM 10d nxlls are 0.148'cra x3' long, l6d are 0.162'dla. x 3-12, long. New pmducis or updated product irdmmallon are designated in bhre tarn. "" H Corrosion Finish EStainless Steel Gold Coat IMHDG NTdple Zinc w 114 Continued on next page Hangers Face Mount Hanger Charts Welke Joist Sla - USP Stack Na., - -Ref. No. Steel Gauge D6nensions (in) . FastenerSdredule'u DF/3P Allmvabk Loads (lJrs.) e cam - - Dade '. -Ref. _ .Header . Joist W H -. 0A Mi1i/ Max 0tY Nab -'1NY Nal Floor Roof lipliftre= 100%115%125% 1W% SUH314 U314 16 2-916 10-06 2 I1-1/8MMMU 1Od610dxl-12 225042525116d610dx1-12HD314 HU314 14 2-9f16 it-5/16 2-12 1-1/8l6d B10d:1-1/2 2980( 12 3695{-4170 44351 2045, 3x7fi H03140 HUC314 14 2-9l16 11.5f16 2-1/2 _ 16d B tOdxt-12 24fi512780 3685'1 4170 25801 )44351 7280 21345 12 HD316 HU316 14 2-9d6 13-5116 2-12 1-1/8 Min 78 16d a 10dx1-7212770 3125{3355.( 1580'1 Maz 26 12 40051 44M5 44351 2045 HD3161F HUC316 I 14 iii 2-9116 13.5r16 2-12 - Min 18 t6d a Iodx1-72 2770 4005 3125 1 4435 33551 14435 1560. 21N5 . 1 Max 1 26 12 ]kj ( 3. xB,l .. .! HD3g2 •,` Hy38-2" .. 14. S-1/B� e-7/8'�242Ii�/Bi:Min,j'In 16d .. 4 10d.:.. 15401,1735118111 71" .Max 14 6 2155. 2430 �2g10� 1770 HD38-2 ( HU38-2 14 5-1/8 6-1/8 2-12 1-1/8 Min 70 16d 4 1Dd 1540 1735 1865.I 780 Max 14 6 215512930 2610 7470 (2)3x10 HD310-2 HU310-2 .14 5-1/8 8 2-12 1-1/8 Min Max 1 14 1 2D 16d 6 lad �`"'`1 243D 2610 117D 10 30BO 1347.9 3775 1 1625 3x12: H0312-2 A HU312-2 .. 14 .5-118{ .... ,-j - 10' ... 2-12 _` 1d/8 Mina 16d 6 12 ;1Dd i ,.... 1 24651 Z= 2WO 1065 Main. 24. fM14170 4470, '2340 (2)3z14 HD312-2 IHU312-2 1 14 5-1/81 10 2-12 I 1-1/8 Maxin I 24 16d 12 lad 124651 Z780 21 2340 JUS26-3 ' . I LUS25-3 1 16, 4-5411 1 4-12 1 2 1 1 1 -- -' . 4 116d .( 4 ! .16d -' .1 104D 11185 1 122D 1 1355 . _ - -SlIH26-3 1 - r U26-3 16 = 4.- -51/4 - 2 I - _ 7 j' !-" �j. 8, ' lad 1.2 lad :._ 10110.1 1120 1165 .380 V.1-16d 1-2 lad 1116511165 11651 380 (3)2x61,; H026-3- HU26-3 . 14 4-12 .. 2-121-1/8 Min 8 1 y6d . �: 4 10d"` i ,._. 12r0'11390 14901 780 5, Max:j 12 j-6 7859 2085 22351'1170: - IDM_3IF' , HUt� 3` `# .'j 14 A-W 4-112- 2-12 - = ! Min. i B: l 76d 4 ` -- 1 lad . 12301139011490 - 780 RSA F2 i.Max 12 6 1850: 2085 22351 1170 JU526-3 1 WS26-3 1g 4-5/8 4-1/2 2 1 4 16d 4 lad 1104011185 112201 1355 1 JU528-3 1 W528-3 18 4-518 6-3/8 2 1 6 16d 4 16d 1 1325 1510 116451 -1355 SUH26-3 U26-3 16 4-5/8 I 5-1/4 2 1 - B lad 2 lad 1000 1120 1465.1 380'- 8 1fid 2 10d 1765 1165 1465'.I 380 �:' H026-3 HU26-3 14 45re 4-72 2-12 y-1/g Min 8 16 4 1ad 1131:17390 7490 780 Max 12 6 1650 1211115 122351 1170 (3) 2 x 8 HD26-31F I MUM 14 4-SM 4-12 2-1/2 _ Min 8 16d 4 lad 1230113M 11490:1 7W 1 6 Mal 2085 2235.. :1 HD28-3 - 14 4-5/8 6-3B 2-12 1d18 16d 4 10d 11: 1735 1865. 780� TMa4 6 2155 2430 2610 7170 HDZB-31F - 14 4-0 6-3/8 2-12 - 151ad1540 1735 1865 780 6 2155 2430 2610 117D :4378 &318:'. Z' 7 =16d `,4 "-- 16d ..:. 1325'.1510 1645' 1355 W5210 .4-5gL 9- ffi•- 21 1 -8 -1-:16d 6 '., 16d 1B45' 2105 22901 1980 . . •.,. SUH210-3 ` .. .. :... ll210-3 - :.. 16 ' 4-5/8 ... 8-3/g; -:2 ;•. : t - ':'. 14 ::40d= 6 ,1 1Dd -: 1750 1965 2120 1335 . 14 16d �'' 6 - _1 ad `: 2060 :2335 2520) .1135 14 4-S/g 6-3/8 . -2-12 1-1/6 MN 10'. ) 16d' 4 - 10d:: - 1540 1735 1865: 780:: Max: 14 ,6 2155 2430 2610 7170 _ - 11028-31F _ 14 43/B 6-am 2 12 _ Mm -Max - 10 14 - t6d- , --.- _ 4 ..6 10d �- ,. ✓' 1540 1735 1865 .=780 2155 2430 2610 -177i1. H0210-3 ". H0210.3 - 14 '4-5/8 B-114 212 - 1"1B Min .Max::: 14 20 '� 7fid ::6 e10 �': 10d' ;. � 2155 -2430 2610 7170� 30B0� t3475' 3M; 195D,: HD210-3IF �' HUMID-3 14 4-5/g &114 2-72 Mfn" 14 1Gd 10d 30B0' '2430, 3d75. 2610 3725 7170.. 19M 5 70 _ _:...ND02f0-3F. 1--iUW21D-3 14- �43+8 9 ._3"1712 -.. .12 ::WS. .8 I.., W33 :: 5015: 5590. 55901-2975 31, R1, F32 1) Uplift loads have been Inarased 60%for wind or sefsmk loads no further increase shag be penniDed. 2) led sinkers (0.148 dia x 3-1/4' long) may be used at 0.84 of be table load where 16d commmvs are specified7ha does not apply In JX, NU& MUS slard nail hangers 3) WS3 Wood Screws are 1/4' x 3' long and are Included with HDO hangers 4) N1U(S` I ad nails are 0.148' dia x 3' long, 16d nags are 0.162' du. x 3-12' long. New products or undated product information are designated In blue land. Corrosion Finish EStalnless Steel (='Gdid Coat L�HDG �Tdpk 71nc �" �A 1 -y JxI, W _ p�1 Continued on next page 117 Hangers Face Mount Hanger Charts MiTev _ . Joist Size USA �Sieel :Stock No, '`Nal.Tlo. Gauge .. Dimensions (m) ' Fastener Schedule''x'r DFBP ..: Blowable toads(.6sj .- n z o o r -. /:. Cntle: .. - Header Joist - W - H D A. Mint Max City Nail City '. : Nall: poor Aoot Uplif, -. 100%1115%liml 160% JUS46 6 18 3-58 5 I 2 1 4 16d 4 16d 110C 111115 j 12201 1355 - SUH46 U46 16 3-9n6 4-13/I6 I 2 1-1/8 - 10 1 4 d 11 1 00"j 1515'1 755 .' 18001 755 ` 10 166dd 4 10d la 147167D70 HU546 H11546 14 3-SB 5 2 1a 16d 1085112351 1300;j .1155 1 4x6 kB1546IF I HUSC46 74 1 16d 1OB51.1235 13D0'I 1155: ' HD46 I FNI46 14 1-184 10d 72301f390I 14901 780' 1170 6 14501208.5122351 HD461F HUM 14 MS-1/16 - 41Dd 123011390 114901. 7806 2235 1 1170 1850.1 2085 JUS46--"-:';'..a 1Ls46 18 1 4:-:�. 16d :' 11040111BS 112201 1355 JUS48 •: t :'B7 iL648 . 18. 3-5/8 1' 6-7/8 -.I'. 2 �., 1' - 6 16d, 1 4 I 16d.-11325I 7510 16451 1355 a 3-9/76I 413116 � 2 "1 1B - - 10 "10 ,10d 4 ( . 10d'11250 } 14D5 15151 755 . 1B00 755 { :15tl ,) 4 "lad,,, 11470 j 1670 HI1546 '.T::' HU54fi 1: 14 3-SAI - '5 -2 - 1 - -i.1 4 `16d .4 :1 � 16d '�: 1011511235 113DD1 1155 j Hij 4_ "•' SSW - 14 3-.SB z.".5 2 ,'4. ;- 4 16d -4.-1" 16d. 1085 1235 130D.I'1155 I - .{ 14 3-_w 7' ,,. 2- 1"rl. - 6 16d" 6 -- l6d_ .1162511850 49951 1610' _`{'HU548 - HD9481F I HUSC4B '{ 7A i 3-5/8 I 7 V. 2 '- 1 - 6 1 16d. 6 -; .- .16d-. 16251-1850 1995I 1810 1 4 Ye HD46 "_ HU46 iii 14 � 3-9/1H 5-7/16 -�212, 111 1 118. n' 1 -8 `16d 4 6 - 1- ma' -. 1T301 1�0114sD1 780' 22351 117D - Max: . 12 19501 2085 H0461F^,. - { HUC46 -.� 16 3-9/I6. - 5-7116 '�2-12' - '! . - "- MR'1 6 t6d >H 4 ! - dad'- .' .12301 13W 1490 7811 .. 2235_I 1170 5, R5, - 72 2085I 1185012085127351 _Mak _ HD48 '. HU4B f.14 3-9.15/1612-72i Ti-, '.I 1-1/B j Mn 1 0 t6d r� 4 1' 6 laid15401173511865 r: ,.. -ZIS5. 1. 780 F2 Max- 14: 2430 26101.1170- - H0480= -., FNCAB; . 14 3-B/1,6.:6-15n6. 2-121' - Mn Maz a. 10 14 .16d . 4 10E :.' 1540'11735 16651 780 . rk fi 2155 2430 2SW :ME JU548 wS48 18 3-581 6-78 2 1 6 16d 4 16d 1325' 1510 1645-JUS410 WS410 I 18 3-58 B-718 2 1 8 16d 6 I 16d 1 18451 Z105 2290 SUH410 U410 16 3-9116 8-3/8 I 2 1-18 - 16 1Dd 6 I IN I 2000 1 22451 2420 1 1135 16 16d 6 10d 1 23501 267D 28B0 I 1135 HICi48 HMO 14 3-58 7 1 2 1 6 16d 6 1 16d 11625 1850 1995- 1810' HUS481F HUSD18 14 3-S8 7 1 2 1 6 16d 6 1 16d 1162511850 I 19WI .1810 I HD48 HU48 14 3-9116 6-15116 2-12 1-78 Min 10 16d 4 lad j 1540 1735 1865 I 781 Max 14 6 T155 iM 26f01 1170 4x10 HD481F HUC48 14 3-9/16 6.75/I6 2-12 - Min 10 16d 4 lad ISM1735 ISM 18651 780 iTu 14 6 24301 2610 1 1170-F HU5410 HUS410 14 3-5/8 8-7/8 2 1 8 16d 8 16d 12170 J2465 26601 2210 :I HUS410ff HUSC410 14 3.5/8 8-78 2 1 8 16d 8 16d 1 217012465. 26601 2210 . HD410 HU410 14 3-9n6 8-13116 2-12 1-1/8 Min 14 .lad fi tDd 2155.1 2430 2610' 1170 : Max 20 10 = 1'3475 3725 1950 HD4101F HUC410 14 3-9n6 8-13116 2-12 - Min 14 1� 6 1� 215.5. 2430 2Sf0I '1770 Max 20 1 10 130BO .3475 •3725 - 1950 H504101F 8UC0410 1 14 3-9n6 9 3 1-12 12 WS3 1 6 WS3 150151 5590 1 M90.1 2975 "1 1 31, N7, F32 1) Uplift leads have been increased 60%furwM erseismic loads; oo further klrsease shall be permffle& 2) t6d sinkers (0.148 die. x 3-1/4' long) may be used at 0.84 of the table bad where 16d commons are spetlfied. This does not apply to JII3, H1B, MUS stard roll hmgers. 3) WS3 Wood Screws are 1/4' x 3' long and are Included with HD0 hangers 4) NADS` lad nails are 0.148' dia, x 3' long, 16d rails are 0.162' dia, x S-72' long. New products or up -dated product Information are designated in blue /md- Corrosionl'nish ■Stainless Steel Gold Coat EZHDG STriple Tine 119 On 9Z• t Ip101111aL ug Ad 94 OP OVO11Y101 dSd 00 0o T 00 d5d at Ol '10 09 Jed at ,Oil in al .4.d Ba OZ •111 OA dNIWMCd 1P1130 JN"M dlH I�{V/NNotLdd0 ��t•Lix W, Ia of PWOU Mqu N q0 in al Pu n"d uD MM a elluNwP =1 la 4ma1• g a—1 l L-I -A 'IV3 U3A ON3 BNS IIyIIjIIIIVNDNOLLLddO •DIY A ae L.••1°�� aH d a au OHallo 4MAus3o1(•d .w 3HYnoe )nO tl (Z) 'NMOHS LV JAB OaN= NO 3NVn09 90 AYw MHO HOLL00 ' oVZ 0310M ION 9300 MOM 3YONUM 3gg)LL Sy ONOI Sy 1TNa 9e •AVA SNYd6 N3DW (••) BSnHl 31LL dU OmOHO8JO1 9LL ONI2Yd9°HOA owl 6 MUUM 3LL0HTMU. �N(�u) NOIS34- 031V38 ,Sumlow NO 03d103d$ SY ONIOVJS I01Nnd !o n3n NI BE 83astw J3nYA A9 N01330 MMS ,SN3 ftla NO OILHOUS 3SVAMtU Sy NO '00 AW 1V SNnNlald NN y� VO SSML A3 YA OL UOmd O3ndw oHuU 3N8 e91Vtl '0311aVLLY� 111pYlaUd lHUM 030We 3O J9Aw J3S UT1YA H1YJw6 SSIINL _O nNOHU dot 031OXI ION AYH JHolaN TYOIn13A WIVA VI[MDNw a —,I MILL 931YAU0 Se3M L3nYA '" Uo3 WE A31YA03 '0HI0Vde jW31Vl sn3nHUNan HO 'no •S 1V SVO! 9Y cCpI'3 Me PO VA 03HOVC H3 s UO 30w0 Ow 6e10edo 3NY9 '83 ',3'PIYA ' eI 3O W. 3100 'IMY A—„ L Yxl ATtldY 'NO1934 a3TV33 S,H33NION3 NO MIAO3dS SS31Nn l p al� j � 1E3 nj ssnui ' minor X0 a10—,B t ' NlR7 • ROR „o-,-v mUO O9 L hoHI o '3Sd 0�10 OL ONlal'MaHION1ZN'0 •dx3 'ON101na MMON3 1HORN Nun —De­ 'a" Hdra" OI'A 3BSY iA0 O91 Hai 031IYN-3M sli S't 4 .00I'O) Y 8 POl M IN" SSAUL CHUMaddns Aa3A3 OL A3M HOW NOVILV (••) (3HVn08 H0 03MM4 • we V Pdow noJim Se ANY M.(.) lolla9 Jo Cp JAG fat '91A ASITaa in t#/O .dds Uo NO dG m no (.)cxt Nano nail Aaalae �a zf/1Q ids LA dAs YHO Pima dal MOM d0 3RV118 WnWlEY N Gamble ��cs _Tr�a�� �c� EIG ENCLOSED, I=9.25, E>(PO H USE 7-10 O MPH WIND -SPEED MEAN Cnup B Croup A Group B Croup A Croup C I T-t e-s s-e t -t n-a t tD-1' 1 a v a Ba Dtaaa ro a t e No 9rvoea s-4 E Croup B °..D Cloup A a-n llroup A a -to' aon .SPF C� s-a -t 4-fl a-s a -a a -a' B-a 1D-1 a -a n-B to-D t stun a -a -tt 4- t e-° v-e s-a e'-a. ®_tt• T_B a• -a• 8-71' to-tD' fl-a" t a -a' _e-1D' °-a a- t T'-s• a -a• a'- t' tD'- D• tt=e' o R SP Y a-� a- a V N]-B a-D' a-o' a-7• -T' a•a a-8' to -a SPF sa ] V a —a• °- D• N O D s—v - e—a p -o a—s a a• i-t e z av a u� ti t2-'s a a- C7 io SP � tmv+Druto s—t0• a—s• sa• veto' a—ii a to—e• tts�e• i4�o• 1 Y 4-a 7-4 to f0--B6 s--e tso--00 7 U SP ' I lo--B--L' A taN a -a -t0 t0-OHF ° 5P Z" A --A -0 '!� DFL DD 4-4- 7 -1 a-E v-1 a-0 G T- ar oNtO •a - B _ ' a -O B -0 0 -9 - SOUTHERN TRUSS COMPANIES 110' 'T A9 FOR MAX CABLE VRMCAL LE T pnoucn 6 aefng N IDI 1hF rnpont@Iffy or wa rnr 4uw Ic6rlcolc4 ponvm rm Wry 0 ad&s ngurft tmBcn Sandal 7Nch I. chop —1 and dwntnl_no dudng_tm0am, and �tmmnnl 6m OABIE TRt1ss Owl MCI Lm LW OFFLEDIIDNGgCnRMA Is LAID-v PYu� ovNNnNNO°IIB�arm" lD VMS FUR TT�O DEW mum BAaIE END DDFFDN�B 1�0b W0i0'ux IN" DaR.DOit®19 Y711N a-0 DVEB FLYW0D0 DYER D. A 't." BMDE WUH tad 'K"X FQn 1 L• BPACB, OPADE Wdt9 AT a" OC. I 19 aattE9 AN0 4' D0. DEttA:at;oq 9. r)I BEN ?7ZONEs mu 0 00 amw i'ONES°°• EM9PAAEelCILNIIOtaMiLutsr Hr.A MINIMUM of BUS OF WED RAM ERN PI TE 81 VA NO BF B s 4-9 tn4 DR xaa DREMM pFAN 3 USE AND HEEL FL TEO, ° con MaYlmun Total Load CC PSF SPACING AT 24° O.C. -0.0 „1,Z 1V MOWS jolooj uollo3n❑ Sl'L In lmdLb Jolonj uagnlnO SZ'L I0 1ed04 Jolauj uollpinO ££'L I0 10dS4 bulpno-1 unwlxoW '�OoP 100m 01 mgNO' u0o JIg0u0mu ypn aSuwy eq yny, nnml vQnp un4 �yf va pupPodi °j 0q 604' /eyl Vpmya 1 e41 01 410WP Pun 4 al ou um l auo4 Puo 146WP o w P0mlm1 w Wugml puo pm S oq of tm n3uu1 tow pan pm, p umoa slid pi wunf lq 8 64tlwS •lua -li dd wipuaq 1 m ^0^P ihn q kw l3.gl gmw4 A Iw- »ns6u �6yo � e9 4 1 9 N0ww0 P 11 P0g w wuHP w0 l ry 421 01 P GIMP °dOJlo Al 4olVX 6u a n u 9d 'X vgalujpiaul AU 310d l3n al PouWVOo uo umnq 6uO3ua arou3d 'MloJpgol nnq J0u ,yaw eloid 'nu6P0P soul 10 11Hvmodou a41 Wu q 6w3uq 9011" ES L_6 1 L_1 -A t=> /%� OS SM 05 'xVW 'O'0 ,0—,t. 0 S�OVd HL09 HOV3 NI SINN 130-4 UM 000Mkld x00 ,Z/LYGX.9 UAA NO weld HOV11V * OI"' �n� i 9X9 9X9 9X9 bX9 0 VX9'L 4X9'L bXB'L oX9'L 0 9X9 9X9 9X9 9X� 9 6X£ OTZ tiX6'Z bxZ V Z9 8£ ti£ ,Oi 3d IL 01 do SNVdS lwor 43/0 ,'V 1V SIIVN PHL H11M H3V11V 1130W3W 03M 30 H1ON3I '600 ONV 113L130 NO '1130W3W ,i L O.J. .01 83M SV S3133d5 30VHO 3WVS 33Vt10 .1. bXZ '3/0 1V SINN P9 HLAI H3V11V '13301`131`4 °4 93M j0 609 ONV H31L30 HO 'H39W3W ,0L Ol °8,4 WN31 83M SV S3�Qid5 :30 10 3WVS '33VH8 .1., bXL " ONIOVNH ON „B,L Ol ,O Mom 03HIn03H H1ON3I 83M 1HVH3 ON13VHG 83M 4ZL E 1VNOH40 W3*VJ IV HOW J3 ll003e MW HLOU � ( X 3OVd 1®NOW 3sd 9-1a Do nNHI '!sd 2-10 al. am June N 7�IW.WV a3Lv3an 'Dale o3sanNd OI0 'LON NV3W Inc 'ONOA Hdl DOI Jed IM ae ONYA 'JOd Q�O nL ONIM '0 dXJ 1 JVO JSVOO WON! 'IW L 'Anne NI 3H3HWM a3LVO0l 'Dale 03SO13 OL•L 339V JOH NV3W .00 'ONVA HdW—C)qT SNOW(IM03 aNIM ONVAaTID3 3NL end 3IDmnddV sI 1Da30 9N1 'ONIOVdS NI1Hnd 03HOID38 VOLT Na016303OMV33LSy36N.3H33NION3 OL H333N •ssnsnn°HndQa3iuwo tl ONOH3dwOLDe WOO meW�ll'l�UM6 n XOvakoold 31 10110H0 dOL Ivu JO d0L 01 SNnund HOVLV 'MRIONV MAO MLOMI JOH Sl 33MIS 3NO 1VHL OS 03H30OV1S 3a LSAH 630ndS WORD WOLOO OW JOL 'XVp1 n0 ,7 IV S-WUMA XOVMDid 3OVde 631V1d 113HSYO HOW HIMM 0376S OL HWU Jmll°q J° CE dAS 1,XZ Fq•AI mpmq in ZS JAG oz P OL13 1102 Jg10q Jo Za dAs 4XZ N°N3 dml u3sr4M d0 30VH0 VMINIW 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 +1- 6". THIS DETAIL IS NOT.APUCABLE WHEN BRACING IS REQUiREDAT'1!3•POINTS OR PBRACE IS -SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131-) NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. ' �\ MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH =12'-0" SCAB BRACE 2x4 MINIMUM WEB SRE- MINIMUM WEB GRADE OFft3 Nalls� � Section DelaO ®E-- Scab -Brays Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nailing Pattern . L-Brace size Nail Sin . Nail Spacing U4or6 10d Sno.c. 2x4, 6, -or 8 16d 8" o.c. Note: Nail along entire length of L-Brace• .' (On Twa.PVa Nail to Both Plies): W. rYR \ Web Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90.% of web length.' ' ^ L-Brace must be same species grade (or better) as web member.. L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing LNeb Size 1 2 2Xd or 2x4 U4 2x6 US 2x8 W �- DIRECT SUBSTITUTION NOT APIUCABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing 1 2 4 [jr'Za 2x42x6 2x8 —DIRECT SUBSTIUTION 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 9D% of web length. Note: This detail NOT to be used to cc&ed T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Patteln T-Brace size Nail Slze Nail Spacing 1x4 or US 1 Dd 8" ox- 2x4 or 2x6 or 2xB 16d 8" o.¢ Note: Nail along entire length of T-Brace / I -Brace (On Two-Plys Nail to Both Plies) . . alternate position Nails Lj Section Detail T-Brace / � IMM �- web altemate position Nags web Nails I -Brace SPACING Brace Size for One -Ply Truss Specified Continuous Rows of lateral Bracing Web Size ' 1 2, 2x3 •or 2x4 1 x4 (7 T-Brace 1 x4 (') I -Bra 2x6 1x6 (7 T-Brace 2x5 I -Brace 2x6 2xB T-Brace 2x8 I -Brace Brace Size for Two -Ply Truss Spedfied Continuous Rows of lateral Brac rig Web Size 1 2 W or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 IM T-Brace �Q i_n-- T-Brace / I -Brace must be same species and grade (or better) as web member. (q NOTE B SP webs are used in the truss, I x4 or 1 x6 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-Brace For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/t Brace spedai 6.00 12 ° Sxe 7 Dead Load Dail.= 51161n 3x4 4x5! 4 B 2x4 5 w 3z6 3x6 G 9 10 r; 3x4 4 W4Ar a 34 8 NOP2X STP= 10 2x4 II NOP2X STP= 11 �7 2x4 II 2 17 t`� 12 Iq �q O 1 5xe = 16 15 14 13 19 18 3x8= 3x4- bx6= 3x4= 3X5_ 3x5 = 5x6 = 2[4 II 7-0.5 13-1.0 20.0.0 2 -8 30-11-15 40-0-0 ' 7-0.5 I G0.11 611-0 I 3.1-B I 7-10.7 I 8-0.2 Plate Offsets (X Y)- 12:0-0-12 Edgel (5:0.24 0.2-01 f6:0.2.8 0-1-01 17:0-5-4 D-2-81 111:0-4-12,Edgel M7:0-5-12,0.341 120:0.2.3,0.1.01, (22:0.2-3,0-1-01 LOADING(psf) SPACING- 240.0 CSI. DEFL in Qoc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.99 Vert(LL) 0.22 16.17 >999 240 MT20 244/190 TCDL 15.0 Lumbel-DOL 1.25 BC 0.87 Vert(CT) -0.5216-17 >929 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.89 HOrz(CT) 0.19 11 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 246111 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 6-1-6 oc bracing. B2:2x4 SP No.3, 84: 2x4 SP M 31 WEBS 1 Row at midpt 5-16, 7-16 WEBS 2x4 SP No.3'Fxwpt• W2:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0.2-5),11=D-8-0 (min. 0-1-10) Max Horz2=243(LC 8) Max Uplifl2=549(1-C 8), 11=518(LC 9) Max Gmv2=1945(LC 1), 11=1945(LC 1) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3423/883, 34=3514/931, 45=3498/957, 5-6=2469/683, 6-7=-21071675, 7-6=2394/663, B-9=3009/800, 9-1D=-3153/779, 10-11=3419/839 BOT CHORD 2-19=887/2975, 5-17=170/754, 16-17=811/3091, 15-16=332/2064, 14-15=.4542554, 13.14=4542554,11-13=-6122982 WEBS 3-19=516250, 17-19=8702952, 5-16=1218/531, 6-16=1741738, 7-16=1421279, 7-15=209/606, 8-15=7171366, 8-13=125/553, 10.13=-363/260 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCOL=5.0ps% 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 psf bottom chord live load nonconcurrent with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549111 uplift at joint 2 and 518 lb uplift at joint It. LOAD CASE(S) Standard PE- ''C51 1 O t S)T OF �� ///"// '910NAL ENG\\\\\\ Job Truss I russ I ype y MWfiOGrenadine Gassic Mw$e-Grenadine-S ec A2 Roofapedal 1 1 Job Reference (optional) Dead Load Dail. =5/16 in 5x5 = 6.00R-2 6 5x5= 5x5= 2x4 If 12 1� 0 0 4xb= _... JXb 3X6 = Sx6 = 2x4 II 3x8 = 7-0-5 18-1-0 R0-0 2S1$ 32.3-8 468-0 _ Plate Offsets QXYH f2.0�-12 Edcel IS 0.2� 0.2-01 f8.0-2$ 0.2-01 ftt 0-4-12 Edge], I1T0-5-12 0341 120.0.2-30-1-01 f22:0-2-30.1 01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(-L) 0.24 16.17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.5616-17 >862 ISO BOLL 0.0 Rep Stress Ina YES WB 0.67 Horz(CT) 0.21 11 n/a Na BCDL 10.0 Code FBC2017rrP12014 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 *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$-0 (min. 0-2.5) Max Horz2=245(LC 8) Max Uplifl2=548(LC 8), 11=548(LC 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 (Ib) or less except when shown. TOP CHORD 2-3=-3423/BB2, 3-4=3514/930, 4-5---3498/956, 5-6=2442/675, 6-7=-2315f711, 7-8=2254f704, 8-9=26341714, 9-10=3207/884, 10-11=3409/866 BOT CHORD 2-19=888/2975, 5-17=170f756, 16-17=-81213090, 1516=426/2341, 14-15=640/2961, 13-14=6402961, 11-13=-64012961 WEBS 3-19=517250, 17-19=871/2956, 5-16=1256/543, 6-16=-447/1675, 7-16=8551380, 7-15=3481163, 8.15=17lf754, 9.15=823f399, 9-13=0/327 NOTES- 1) Unbalanced roof live loads have been considered fa this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=5.Opsf; BCDL=5.Opsh, h=16ft; Cat 11; Exp C; Encl., GCPI=O.te; 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 pelf bottom chord live load noncancurtent with any other live loads. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 548 lb uplift at Joint 2 and 548 Ib uplift at joint 11, LOAD CASE(S) Standard PE 'i105 OF� 7 "/\�ORID /SS'ONAL ENG�\\�\\ Job Inuss Imes lype y MW-6e Granadlae Class MW-68-Grermdln"S A3 RWf special t t Job Reference (optional) souolem I Mae, M Mace,',: ar Dead Load Deli. - 5/16 in NOP2X 2x4 11 2 1 ��c�ft�6 � 18 3x5 = 5x6 = 6.0D 12 's 5x8= 17 2x4 II 5x5 = 6 1 7-0-5 I 63b1-01 I AI 27JI sI 466 Plate Offsets MY)- f2:D-4-12,Edgel, 15:0-24,0-2-01. 18:0-2-8,0-2-41. 19:0-2-8,0-3-41. (10:0-0-12.Edael, 06:0-5-12,D341. 119:0-2-3,0-1-01, r21:D-2.3,0-1.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.25 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.5615-16 >852 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Hom(CT) 0.22 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 2401b 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. 0-25), 10=D-8-0 (min. D-2-5) Max Horz2=245(LC 8) Max Uplifl2 548(1-C 8), 10=548(LC 9) Max Gmv2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 1Row at midpt 5-15.7-15 FORCES. (Ib)- Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2J=3423/882, 3-4=3513/931, 4-5=3497/957, 56=2444/673, 6-7=.2364f/O8, 7-8=-2432r735, 8-9=2806/758, 9-10=3440/893 BOT CHORD 2-18=888/2975, 5-16=1721752, 15-16=81313089, 14-15=-488/2609,13-14=488/2609, 12.13=-659/2992,10.12=-65712995 WEBS 3-18=516/251, 16-18=872/2952, 5-15=1252/547, 6-15=415/1662, 7-15=936/415, 7-13=488/205, 8-13=2=910, 9-13=-673/335, 9-12=01265 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=16f4 CaL 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 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 nonconcument with any other live bads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 Ib uplift stjoint 2 and 548lb uplift atjoint 10. LOAD CASE(S) Standard \\CENS+����/i PE 051 =_ I p- .10t STA OF 4ORIO jou IMM Imes lype MY MW-60 Grenadine Classic MW-68-GrenadineSpec A4 Roof Special jQtY 1 1 Job Reference (optional) 2.4 II 1 3x5 = 18 Sx5 = 54 = 6.00 12 B 3x8 = 14 4x6 = 3x8 - 7-0-5 AW7 I M29-iS 1 34-3-8 46.0-0 ]7- 3x5 = Dead Lead Defl. = &16In Plate Offsets (X Yl- 12.0-0-12 Edoel f5 0-2-4 0-2.01 18.0-2-8 0-2-41 NO•D4-12 Edgel I16.0-5-12 0.3-01 M8 0-2-0 0.2-81 119:0.2-3 D-1 01 121.0.2 3 0.1A1 LOADING (psi) SPACING- 2-6-0 CS]. DEFL in Qoc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.94 Vert(L-) 0.24 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.5413AS >893 180 BCLL 0.0 Rep Stress Ina YES WB 0.66 HDrz(CT) 0.20 10 me We BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 236 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'Except' T3: 2x4 SP M 31 GOT 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 Hoa2=245(LC 8) Max UPIift2=-548(LC 8), 10=548(LC 9) Max G2v2=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. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3423/862, 3-4=-3510/931, 4-5=3493/957, 5-6=-2451/671, 6-7=-2426/698, 7-8=2616/764, B-9=2986n95, 9-10=3484/912 SOT CHORD 2-18=888/2975, 6.16=176/743, 15-16=813/3083, 14-15=558/2914, 13-14=5582914, 12-13=-690/3048, 10.12=69013048 WEBS 3-18=514/251, 16-18=8752942, &15=1235/547, 6-15=392/1610, 7-15=1085/475, 7-13=7141263, 8.13=227/1053, 9-13=531280 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.Opsh h=161[; 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 rater ponding. 4) Ali 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at joint 2 and 548 Ib uplift at joint 10. LOAD CASE(S) Standard PE O51 r 1 01 STA O �O �\ 14 I� �� �� �ORID ,' S/ONAL1E\G\\\\�\ o Truss mas Type y MWSD Grenetline Classic MWSBArenadineSpec AS Roof Special 1 1 Job Reference o fional bolarem IMW, r, riela, ".. ... 5z5 = • 6.00 12 6 3z4 J • Us G 7 5z5= 5z5= 5 6 3n6 G 3x44 W4 W6 34 9 NOP2X STP= , 2x4 It 2 7 1 S%B = 16 15 14 19 113 Us_ Us = 4xB= 3x5 = 5z5 = 2z4 II Dead Load Der. - 31B in 2x4 // 10 1 NOP2X STP= 2(4 II ,b it I4 1rq 4 13 2 30 = Us 7A5 13-1A M 28-5-8 33313 40-0-0 I tie I ,�•� I cs•s I �cn I uc I Boa Plate Offsets MY)— 12:04AZEdae1 15:0-2-0 0-2-01 i7:0-1-1ZO-1-61 19:0-2-8,0-2-01, it 1:04-12,Edgel 117:DS-12,0.3-41, 1`19:0.2-0,D-2.81. 120:0.2.3,0.1-01 122:0.2.3.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ildell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.26 16-17 >999 240 MT20 2441190 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 Horz(CT) 0.22 11 n/a We BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight 240 lb F7=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 *Except' W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=DS0 (min. 0-2.5),11=0-0-0 (min. 0.2.5) Max Horz2=245(LC 8) Max Upli82=548(LC 8). '11=548(LC 9) Mae Gmv2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt 5-16.7-16 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (14) or less except when shown. TOP CHORD 2-3=3423/882, 3d=3512/931, 4.5-3496/958, 5-6=2449/671, 6-7=2425f/04, 7-8=3666/1006, 8-9=3237/878, 9-10=3349/928, 10-11=35091934 BOTCHORD 2-19=888/2975, 5-17=175f746, i6-17=814/3087,1Si6=649/2861, 14-15=649/2861, 13-14 =536/2743,11-13-720/3080 WEBS 3.19=515/251, 17-19=87512948, 5-16--1244/549, 6-16=-409/1653, 7-16=1078/480, 7-14=284/1026, 8-14=-1668/470, 9-14=225/1009, 9.13=139/371, 10-13=274/205 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=5.0psf; BCDL=5.Ops ,, h=16f ; Cat It; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.50 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 noncencurrent with any other live toads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at Joint 2 and 64B lb uplift atjoint 11. LOAD CASE(S)1 Standard PE O512 r t - ORID 7c I //////S'/ONALIENG \��� Jola Tntss Iruss type tyy MWSO Grenatline Classe MW-68-GrenadmeSpee AS Roof Spedal 1 1 Job Reference o Oonal JOIM2N INSR, rL f,CIPo,fV, .»tea, 5x5 = 6.00 12 6 3X4 4X5 G 7 5 5x5 = 5x5 = 3X6! B 3X44 W4 We 34 0 B NOP2x STP= 2x4 II 2 6 1 5X0= is 14 13 12 78 77 Us = 4x6 = 3x4 = 3X5 = 5X6 = 2X4 II 30 = 4 R5 I s31-0 2�-7�--n 1 I a38 1 M-- 3x5 = Dead Load Deli. = 061n 20 II 10 tg % 11 ]Y Plate Offsets MY)—12:04-12,Edgel,19:0-2-8,D-2A1.110:0-0-12,Edgel, 112:0-1-12.0-1.81.(16:0-5-12,0341.119:0.2.3.0.1-01,121:0-2.3,0-1-01 LOADING(psf) SPACING- 24)-0 CSI. DEFL in Coo) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.24 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.26 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 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight2331b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD T2,T5: 2x4 SP M 31 SOT CHORD BOT CHORD 2x4 SP No.2 *Except' WEBS B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=041-0 (min. 0-2-5), 1D=046-0 (min. 0-2-5) Max Ho¢2=245(LC 8) Max Upli82=548(LC 8), 10=648(LC 9) Max Grav2=1945(LC 1), 10=1945(1-C 1) FORCES. (Ib) - Met. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3423/882, 34=-3515/932, 4-5=3499/958, 5-6=-2444/673, 6-7=-24091711, 7-8=3355/880, 8-9=2989/844, 9-10=3395/865 BOT CHORD 2-18=887/2975, 5-16=171l/52, 15-16=813/3088, 14-15=521/2755, 13-14=521/2755, 12-13=803/3703, IG-12=-622/2942 WEBS 3-18=517/251, 16-16=87512957, 5-15=12521547, 6-15=-424/1680, 7-15=1040/455, 7A3=207/83%8-13=1030/401, 8-12=1219/323, 9-12=205/1144 Structural wood sheathing directly applied or 2-2-0 oc pudlns. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at mldpt 5-15. 7.15 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TMI-=5.0ps( BCDL=5.OpsF h=161q 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 live load nonconcument with any other live loads. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 54811a uplift at joint 2 and 548 lb uplift at joint 10. LOAD CASE(S) Standard \�. C\GENS�.���/i PE 051 O1 ST4 OF \40RID I Job Tniss iniss lype, Uty Ply MWiDGmnadina Ga c MW-08-Grenadine-Spec A7 scar Special 1 1 I Jab Referenco (optional) ID:g,2aeHo.,,,...u35q....,,,..yMFrL,,,..?btD...WJDI.....,,,., .e ID:gk72aeHo_xygRu35gO0rgTyMFnXys7b1DOWJDAA�2nTQyjS6CNkvvp9i;2dvcGl 07P -2--01 2-331 1 32-5$ V2. 210� 121 2-0 150 I 4401-00-08 142-0-0I 2-PO Dead Load Defl. = 3/8 in Sx5 = _ 5x5 = 6.00 F12 6 6 3x4 G 3x4 1 4 4 7 Sx6 4 5x5 = 5x5 = 6 W7 8 3 t NOP2X SiP= 41OF: STP= 9 1 2x4 11 10 7 �7 2x411 2 5 11 =0 4 I4 O 11 14 13 12 20 19 18 17 16 3x8 MT20HS= 3x5 — US = US = 2x4 II 4x6 6x8 = 2x6 11 3x4 = 6x10 = 6-&8 12-10-8 19411 27-3-1 3&1-8 40-0-0 6418 fr2-0 6-03 7-10.7 A5 7 410-0 Plate Offsets (X,Y)— [2:134-12,Edge], [3:0.2-12,0-3-0], [5:0.2.8,0-24], [6:0.2-8,0-24], [9:0.2.8.0.24), [10:0-4-12,Edge], [15:0.4-6,Ed9a].I17:0-3-0,0.D-4], [18:0.1-12,0.2-8), [21:0-2-3 .0.1-01 [23:D-2-3.0.1-01 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in ([cc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -023 14-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.59 14-15 >812 180 MT20HS 1871143 BCLL 0.0 Rep Stress Inv YES WS 0.94 Ho z(CT) 0.18 10 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight 246 lb FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 , TOPCHORD Structural wood sheathing directly applied or 2-2-0 cc purtins. BOT CHORD 2x4 SP No.2 •Except• BOT CHORD Rigid ceiling directly applied or 6-2-8 cc 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 1 Row at midpt 7-15 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=D$-0 (min. 0-2-5), 115=0-8-0 (min. 0.1-10) Max Hom2=237(LC 8) Max Upl182=539(LC 8), 10=539(LC 9) Max Grav2=1950(LC 1), 10=1949(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3446/866, 34=2850/754, 4.5=2568/691, 5-6=2189/670, 6-7=2351/652, 7-8=3545/877, 8-9=-3136/833. 9-10=3503/870 BOT CHORD 2-20=868/2998, 19-20=870/2991, 18-19= 870/2991, 5-15�2281842, 14-15=559/3134, 13-14=964/4350, 12.13=-984/4350, 10.12=-654/3060 WEBS 3-20=0/261. 3-18=-615/301, 415=426/287, 1518=611/2459, 7.15=1324/498, 7-14=114/802, 8-14=13481471, 8-12=1707/443, 9-12=254/1312, 6-16=2251767 NOTES- 1) Unbalanced roof Ilve loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psF BCDL=5.Dpsf; h=1611; CaL 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 Indipted. 5) This truss has been designed for a 10.0 par bottom chord live load nonconourrenl with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 539 lb uplift at joint 2 and 539 lb uplift atjoint 10. LOAD CASE(S) Standard PE 716051r, _ STATE` OFQP� i O Job Truss rues type QrY MWEa Grenadine Gasse &M-68-GmnadireSpee A8 RodSpecial Girder 1ply 1 1 I Job Reference (optional) 3x5 = Us F12 21 <u 2x4 II US 19 6x8 = ID:gk72aeHo_wy 243-� 22-11-6 �1-7-8 24i-0 3X6 = 6 6x7 = 5x5 = 1ST.3 7 _. 8 1820 II 5x5 = 2x4 II 16' 5x6 WB= 4x5 = US 3x7 = Deed Load Dell. = 7i16 in 2x4 II e, 13 q LOADING(psf) TCLL 20.0 TCDL 16.0 BCLL 0.0 BCDL 10.0 SPACING- . 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2017/TP12014 CSI. TO 0.86 BC 0.97 WB 0.91 Matdx-MS DEFL in Qoc) Wall Lid Vert(LL) 0.30 15 >999 240 Vert(CT) -0.69 15-17 >694 180 Horz(CT) 0.22 12 n/a rda PLATES GRIP KMO 2441190 Welght2551b FT=20% LUMBER- GRACING. TOP CHORD 2x4 SP No.2 *Except- TOP CHORD Structural wood sheathing dinactly applied. T5,T1: 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 5.1 D-1 oc bracing. Except BOT CHORD 2x4 SP No.2 *Except* 10-0-0 oc bracing: 17-18 B3,F7: 2z4 SP Na.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=04B-0 (min. 0-2.5), 12-0-6-0 (min. 0-2-0) Max Horz2=233(LC 8) Max Upl'dt2-555(LC 8), 12=752(LC 9) Max Grav2=19B3(LC 1), 12=2417(LC 1) FORCES. (Ib) - Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3494/896, 3-4=3276/898, 4-5=2784f749, 5-6=J07187, 7-8=25771766, B-9=2625/733, 9-10=4139/1125,10-11=-416211228,11-12=-4523/1303 BOT CHORD 2-21=887/3038, 20-21=887/3038, 19-20=887/3038, 7-17=76/338, 16-17=82213660, 15-16=-822/3660, 14-15=-178716439,12-14=1070/39B7 WEBS 4-21=0/296, 4-19=7561359, 5-17=731432, 17-19=556f2399, 8-17=235/897, 9-17=1578/580, 9-15>1621930,10-15=2872/997,10.14=26861888, 11-14=45411800, 5-7=2425/729 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=1611; 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 ureter panding. 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 555 lb uplift atjoint 2 and 752 lb uplift at joint 12. 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 top chord, and 421 lb down and 177 lb up at 37-0-12 on bottom chord. The deslgnlselection of such connection device(s) is the responsibility of others. B) In the LOAD CASE(S) section, loads applied to the fam of the truss am noted as front (F) or back (B). } } } I I ///,f LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 rm UnifoLoads (plf) — NI_B �� �: \GEN& Vert: 1.6=70, 6-7=70, 7-B=-70, 8-10�70, 10-11=70, 11-13=70, 18-28=-20,17-31=20 PE 051 _ Continued on page 2 -O t STA q OF i13 c11^�d'11F1Y /1$ Job mss Imes iYPS ly MW60Gmadine Classic MW68-GrenadineSpec AS Roof Special Guder 1 1 Job ReferenQ: f pdonall • •• Wp••-•�N• Runo.eeus v¢n[utnmm:e.[sueo¢Z12pte MTek lMuabies, Inc Mon Nov1207:14302018 Page2 ID:gk72aeHo xygRu3SgODrgTyMFnX- E6LIvOmlgquUM=YNmwBdi2H�7RDFR300jKAA107N LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=89(B) 14=421(B) PE 051 2 "D t STA qOP -PO Al \�\\ JOD Na5 NSs ype y MW-6e GnvadiaeG c MW-6&Grermarie-Spec A9 Roof apedel 1 1 _ Job Reference (optional) rvss,rtrie,m, r�..wem Kun:m jus UMZlLUItl MnL tl.[:W SULt LI ZUIe MilekinousaIn. Inc. Mon NW12W:14:31201a P8gge1 ID:gk72aeHo wygRu35gO0rgTyMFnX-ERgJVFROceYIBWW264Hejq7CG7pky15UlgeHtdyK07M -2-0-0 6-7-0 12-7-8 18-8-0 22-3A 2411-8 30-103 37-0-0 2-0-0 G7-0 6-0-6 6�8 3-7-a 21 111-0 G7$ 5x7 = n nnR-6- Dead Load Deg. - 51161n 4x6 = 4xa = 2x4 II 3x5 = 3x4 = 2x4 II 2x4 11 &7d 18b-0 22-11-0 2&10-4 37-0-0 &7-4 6fL12 dM Plate Offsets (X Y)- I2.Edge.0-0-01 f6 0.2-8 0.131 r7:0-2-8 Edoel 18.0-23 0.2-41 I10'Edge 0-0-141 112.0-2-8 0-2-121 115.0.2-0 0.2-01 H &D-2 13 0.0.01 rlB:0-2 3 0.1-01 LOAOING(psF) SPACING- 2-0.0 CSI. DEFL in (toe) gdefl L/d7MT20 S GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.18 11-12 >999 240 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.9D VertBCLL 11 > 0.0 Rep Stress Ina YES WB 0.71 Hoa(CT) 0.14 10 We rda BCDL 10.0 Code FBC2017rrP12014 Matrix -MS 223 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except BOT CHORD B1: 2x4 SP M 31, 83: 2x4 SP No.3 ' WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS WEDGE Right 2x4 SP No.3 REACTIONS. (size) 1D=Mechanical, 2=0-e-0 (min. 0.1-8) Max Hort2=260(LC 8) Max UpIift10=443(LC 9), 2=510(LC 8) Max Gmv1G=1670(LC 1), 2=1820(LC 1) FORCES. Pb) - Max. Comp./Max. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 23=31371825, 3, 4=2830/738, 4-5=-28171765, 5-6=-1971/590, 6-7=-2661/800, 7-6=2395/678, 8-9= 2960/878, 9-10=3069/806 BOTCHORD 2-17=859/2732,16-17-597/2207, 1516=597/2207, 7.12=1324/451, it-12=-397/2180, 10.11=-633/2672 WEBS 3-17=-415/296, 5-17=1351609, 5-15=785/410, 12-15=-301/1779, 6-12=50011725, 8.12=141/524, 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 1D-0-0 oc bracing: 12-14 1 Row at midpt 5-15. 6-15 NOTES- 1) Unbalanced Nof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3sewnd gust) Vasd=124mph; TCDL=5.opsf; BCDL=5.0pst h=16R, Cat. 11; Exp C; End., GCpi=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) A9 plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonwncinrent 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 443 lb uplift at joint 10 and 510 Ile uplift at Joint 2. LOAD CASE(S) Standard �\CENS `% PE O51 r 1 -0 t STATE, OF LIENG a iDb InISS I ms5 I ype Qty W-60 Gmnadine Classic Mw-B& Mnadina pec A10 Hip I JPly 1 1 Job Reference o 8onal NOP2XSTP= 2x4 II 3x5 = 6.00 12 18 5x6 = 17 2x4 II 5x7 = 5x5 = 6 13 4x6 = 6-11-5 13-1-0 19-0-0 23-8-0 31512 40-0-0 a-'11-5 R1-11 caps 3x5 = Dead Load Deft. = 5116 in 102R4 II 11 1 R Plate Offsets 0(,Y)— 12:0-0-12.Edce7 13:0-2-8 0-3-01. 15:05-0 0-2-81.16:0.2-8 0-2-41 110:0d-12 Ednel 116:0.5.12 D-3.41 119:D-2-3 0.1-01 f21•D-2.3 0-1.01 LOADING(psf) SPACING- 240-0 CSI. DEFL. In floc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.23 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.5215-16 >917 180 0.0 Rep Stress Inrr YES INS B 0.79 Horz(CT) 0.21 10 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 244 lb FT = 2D% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 `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-" (min. D-2-5), 10=D43-0 (min. 0-2-5) Max Hom2=236(LC 8) Max Upl''M--641(LC 8), 10=513(LC 9) Max Gmv2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 235 oc purilns. SOT CHORD Rigid ceiling directly applied or 2-2-0 oc bradng. WEBS 1 Row at midpt 4-15, 5-14 FORCES. (Ib) - Mm Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=34361870, 3-4-.3512/931, 45=2534/688, 56=2120/606, 6-7=-2449/643, 7-8=3112/793, 8-9>3194?72, 9-10=3457/844 BOT CHORD 2-18=871/2990, 4-16=17Of746, 15-16=775/3075, 14-15=394/2185, 13-14=441/2582, 12-13=-4412562, 10-12=-626/3025 WEBS 3-18=500245, 16-18=-8682972, 4-15=-1178/501, 5-15=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) Wmd: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=5.0psG h=16f4 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 we MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 par bottom chord live load nommncunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 2 and 513 Ib uplift at joint 10. LOAD CASE(S) Standard PE 051�/�( Eli —A, !. ro 1 STATf'OF /��/SS�ONALIENG��� r_ Join Time I was I ype Ply MW-60 Grenadine Classic MW-68-Gren.dimSpee All lQty Hip 1 1 Joh Reference O 5onal ...am I r1155, rl. na da. rL, ...I rtun: e: ID:gx1 -2-0-0 F9-12 13-1-0 17-6-0 21-0-0 2-0-0 6-&12 63d 9-11-0 4-4-0 Sx5 = 3x4 = 6.00 12 $ TA 6 4x5 G 4 • 6x5 G w 3115 NOPIX STP= Fill 2x4 II 2 1 18 5x8 = 17 3x8 - Us 5X5 = 2x4 II 5x5 = 7 13 4xB = 3x8 = 6-9-t2 13-1-0 17-0-0 253-0 3&1'ii2 4D41-0 6-9-12 Fad 3-tt11 Dead Load Dell. = 5116 in Plate Offsets (XY)- f2:04-12 Edgel I3:0.2.6 0.3-41 I5:0.2-0 0-2-41, I7:D-2-8 0-2-41 f 10:D-4-12 Edge? rl6:0.5-12 0.3.41 I18.0-2-00-2-81 119.0.2-3 0-1-01 f21.0.2.3 0.1-01 LOADING(pst) SPACING- 2.0-0 CSI. DEFL in floc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.22 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Verl(CT) -0.531415 >900 ISO BCLL 0.0 Rep Stress Ina YES WB 0.93 Hom(CT) 0.21 10 its n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight 240 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'ExcepP 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-B-0 (min. D-25), 10=041-0 (min. 0-2-6) Max Hom2=218(LC 8) Max UDIIft2=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. SOT CHORD Rigid ceiling directly applied or 6-4-9 oc bracing. WEBS 1 Row at midpt 6-15.6-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=3439/837, 3-0=3499/881, 45=27841720, 5-6=24401681, 6-7=2309/603, 7.8=2688/604, 8-9=3200m2, 9-10=3415f769 BOT CHORD 2-1 B=-82412993, 4-16=-189/706, 15-16=700/3046, 14-15=-402/2465, 13-14=543/2869, 12-13=5432969,10-12=-5432969 WEBS 3-18=-099/239, 16-18=8372953, 4-15=990/431, 515=-210/958, 6-14=-445/224, 7A4=145/787, 8-14=770/387, 8-12=0290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Ops; h=16ft; CaL 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 psf bottom chord live load nonconcu ent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 525 lb uplift at joint 2 and 495lb uplift at joint 10. LOAD CASE(S) Standard PE ZC51 O t STA OF i o . 4 Ri_Di JNAi,�NG\\\\\� Job I russ lype y MWED Grenadine Gasmc MWOB-0e p renadinec A72 Hip 1 1 Job Reference o Oonal ID:gMaetio_wygRuMgODi 13-1-0 I15-0-O 21-4-0 I 27-B-D 6-3-4 1-11-0 5x7 = 2x4 II Sx7 = 6.DD 12 4x5 0 5 --6 7 NOM 2x4 11 II 2 0 1 18 3x5 = 5x5 — 8 3x4 — 2x4 11 5x8 = 14 3x6 = 3x4 = Dead Load Deg. = 5116 in 3A 3x6 C 89 NDP2x 6TP= 2.4 II t0 7 11 a [ 12 Y 2x4 11 3x5 = 6-9-12 15 13-1-0 -0-D 2111 27-8-0 33-8-5 bll-0-0 1112 6-3d 1-1t-0 6-d-n 6r-n fifl-s 1 e-.411 Plate Offsets_MY)— f2:0-4-12,Ednel, 13:0-2.8,D-3-01, f5:0-5-0,0-2-B1, f7:0-54,D-2-81, 110:0-4-12,Edoel, M7:0-5-12,Edgel.119:0-2-0,0-2.81, 120:0-2-3,0.1-01 f22:0-2.3.0-1-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in Qoc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.21 15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.5015-16 >955 180 BCLL 0.0 Rep Stress Inv YES WB 0.66 Horz(CT) 0.21 10 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 242 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *amp? 132: 2x4 SP No.3 WEBS 2x4 SP No.3'ExcepP W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-6-0 (min. 0-2-5), 10=0-6-0 (min. 0-2-5) Max Horz2-200(LC 8) Max Uplifl2=506(LC 8), 10=-474(LC 9) Max Grav2=1945(LC 1), 10=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 6-7-3 oc bracing. FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-34401797, 3d=3490/821, 4.5=3055/766, 5-6=29101723, 6-7=-2910(723, 7.8=-2843/622, 8-9=2861/595, 9-10=3469/742 BOT CHORD 2.19=-771/2995, 4-17-187/662, 16-17=-639/3027, 15-16=549/2715, 14-15=385/2475, 13-14=3B52475, 12-13=53213029, 10-12-532/3029 WEBS 3-19=-496/227, 17-19=7812932, 4-16=-8521377, 5-16=303/916, 5-15=223/432, 6-15=509294, 7-15=276/725, 7-13=-87/480, 9-13=6381323 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=5.Ops1; 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 psf bottom chard live load nonconanent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50B lb uplift at joint 2 and 474lb uplift at joint 10. LOAD CASE(S) Standard 'd i 41GEN,3 PE 051 ` l 1 01 STAT OF -r-�a-�eOP I ;7�� \ S/0NALIE�G\\\�� 6) Job Truss, was I ype Ply MW-60Grenadine0assle MWS&Grenedme-Spec A13 Rocfspedal 1 1 Job Reference (optional) Dead Load Dell. = 3/8 in 5x7 II 6.00 F12 5x8 = 4x5 = 2x4 II 5x7 = 8 4 5 Tq 6 2x4 // 3x6 11 5x5 9 110 3 8 0 n 1 6 1NOP2X STP= c 2x411 'b N0p2x STP— 1 7 2x4 II 2 17 16 12 Yc j3 I 6a9 = 15 14 13 1� 20 19 18 Us = 6x6 = 46 = 3x4 = 3x5 = Us = 2X4 11 412 = 20 II 6-9d I 13-0-0 1159-0 I 20-7-12 I 25.10-0 1 32-7-12 1 40-00 Plate Offsets KY)— [2.04.12,Edge], [3.0-2-6,0.34], [4:D-5-12,G-2-0], [7:0-5-4,0. 4], [11:04-12,Ed9e], [15:030,0-1-12], [17:0-5-0,0-3-4], [19:0-2-12,D-2-0], [21:0-2-3,D-1-01, [23:D-2-30-1-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In Coe) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.32 1&17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.S4 Vert(CT) -0.6216-17 >770 180 BCLL 0.0 Rep Stress Inv YES WE 0.87 Horz(CT) 0.23 11 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Welght242lb FT=20% LUmbbK- 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. (sae) 2=030 (min. 0.2.5), 11=030 (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 cc pudins. BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. WEBS 1 Row at midpt 7-15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3443/1041, 34=2796/908, 4-5=328N1113, 5.6=3456/1129, 6-7=3456/1129, 7-8=-3570/1127, 8-9=33191933, 9.10=-3338/906, 10-11=3454/880 BOT CHORD 2-20=988/2999, 19-20=990/2994, 5-17=383/251, 16.17=95213303, 15.16=799/3140, 14.15=58212470, 13-14=-582/2470, 11-13=700/3014 WEBS 3-20=0/274, 3-19=680/334, 4-19= 878/269, 17-19=767Y2662, 4-17=560/1999, 6-16=-013/234, 7-16=2281549, 7-15=2054/772, 8-15=75212294, 8.13=-288/699, 10-13=411Y3o6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=S.DpsF 11=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 psf bottom chord live load nonconcument with any other live loads. 6) Provide mechanical connection (by others) of truss to basing plate capable of withstanding 616 lb uplift at Joint 2 and 473 lb uplift at joint 11. LOAD CASE(S) Standard PE 7.6051n J -01 STATIq OF i0`�l��d��U� 4UC //////S'/0NALIE1`G\\\\ 9 Job I r115a LMW lype Qlty Ply MWoOGrenadine Clzssle MWbS-Grensdne pw A14 Raot Spedal 1 1 CniiMnm n,ec LI Oin,w C, enact .-.. Jab Reference (optional) - - 5X8 = 2x4 II 6.00 F12 4 5 3x4 9 3 6 NOP2x STP= 2X4 II 2 7 1 7X70 = 20 19 18 3x5 = 2x4 II 5x12 = 2x4 II Dead Load Deft. - M in 6x6 5X5 = 5X5 = 8 9 3X4 = 3x4 10 1 NOP2x STP= 2x4 II 1t 12 T o 16 1614 13 I4 SX8 = 4x6 = 2X4 II 3x5 _ 3X8 = 5-9d 11-0-0 I 15 9 0 23-10-0 I 29-0-0 342 12 4060 Plate Offsets (X,Y}- [2:0-0-12,Edge), [4:0-6-0,0-2-8], I21:D-2-30-1-01 f23.0-2-30-1-01 5-9-4 [7:0.2-0,0-2.12L (8:03-0,0-2-0], [9:62.8,0-2-0], [71.0 U,Edge1, [16:0-1-12,0-1-12], [17:0-3.12,OJ-0], [19:D-2-12,0-2-8], LOADING(psi) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCDL 16.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC 0.56 BC Vert(LL) 0.38 16-17 >999 240 MT20 244/190 BCLL 0.0 Rep Stress Ina YES 0.76 WB 0.99 Vert(CT) -0.8116-17 >595 180 Harz(CT) 0.23 11 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weighb239lb FT=20Y TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No2 *Except' 82: 2X4 SP No.3, B3: 2x4 SP M 31 WEBS 2x4 SP No.3'ExcepY W8: 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. '(size) 2=0-8-0 (min. 0-2.5),11=D-8-0 (min. 0-2-5) Max Hwz2=187(LC 8) Max Uplifl2=611(LC 8), 11=459(LC 9) Max Gmv2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2.5-7 oc purtins. BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=3486/1044, 3-4=29691938, 4-5=-4027/1288, 5-6=-0050/1289, 6-7=-4093/1193, 7-8=4690/1405, 8-9=2598//65, 9-10=2968/816, 10-11>3486/834 BOT CHORD 2-20=994/3D48, 19-20=994/3D48, 5-17=295/181, 16-17=1198/4226, 15-16=-6792877, 14-15�6792877, 13-14=665/3048, 11.13=665/3048 WEBS 3-19=543269, 4-19=381/157, 17-19=7462603, 4-17=548/l987, 6-17=255/137, 6.16=2721194, 7-16=22817750, 8-16=9082868, 8-14=794285, 9-14=281/1026, 10-14=557275 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=16T Cat It; Exp C; End, GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) An plates are MT20 plates unless otherwise Indicated. 5) This truss 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 611 lb uplift at joint 2 and 459 lb uplift at Joint 11. LOAD CASE(S) Standard tzlli �A xO51n i _ -01 STATE`fJF- �'o` E job Truss I was I yea MY MY MW-60Gren.dina Classic MIN-58-Grenaoine5pee A15 Roof Special 1 1 Jab Reference (optional) Dead Load Deft. - 31161n 5z5 = 6x7 = 5x7 = 2x4 II Sx5 = 7 B 6.00 V2 4 5 >2MJ�4 J W4 STP= n 2x4 II NOP2X STP= 70 2x4 11 2 t`7 11 c iq c1 NOP2XSTP= 14 13 12 )Y 17 16 3x6 = 3x4 = Ur \ 3x4 = 4x6 = 3x8 = 3x5 G 4z5 = 94}-0 15-5-8 2460 31-0-0 40-0-0 I � 9-0-0 M 6-58 94)-0 I 6(i0 I 9-0-0 t Plate Offsets (XY} 12:0-2-10,0-1-81, f4:0.54,0-2-81 17:0.2-8.0.211 f8:0.54,0.2-81 110:0.2-10 0.1-81, f15:0.3-12,0.2-81 f18.0-2-3 0.1-01 (20:0.2-3 0-1.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) IldeO Lid 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 LumberDOL 1.25 BC 0.89 Vert(CT)-CA314-15 >687 180 BCLL 0.0 Rep Stress Ina YES WB 0.85 HOrz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight:21311c FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1 D4 oc pudins. BOT CHORD 2x4 SP No.2 *E mept• BOT 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 No.3 REACTIONS. (size) 2=D-8-0 (min. 0-1-8), 15=0-8-0 (min. 0-24), 10=0-8-0 (min. 0.1-8) Max Horz2=169(LC 8) Max Uplirl2=273(1-G 8), 15=876(LC 4). 10=674(LC 4) Max Gmv2=TT7(LC 17),15=1899(LC 1), 10=1218(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD . 2-3=9191346, 34=581/222, 5-6=6B/260, 6-7=1472/997, 7.8=1298/912, 8-9=1552/1004, 9-10=1876/1111 BOT CHORD 2-17=3637790, 16-17=-146/470,15-16=101/486, 5-16=535/308, 14-15=78711391, 13-14=746/1337, 12-13=746/1337, 10-12=929/1642 WEBS 3-17=-381l244, 4-17=.31/453, 4-16=765/215, 6-16=1770/1D42, 7-14=295/360, 8-12=-278/394, 9-12=356/242 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsh h=1611; Cat II; Exp C; End., GCpi=-0.18; MWFRS (envelope); porch right exposed; Lumber DOL=1.60 plate gdp 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) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 2731b uplift at joint 2, 876 lb uplift at joint 15 and 674 lb uplift at joint 10. LOAD CASE(S) Standard —'�GENS�``r�-Li PE 051 ._ A. . STAY-5F �! ! Ua 'g -,4ORiD /��/S'%NAItENG\��\ �. p JOD was WSS I ype Ply MW80 Grenadine classic Mw- renadine pec A16 Roof Special Girder JQty 1 1 I Job Reference (optional) 2A 3x5 = 5x5 = 4x8 = 5x5 = 5x7 = _ _ 5xa = 7 as u a ac c 36 2x4 II 3x4 = 5x8_ 4x5 = 2x4 11 LOADING(psf) SPACING- 2-M C51. I DEFL. in Qoc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.33 13-15 >888 240 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) .0.34 13-15 >879 180 BCLL 0.0 Rep Stress Ina NO WB 0.94 Horz(CT) 0.06 10 n/a me BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except TOP CHORD T4;T5: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP M 31 'Except WEBS 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. 0-1-8), 16=0-8-0 (min. 0.3-6), 10=0-e-0 (min. 0-1-14) Max Horz2=150(LC 8) Max Upli82=-680(LC 8), 16=2899(LC 4), 10=1631(LC 4) Max Grav2=1187(LC 17), 16=4109(LC 32), 10=2236(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=186211160, 3-30=1089,775, 430=10891775, 4-31=377/590, 31-32=377/590, 5-32=377/590, 5fi=590/872, 6-7=394913042, 7-33=3554/2775, 33-34=-3554/2775, 8-34=3554/2775, 8-35=3795/2934, 35-36=3795/2934, 9-36=3795/2934, 9.10=-4293/3192 BOT CHORD 2-19=1034/1614, 1937=1044/1640, 18-37=1044/1640, 18.3B=687/1067, 38-39-687/1067,1739=-687/1067, 16.17=876/1452, 5-16=570/462, 15-16=2424/3364, 15-40=3427/4715, 1440=3427/4715, 1441=3427/4715, 1341=-342714715; 1342=-3427/4715, 4243=3427/4715, 1243=3427/4715, 10-12=274B73790 WEBS 3.19=228/635, 3-18=458/466, 4-18=3321788, 4-17=2068/1351, 6-16=4611/3413, 6-15=402/526, 7-15=772/1162, 8-15=1314/982, 8-13=1091500. 8-12=-1069/845, 9.12=B16/1246 Dead Load Defl. - 3116 In 2X STP= 2x4 IIle� 10 1� 11 c ri7 axe = �Y PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 208 lb FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 4-2-10 oc bracing. 1 Row at midpt 4-17, 6-16 NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsi; h=16ft Cat II; Exp C; Encl., GCpi=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 psi bottom chord live load norawncurmnt with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68016 uplift at joint 2,'2899lb uplift at joint 16 and 1631 Ito uplift at joint 10. PE 7 O51 Continued on page 2 ` r ti.� I STATE�OF \<ORID S1ONA i IENG ( f_ Job Truss inuss I ype Qty Ply co-60 Grenadine Classic MW-68Gren.&i pec A16 Rest Special Girder 1 1 Job Reference o tionel aoumem nose, ri rvarce, ru.,'snvm Run: e.Z39 9 OQ 21101tl rnitt: a.230 a OQ Zl ZOIa MIIeN IntlO6ma9. Ine. Mon NW 12 W:14:392018 Pa e 2 ID:gk72aeHo_wygRu35gO0rgTyMFnX-7z918_XgbZc317bZm012W LZZLcjgKTfev4i99yM07E NOTES- 7) Hanger(s) or other connection device(s) shall be provided suf8clent to support concentrated load(s) 375 Ib down and 433 Ib up at 7-0-0, 209 Its down and 240 Ib up at 9-0-12, 209 Ib down and 240 Ib up at 11-0-12, 209 Ib down and 240 Its up at 13-0-12. 209 Ib down and 240 Ib up at 14-0-12, 375 lb down and 433 Ib up at 22-rr0, 209 lb down and 2401b up at 24-6-12, 209 lb down and 240 Ib up at 26-6.12, 209 Ib down and 240 Ib up at 27-9-0, 209 Ib down and 240 lb up at 28-11-4, and 209 Ib down and 240 Ib up at 30-11-4, and 375 Ib down and 433 lb up at 33-D-0 on top chord, and 4581b down and 285lb up at 7-0-0, 91 Ib down and 2916 up at 9-0-12. 91 Ib down and 29 lb up at 11-0-12, 91 Ib down and 29 lb up at 13-0.12, 91 Ib down and 29 ib up at 14-0-12, 540 Ib down and 2851h up at 22-6-0, 122 Ib down and 29 Ib up at 24-6-12, 122 lb down and 29 Ib up at 26-6-12, 122 Ib down and 29 It, up at 27-9-0, 1221b down and 29 Ib up at 28.1'14, and 122 lb down and 29 lb up at 30.11-4. and 5401b down and 285 It, up at 32-11-4 on bottom chord. The deslgnjselection 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). Dead + Roof Use (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= 34=134(F) 35-134(F) 36=-134(F) 37=-67(F) 38=67(F) 39- 67(F) 40-67 31=134(F) 32=134(F) 33 134(F) PE 051 -0 % TA OF �ORio N�4 //�///SS'/�NALt EG\\\\\\ iott Truss I ruse I ype Ury ely MW-60 Grenadine Classla MW-68-Grenadine5pec A17 Roorspecial 1 1 Job Reference (optional) Southern Truss, Ft Pie., FL, M951 NOP2X STP= 2x4 II 2 US = 6.00 12 4x6 = 3x4 = Sx8 = 2x4 II Dead Load Deft. = 3/8 in 7 1 122x4 II Iv ono — ew — 13 I 0 18 1B 76 14 � US = 2x4 II 2x4 II fire = 3x5 — 9-1-1 1&&D 22-11.0 27-9-1 33.7.5 4_0 2 &1.1 9-6-15 i 4-3-0 4-10-1 i 5-103 i Plate Offsets KY)— [2:0-4-12,Edge], [6:0.3-0,0-1-4], [9:0-2-8,0-2-4], [12:0-4-12,Edge], [14:0-2-12,0-2-8], [16:044,0-3-0], [17:0-2-8,D-3-0], [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) Vde9 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.24 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.60 19-21 >795 180 BCLL 0.0 Rep Stress Ina YES WS 0.96 Horz(CT) 0.22 12 n/a nla BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 257 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structure] wood sheathing directly applied or 2-6-7 oc pudins. T5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-11-14 oc bracing. BOT CHORD 2x4 SP No.2'Except' WEBS 1 Row at midpt 5-19. 6-19 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=D-8-0 (min. 0.1-10), 12=0-8-0 (min. 0-2-5) Max 1­1orz2=207(LC 6) Max Uplifl2=538(LC 8),12=563(LC 9) Max Grev2=1945(LC 1). 12=1945(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3423/883, 3-0=3156/823, 4-5=3143/850, 5-6=2251/677, S-7=-3325/9B8, 7.8=3261/881, 8-9=29211866, 9-10=.3612/941, 10-11=3626/910, 11-12=-3470/938 SOT CHORD 2-21=841f2985, 20-21=586/2452, 19.20=58W2452, 7.17=294/206,16-17=55713229, 12-14=706/3030 WEBS 3-21=-0001291, 521=-154/632, 5-19-777/413, 6-19=1271254,17.19=290/1965, 6-17=-63512202, 8-17=10471371, 8-16=5421178, 14-16=71213059, it-14=-5771223, 9-18=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=5.Opsf; BCDL=5.Dpsf; h=16ft; Cat II; Exp C; Encl., GCpl=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 pat bottom chord live load noncencument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 538 lb uplift at joint 2 and 563 Ib uplift at joint 12. LOAD CASE(S) Standard Job Truss was lype My MWo0Gnenadine Classic MAP-69-GlanadneSpec Ala lUty I I Roof Special 1 1 Job Reference o Gonal aouu,vn nuae, FL nnm, F�,.wm, rtun: e.[au a ua" 2.io mnc_ e.[Ju a U Ll Zula mueK mpusRles, inc.inc.mon nw le um4:41 Lora ra a 1 ID:gk72aeHowygRu35gOO;TyMFnX-xMHVcgYgFCpKJ2H.hASV7xOvm9EclElybDZoDty 07C Dead Load Deft. = Me in 5x10 IVUGHSi 6.00 12 6 7 2x4 II 3x4 G 4a Sx5 = 5x5 = 5 9 3x6 i 2x4 �� 10 30 1 11 NOP2X STP= 11;;jj10 S NOP2X Tip �7 2x4 If 2 qr 1 a 7 1 2x411 1q 12 �Y a 4S 6xi= x10— r 1 13 �21 20 19 16 15 ce 14 4x6 — Us — 315 = 4x9 = 2x4 11 2x4 11 4x6 = 3x4 = 2x4 11 2x4 11 I M-15 1 1844-0 1 22-1141 1 27-9-1 1 34-2-8 i 40-0-0 Plate Offsets (X,Y)— [2.0.4-12,Edga], [6:0-0e], [7:0. f23:0.2-3 0.1-01 f25:0.2-3 53,Edge], [10:0.2-8,0-2.4], [12:OA-12,Edge], [14:0.1-12,0.2.4], [17:0.3-4,0-3.0], [18:-4-8,0-2-12], [2D:o-2-4,D-2-9], 2-3,0- 0.1-01 LOADING(psl) SPACING- 2-0-0 CSI. DEFL in (loc) Udell PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.91 Vert(LL) 0.34 17-18 >999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 72440 Vert(CT) -0.76 17-18 >629 MT20HS 1871143 BCLL 0.0 Rep Stress lmr YES WB 0.86 Ho2(CT) 0.30 12 n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Welght25311a FT=20% LUMBER - TOP CHORD 2x4 SP No2 •Except- T4: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except. B1,134:2x4 SP M 31, B3,B6:2x4 SP No.3 WEBS 2x4 SP No.3'ExcepN W9: 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-10). 12=0.8-0 (min. 0-2-5) Max Ho¢2=201(LC 6) Max Uplift2=530(1-C 8), 12=549(LC 9) Max Grav2=1952(LC 1), 12=1964(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. Except: 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 5-20 FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=3448/869, 34=3172/803, 4-5=-0075/827, 5.6=-2347/661, 6-7=2023/627, 7-8=3423/966. B-9=33401841, 9-10=34161902, 10.11-3941/966, 11-12=-3525/910 BOT CHORD 2-22=-82613012, 21-22=578/2495, 20-21=578/2495, 8-18=4951268, 17-18= 669/3805, 10-17>267/1422, 12-14=687/3083 WEBS 3-22=403/281, 5-22=-141/595, 5-20=7261399, 6-20=137/279, 7-18=621/2246, 18-20=29611929, 9-18=1297/427, 9-17=706233, 11-17=-64/376, 11-14=-692/22B, 14-17=682I3077 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=lBOmph (3-secend gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0pst h=1611; Cat 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 530 Ill uplift at joint 2 and 549 to uplift at joint 12. LOAD CASE(S) Standard PE 4051 -o t STATE`OF ////S 'ONAL ' NG \\\\ t O o Was Inuss lyps Ply MVVfiOGrenadine Classlc VW-66-Grenadma5pec A19 Roof Special 1 1 ' Job Reference (optional) W= 6.00 12 5xs = Dead Load Deft. = 7116 in 6 7 3x4 G 5x6 MT20H5� 5 4 5x9 = 3x8 4 a 2x4 J 4 3 W7 2x4 G S 10 NOP2X STP= 9 W11 0 NOP2X STP— 2x4 11 2all 185 7 1 2x4 II 11 Y — SX9 _ 12 1g 22 21 20 19 16 15 14 13 3x5 = 46 = 4x10 = 2x4 II 20 II 4x10 = 34 = 30 = 2x4 II 2x4 II 2x4 II 2x4 II I 6d I W 22-04 I 27-9-i 110-11-8 I 4D-M Plate Offsets (X,Y) - [2.0412,Edge], [6.0-5-4,0-2-8], [/.0.2-8,0-2-4], [8.0.3-12,0-2-8], [9:0-7-0,0-2-0), [13:6-- 0-1.121, [16:0.2-0,0-3-121, [17:04-12,0-3-0], [20:D-1.8,0.2-0], 123:0-2-3 0-1-01 r25'0-2-3 0-1-07 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 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 We BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight 25116 FT=20% Lumuen- BRACING - TOP CHORD 2x4 SP N0.2 'Except TOP CHORD T4i 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP N0.2'Except 133,136: 2x4 SP No.3, B4,B5: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except' WEBS W908: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=D-8-0 (min. 0-2-5), 11=048-0 (min. 0-1-10) Max Horz2=181(LC 6) Max UpI1182=506(LC 8), 11 �530(1_13 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 2-3=3506/829, 3-4=3248f759, 4-5=3168f780, 5-6=-2521/611, 6-7=-2724/672, 7-11-31351673, 13-9=-4685/1090, 9-10=3212UBS, 10-11=35551913 BOT CHORD 2-22=781/3069, 21-22=563/2638, 20-21=563/2638, 7-17=135/878, 16-17=B49/4753, 8-16=752/227, 11-13=699/3127 WESS 3.22=3461249, 522=-110/511, 5-20=668/353, 6d7=176/951, 17-20=29512219, B-17=2224/672, 9-16=568/3097, 9-13=1253/218, 13-16=466I3070, 10-13=-369251 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: 14-16 104-0 oc bracing:17-19 1 Row at midpt B-17 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=16ft; Cat II; F-V 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 live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 506 Ib uplift at joint 2 and 530 to uplift at Joint it. LOAD CASE(S) Standard Job I cuss Inuss lype MIN-60 Grenadine Classic MW-66-Grenadina-Spec A20 JQty 1PIy Roof Spadal 1 1 Job Reference (optional) 3x5 = 6.00 12 5x5 = 3x4 = 4x6 = 3x4 = 4x _ 5x5 = 2M 11 2x4 II 5x14 MT20HS= Dead Load Dell. = a/8 in STP= 2x4 II 12 3x5 = 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 Inv YES Code FBC2017/rP12014 CSI. TC 0.95 BC 0.89 WE 1.00 Matrix -MS DEFL in (loc) Ildefl Ud Vert(LL) -0.27 1516 >999 240 Vert(CT) -0.6215-16 >769 180 Horz(CT) 0.23 11 n/a n/a PLATES MT20 MT20HS Weight 241111 GRIP 244/190 187/143 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 6-0-0 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 N0.3 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 Horz2-161(LC 6) Max Uplift2=496(LC 8), 11=527(1-C 9) Max Gmv2=1945(LC 1). 11=1945(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=33991784, 3-0=3158f763, 4-5=-3O4Of791, 5-6=2547/626, 6-7=3059RX 7-8=3370l751, 8-9=-093311129, 9-10=-3086I819, 10-11=3376/820 BOT CHORD 2-20=703/2958, 19-20=406/2305, 18-19=-4062305, 15-16=785/4455, 8-15=296/1412, 11-13=5802928 WEBS 3-20=-080/352, 5-20=2581746, 5-18=182/583, 6-18=1039I305, 6-16=180/854, 1618=-42212648, 8-16=18167556, 13-15=875/4485, 10-13=152/1103, 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=16Omph (3-second gust) Vesd=124mph; TCDL=S.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) 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 496111 uplift at joint 2 and 527 lb uplift at joint 11. LOAD CASE(S) Standard Nt—StE4 Ql /\ \CENs�.����i PE 0051 \ � ._ , lam(/ ! . _ b , STATE OF `,< CR 10 /�S'ONAL...... E\), �\\\ P) o Job I russ mss ype Uty illy MW-60 Grenadine Classic MW-68-Grenadinn5pee A21 Rcofspedal , 1 Job Reference LoIlbcnaT acamem imss, r� nerm, r�.,.wear NOP2X 2x4 II p ID:gk72eeHo_wygRu35gO0rgTZ 17-5.8 22-11-0 254-0 27-9-0 32 1 8-5-8 1 5- - 1 2-5 0 1 2-5 0 1 4 5x5 = 3x4 = 2x4 11 5x5 = e 5 6 7 Dead Load Den. = 71161n STP= 2x4 II 11 12 US_ 4x6 = 4x10 = 2x4 11 2A 11 5X12 = 2x4 11 3x5 3x4 = &11-5 17-541 22-11-0 27-&0 32-4-0 95-0-D 40-0-0 A' —.I w_vs Plate Offsets KY)— [2:04-12,Edge], 119:0-24,0-2-01, [4:0-2-8,0-2-41, f22:0-2-3,0-1-01, (7:0.2-0,0-2-01, [9:0-1-12,0.2.12], [10:0-54,0.2-6], [11:D4-12,Edge], [14:0-5-8,0-2-0), [16:0-2-8,Edge], [17:034,D3-4], f24:0-23,0.1-01 LOADING(Psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC O.BD Vert(LL) -0.33 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 VerI CT) -0.76 16-17 >635 1B0 BCLL 0.0 Rep Stress Ina YES WB 0.99 Horz(CT) 0.25 11 n/a n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight:2441b F7=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2A SP No.2 `Except' B7: 2x4 SP M 31. B3,85: 2x4 SP No.3 WEBS 2x4 SP No.3'Exol W6,W10: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=048-0 (min. 0-1-10), 11=0.8-0 (min. 0.2.5) Max Hom2=141(LC 6) Max Uplifl2--475(LC 8). 11=507(LC 9) Max Gmv2=1945(LC 1), 11=1945(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-8 cc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3443/759, 34=31597728, 4-5=2946f744, 5-6=3712/867, 6-7-3726/867, 7-8=497511143, 8-9=-4939I1040, 9.10=4235/1007, 10-11=3481/814 BOT CHORD 2-21=68213009, 20-21=521/2481, 19.20=52112481, 6-17=2831167, 16-17=59413498, 8-16=3181221, 13-14=60113g45, 11-13=602/3040 WEBS 3-21=-4171307, 4-21=-1591589, 4.19=262/799, 5-19=1108/380, 17-19=-604/2955, 5-17=20911031, 7-17=216/599, 7-16-53311 BB6,1416=878/4395, 9.14=24081542, 10-14=34611694 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16tt: Cat 11; Exp C; End., GCpi=0.18; MWIFRS (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 nonconcument with any other live loads. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 47516 uplift atjoint 2 and 507lb uplift at joint It. LOAD CASE(5) Standard \\\\\ M I 1 t///j/ PE Q51 D 1 STA OFr. S�ONA /111(l1iN\\ \\\\ MWSe Grenadw&Speo A22 Roof Special Gisler 1 7 Job Reference (op0ond) Souihem Truss,RPienx, FL, 34951 Rw: 8.230e OG21201s Pnnt 8230s Oat 212018 M7ek lndusines.Inn Mon Nov 1207.14.462m8 Papei ID:gk72aeHo_wygRu35gOOrgTyMFnX-IJ40MCp31RrPp9xUk2gq77mbAzOzWIhNGZvFyK077 -2-0-0 53-4 10-0-0 16-5-6 22-11-0 27-0-0 279-0 11 4.4� 37-0-0 40-0-0 42-0-0 ' 2-0-0 I 534 I 48-12 1 6-55 I 6-SS 1 4-5-0 0.f''r0 47-8 1I 11-BI 2-&0 I 3-0-0 2 Dead Load Dell. =112 in 3x5 = SO = 3x6 = 20 II 6xG = 6.0012 4 5 6 7 8 3x4 6 3x4 3 4 s 5x5 210 N01 STP= 1 NOP2X STP= �7 2z411 2"f— s 1 2x411jq 9 12 1 �yy 1 fix9 = ex14 = 13 o r22 21 20 19 16 15 14 33 3,5 = 2x4 II 5x5 = Sx8 = 2x6 II 2x4 II 5x10 = US = Us — 53-0 10-0-0 16-5-8 22.11-0 27-9-0 32-4-8 37-0-0 40-0-0 S3-0 1 48-12 i 6-53 1 8-SS 4.10-0 1 4741 1 47-8 i 3-0�-0 Plate Offsets (KYj- [2:0.4.12,Edge], [4:0.53,0-2-8], [8:OJ-8,0-2-4], [t D:D•2 4,0-3-D], [11:0-2-8,D-2-0], [14:0.3-8,0-1-6], [17:0-7-0,Edge], [18:0.3-0,0.3-0], [19:030,0-0.8], [20:0.1-8 ,0-2-01 r21:0-2-80-3-01 f23:0-230-1-01 [25:0-2-3,0-1-0] LOADING(psf) SPACING- 240-0 CSI. DEFL. in (IoC) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(L-) 0.38 17-18 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.8417-18 >571 180 BCLL 0.0 Rep Stress Ina NO WB 0.78 Horz(CT) 0.27 12 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight 240 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except` TOP CHORD Structural wood sheathing directly applied or 1-11-6 oc pudins. T2,T4: 2x4 SP M 31 BOT CHORD Rigid celling directly applied or 6-0.11 oc bracing. BOT CHORD 2x4 SP No.2'Fxcepr BUS: 2x4 SP No.3, B4,B6: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except' W6: 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=0-6-0 (min. 0-1.12) Max 1-1oa2=121(LC.6) Max Uplifl2=-459(LC 8), 12=605(LC 9) Max Gmv2=1956(LC 1), 12=2114(LC 1) FORCES, (lb) - Max. Comp./Mex. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3523/847, 3-4=-30931817, 4-5=3513/984, 5-6=4771/1274, 6.7=-4771/1274, 7-8=480411278, 8-9=5076/1265, 9-10=5053/1260,10-11=35121938,11-12=3823/989 BOT CHORD 2-22=755/3085, 21-22=755/3085, 2D-21=641/2696, 7-18=383/223, 17-18=911/4237, 14-15=1360/5710, 14-33=81313370, 1233=813/3370 WEBS 3-21=-050/243, 421=-67/403, 420=396/1129, 5-20=1232/472, 18.20=85513445, 5-18=363/1431, B-18�356/BB4,15-17=106814675, 9-17=2141280, 9-15=330/190, 10-15=1492/436, 10-14= 25821676. 11-14=375/1523, 8-17=311/1489 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult-160mph (3-second Bust) Vasd=124mph; TCDL=5.Opsh BCDL=5.0psf; h=16ft; Cat. II; Fxp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat bottom chard live load nonconcurtent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 Ib uplift at joint 2 and 605 lb uplift at joint 12. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 238lb down and 138 lb up at 37-4-12 on bottom chord. The designdselecion 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 �N��� �t_/ 1) Dead +Roof live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 14=70, 4-0=70, 8.10=70,10.11=70, 11-13=70, 19-27=20, 17-18=20, 16-30=20 PE; 051 Continued an page 2 � STATI`' F� � 4r i� <OR[D ////ASS//k)!"IAI11EiG\\\\\\ JOD Imw I Ns5 I ype Ply LOGwatline Cassic MW� Gwadneawc A22 jQly Roof Spadal Gtr w 7 1 Job Reference (optional) S th m Truss, FL Pie FL, M951 LOAD CASE(S) Standard Concentrated Loads Pb) Vert 33=181(B) NUn: elN5 UM Zl W,5 MM b.LN 9 U Zl ZUle MI I eK In0U5 M.IM Man MW E Ul:l9:90 LUle Ye e[ IO:gk72aeHc wygRu35gODrgTyMFnX-IJ4OtNcp3tRcPp9xUk2gg77mbAzOzWIMVGNFy (7 i \\\\\\1�I SI///// KO"i v�C�NSF`�%i i PE )51 N. =_ t rti-k t D STA OF c s1 0 NA L Job russ Inuss type Qty Ply M EDGmaadlno Classic MW-68Gresadine-Spe0 A23 Roof Spada[ 1 1 Job Reference (national) 6.00 Fl2 NOP2XSTP- 2x II I 3x5 = Dead Lead Dell. - 31161n Sx5 = 4 5y5 = 2II 2x4 II 3x6 7 = 5 3x4 — 7 8 2x4 3 9 2x4 i 10 71 Im 17 16 15 14 73 12 3x4 = 316 = NOP2X STP= 3x6 = NOP2x STP= 3x6 = 3x6 = 3x4 = 3x4 = 7-6-5 13-0-0 22-8-0 2&0-0 37-4-0 7-6-5 5-9-12 9-4-0 5-4-0 94-0 Plate Offsets (XY}- 19:0.3-0.0-2-01 r11:0-2.12 0-1-81 f18:0.23.0.1.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(L-) -0.17 14-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.3614-15 >765 180 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(CT) 0.03 14 n/a n/a BCDL 10.0 Code FBC2017nPI2014 Matrix -MS Weight1851b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-3-13 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings D-8-0 except Qt=length)11=Mechanical. (lb) - Max Horz2=139(1-C 8) Max Uplift All uplift 1001b or less atjoint(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=B49(LC FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1626/429, 34=14121410, 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=399/1395, 16-17>154/933, 15-16=154/933, 14-15=141/619, 13-14=3191205, 12-13=-319205 WEBS 3-17=370262, 4-17=-1B1/496, 4-15=214/585, 5.15=813/328, 6-15=1331724, 6-14=1251/383, 7-14=336200, 8-12=-481/223, 10.12=-482261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vulri 80mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.0psf; h=16ft; 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 punting. 4)'AII plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for buss to truss connections. 7) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift atjoint(s)11 except at -lb) 2=320, 14=376, 12-279. LOAD CASE(S) Standard �\GEV4.��i' T�PE x 051It -01 STATE'OFX"' 4� Job Truss I ype y MWEO Grenetline Classio MW.69-GrenadlneSpec B7 Common 5 1 Job Reference o Bonal Southem Truss. FL Pierce, FL, 34951 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2)(4 SP No.3 OTHERS W SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/TPI2014 Dead Load Deli. =1/6In 4x4 = CSI. DEFL. in (too) Udell Ud PLATES GRIP TC 0.41 Vert(LL) -0.08 7.14 >999 240 MT20 244/190 BC 0.60 Vert(CT) -0.20 7-14 >999 180 WB 0.21 Horz(CT) 0.04 6 n/a nla Matrix -MS Weight10111a FT=20% BRACING. TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing. REACTIONS. (size) 6=0-8-0 (min. 0-1-8j, 2=0-8-0 (min. 0-1-8) Max Horz2-139(LC 8) Max Uplift6=2S7(LC 9), 2='24(LC 8) Max Grav6=953(LC 1), 2=1112(LC 1) FORCES. (Ib) -'Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1646/435, 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, 6-7=390/274, 4-9=170/508, 3-9=369/262 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=S.Opsf; h=1 Bit; Cat II; UP C; End., GCpl=0.1 B; 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 nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) except Ot=1b) 6=257, 2=324. LOAD CASE(S) Standard Job I nu Iruss lype Ply MW-6a Grenadine Classic MW-69-Gmnadne ;xc B2 COMMON 8 1 Jab Reference (optional) Soulhem Truss, Ft Pierce, FL. 34B51 4x4 = 7-GS 13-9-11 21.4A 7151 i fr3-6 7-6-5 Dead Load Dell. = 118 in n ra ° Plate Offsets Ml— (2:0-0.4,Edgel, 18:0-0-4,Edge1. 111:0-2-3,0-Ml, T13:0-2-3,0.0.81 LOADING(psf) SPACING- 2-0-0 CSL DEFL In Qoc) Ildell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Veri(LL) -0.08 1D-17 >999 240 MT20 2"1190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.181D-17 >999 180 SCLL 0.0 Rep Stress Ina YES WS 0.19 Honr(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC201717P12014 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=0-8-0 (min. 0.1.8), 6=0-B-0 (min. 0-1-8) Max Hoa2=127(LC 7) Max UpI162--323(1_C 8), 6=323(LC 9) Mu Gmv2=1105(LC 1), 6=1105(LC 1) FORCES. (Ib) - Max CompJMax Ten. -All forces 250 (Ib) orless except when shown. TOP CHORD 2-3>16321432, 3-0=1419/413, 4-5=14191413, &6=1632/432 BOT CHORD 2-10=380/1400, 9-10=1401937, 8-9=140/937, 6-8=263/1400 WEBS 4-B=1721510, 5-8=369/262, 4-10=-1711510, 3-10=369/262 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-12 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) Vesd=124mph; TCDL=5.Opst, BCDL=5.OpsF, h=161k Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless othervAse indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonooncurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=323, 6=323. LOAD CASE(S)'Standard PE 7-051 sue* I'= -O 11 STA c OF O �'.d�� �� 4cC ',<OR10 s ONA i IE1 \\\\\ q� •Job Imss liviis I ype Qty mwso Gn:nadine Gassie MWfi&GrenadineSpec 83 Conan Supported Gable 1ply 1 7 Job Reference o donal eauthem Truss, FL Pierce, FL, U951 4x4 = 3x4 = I� LOADING(psf) I SPACING- 2.0-0 CSI. DEFL in (loc) Ildell 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 Ina YES WB 0.08 Horz(CT) 0.00 12 Na nda BCDL 10.0 Code FBC2017f P12014 Matrix-S Welght:1191b Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or B40 oc pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid calling directly applied or 1 D-D-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-4-0. (Ib)- Max Horst=127(LC7) Max Upllft All uplift 1001b or less at jotnt(s) 20, 21, 22, 23, 17, 16, 15, 14 except 2=122(LC 4), 12=104(LC 5) Max Grav All reactions 250 to or less atjoinl(s) 18, 20. 21, 22, 23, 17, 16,15,14 except 2=321(LC 1), 12=321(LC 1) FORCES. (ib) - Max Comp.IMax Ten. -All forces 250 fib) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIY-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opst h=1 Sit Cat II; Exp C; Encl., GCpl=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 perANSUIPI 1. 4) All plates are 1x4 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 nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO lb uplift atjoint(s) 20, 21, 22, 23, 17. 16, 15, 14 except (jt-4b) 2=122, 12=104. 9) Beveled plate or shim required to previde full bearing surface with buss chord at joint(s) 2,12. LOAD CASE(S) Standard 3� PE 051 — $ 41 STA OF i�T .��ORID jou frusis Inuss lype Mw Grenadlns Classic lvfw` -Grenadme-Spec C7 Half Flip Glider 1 7 Job Reference (optional) Southem Trues, Ft Pierce, FL., 34951 Us = Dead Load Defl. =1181n 1x4 It 5x4 = 1 13 14 a 15 16 4 9 17 8 2x6 II 3x5 = 2x6 II 7-0-0 9.8.0 11-EO 14-7-8 i6-0.0 7-0-0 I gas 1-11M :ita l taa Plate Offsets (X,Y)- f1:0-2.8.Edpe1. f2:0-6-0,0-2A (4:0-2-00-2-121 LOADING(psr) SPACING- 2-0-0 CSI. DEFL in Doc) Ilde6 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.17 9-12 >518 240 MT20 2441190 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 WB 0.31 Harz(CT) -0.00 1 We Na BCDL 10.0 Code FBC2017rTP12014 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 No2 and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 9-8-0 except at -length) 5-1-8-0, 8=0-3-8, 6=0.3-8. (lb)- Max Hom 1=251(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 6 except 1=153(LC 8), 5=818(1-C 5), 9=1196(LC 8), 8=155(LC 6) Max Gmv 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. 0b) - Max. CompiMax. Ten. -All forces 250 0b) or less except when shown. TOP CHORD 2-13=5481437, 13-14=548/437, 3-14=-548/437, 3-15=548/437,15-16=5481437, 4-16=548/437, 45=927/815 WEBS 2-9=1021/915, 24=499/640, 3-7=7311715, 4-7=536/677 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opst h=16t1; Cat II; Exp C; Part. End., GCpi=0.55; MWFRS (envelope); Lumber DOL=7.60 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 nonconci with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except ()t=lb)1=153, 5=818, 9=1196, 8=155, 1=163. 6) Hanger(s) or other connection devica(s) shall be provided sufficient to support concentrated load(s) 426 lb down and 484lb up at 7-0-0, 230 lb down and 261 lb up at 9-0-12, 230 lb down and 261 It, up at 11.0-12, 230 lb down and 261 lb up at 13-0-12, and 2281b doom and 257 lb up at 15-0-12, and 223lb down and 245lb 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 lb up at 9k12, 91 Ib down and 29 lb up at 11.0-12. 91 lb down and 2916 up at 13-0-12, and 95lb down and 261b up at 15-0-12, and 117 lb down and 241b up at 15-1 D4 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(5),Standard 1) Dead + Rcof Live (balanced): Lumber Inaease=1.25, Plate Increase-1.25 Uniform Gads (plf) Vert 1-2=70, 24=70, 5-10=20 Concentrated 2Loads (201(F) 5=-09(F) 9=-041(F) 4=-182(F) 13=134(F)14=134(F)15=134(F)16=141(F) 20=69(1c) 17=67(F) 18=67(F)19=-67(F) \ T" PE 051 _ r 0 7 STA OF ORIO_ s/�NAI4ENG\\\\ ") 11 Job Truss I Nss I ype y M-60Gmnadtne Classk - lvlw Grenadne-spec CJ2 Jack-0pen Girder 1 t Job Reference (optional) `uoumem 1 russ, -L riff[, rL, Y ubi Plate Offsets MY1— f2:03.13,Edee1 f5:0-2-3 0-0-81 LOADING(psf) SPACING- 2-M CSI. DEFL in Qoc) Udall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.75 Vert(LL) -0.04 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.03 4-9 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) 0.00 2 n1a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight 19 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2= -10-15 (min. 0-1-8), 4=Mechanical Max Hoa2=135(LC 20) Max Uplift3=-38(LC 8), 2=319(1-C 4), 4=A3(LC 17) Max Gmv3=56(1-C 31), 2=382(LC 1), 4=80(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 cc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bmdng. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf,, h=1611; 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 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 hearing plate capable of withstanding 10D lb uplift at joint(s) 3, 4 except Qt=1b) 2=319. 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 1-61, and 108 lb down and 138 lb up at 1-fit on top chord, and 8 to down and 16lb up at 1-6-1, and 45 lb down and 96lb up at 1-6-1 on bottom chord. The desigr/seiection 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 Incease=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1.3=70, 4-7=20 Concentrated Loads (lb) Vert 10=57(B)11=47(F=7, 11=53) PE 051 ff I p ti'1 o t` STAir OF //�i�s�oNA�t10� vvvv A Joe InUss I russ Type Y MN-aO Gmnadina Claasic MW_69-Grenadme5pec C.V Diagonal Hip GiNer 4 1 _ •• a r-•-- _o, � _� e,=�� _ __ __._ _. Job Reference o tional -•-- ^--•nun. o�vs an auiornm:a,<au a ua412umu MeX Mausolea, Ina Mon NM1207:14:522018 P��QQaI I D:gk72aeHo_wygRu35gOOrgTyMFnX-7TSfvClh2fbCm7ko4q_944GNgVbl KNKTa7Rju6;1071 -2-9,15 5-1-3 9-9.5 2-9-15 5-1.3 4-11-1 Plate Offsets (X V)— f8:0-2-3 0.0-81 LOADING(psf) SPACING- 240-0 CSI. DEFL in (Joe) gdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.10 7-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.09 7-12 >999 180 BCLL 0.0 Rep Stress Inv NO WB 0.44 Hom(CT) 0.01 6 n/a Na BCDL 10.0 Cade FBC2017frP12014 Matrix -MS Weight. 48 lb IFT=20% LUMBER. TOP CHORD 2x4 SP N0.2 SOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing dimc0y applied or 5-2-14 no puriins. BOT CHORD Rigid ceiling directly applied or 7-9-6 cc bracing. REACTIONS. (size) 4=11dechanical, 2=0-10.15 (min. 0-1-8), 6=Mechanical Max Hoa2=320(LC 4) Max UpI8t4=179(LC 4), 2=-461(LC 4), 6=228(LC 8) Max Grav4=167(LC 1).2=672(LC 31). 6=416(LC 31) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-13=927/426, 13.14=872/438, 3-1"39/431 BOT CHORD 2-16=569/855, 16-17=569/855, 7-17=569/855, 7-18=-569/855, 6-18=569/B55 WEBS 3-7=0/284, 3-6=923/614 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=5.OpsF h=16ftt CaL 11; 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 are a consideration. 3) This truss has been designed for a 10.0 pal bottom chord live load noncrncument 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 1001b uplift at)oint(s) except ()t=lb) 4=179, 2=461, 6=228. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated lentils) 139 to down and 138 Ib up at 1-6-1, 139 lb down and 138 lb up at 1-&I. 108 lb down and 1D41b up at 44-0, 1081b down and 1041b up at 44-0, and 176lb down and 18816 up at 7-1-15. and 175 Ito down and 188 lb up at 7-1-15 on top chord, and 45 lb down and 96 lb up at 1.&1, 45lb down and 96 lb up at 1-6-1, 36 Ib down and alb up at 44-0, 36 lb down and 3lb up at 44-0, and 69 lb down and 271b up at 7.1-15, and 59lb down and 271b 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 Incmase=125, Plate Increase=1.25 Uniform Loads'(plf) . Vert 1-4=70, 510=20 Concentrated Loads (Ib) Verb 13=115(F=57, B=57)15=75(F=-38, B= 38) 1 6=107(F=53, B=53)18=54(F=•27, B=27) \\ / - \\QQ\I-G_ E JNs�:��i� j PE 051 ` I I = 0 1 S7TA q OFI D ,i �7 Job Truss Imss type MWLOGrenatline Cassic MWE9-GrenedineSpee CJ21 Dagnnel Hip Girder 1 1 Job Reference o tlonal Southern Tmn. Ft Pleme. FL, M951 20 14 3-11-5 0.4. 04.14 1 3-&6 1 Plate Offsets (X,Y)— 15:0.2-3.0-0-81 LOADING(psf) SPACING- 24-0 CSL DEFL. in (loc) Udeff Lid PLATES GRIP TCLL 20.0 Plate Gdp 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 Inar NO WB 0.00 Horz(CT) 0.02 3 n/a n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight 21 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-5-11 (min. 0-1-8), 4=Mechanical Max Horz2=144(11C 4) Max Upliff3=-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 Jib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-5 oo pudins. BOT CHORD Rigid wiling directly applied or I D-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Dpsh, h=16fk Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer togirder(s)for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 4 except Qt=lb) 2=378. 5) Hanger(s) or other connection device(s) shall be provided sul6dent to support concentrated load(s) 28 Ib down and 28 lb up at 1-6-1, and 108 lb down and 1381b up at 1-6i1 on top chord, and 8 lb down and 16 lb up at 1-6-1, and 45 lb down and 96 lb 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 CASE(S) section, loads applied to the few of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate In=ase=1.25 Uniform Loads (plf) Vert 1.3=70, 4-7=20 Concentrated Loads (Ib) Verb 11=57(B)12=47(F=7, B=53) � PE 051 \ r x -'3 t` STA `FLORID �Zc Job Truss 1russ lype LNY MWGDGienadine Gassic MW38Grenadin Sp J1 Jark-Open Irly 9 1 Jab Reference o Oonal Southern Truss, FL Pierce, FL., 34951 Plate Offsets (X,Y)— (2:044,Edgel, f5:D-2-3,0-0-81 LOADING(psf) SPACING- 2-0-D CSI. DEFL In Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.33 Vert(LL) -0.00 9 >999 240 MT20 2441190 TCDL 15.0 LumberDOL 1.25 BC 0.06 Vert(CT) 0.00 9 >999 180 BCLL 0.0 Rep Stress Ina YES WE 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight 1016 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Meohanical, 2=0-8-0 (min. D-1-8), 4=Mechanlcal Max Horz2=76(LC 8) Max Uplift3=39(LC 1), 2=160(LC 8), 4=68(LC 1) Max Grav3=27(LC 10), 2=340(LC 1), 4=45(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, h=16ft; Cat II; Exp C; Part End., GCpl=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 haslbeen designed for a 10.0 psf bottom chord live load nonconcumant 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 1001b uplift atjolnt(s) 3, 4 except at --lb) 2=160. LOAD CASE(S) Standard \CEN,g�.���/i PE �-P STA EOF ; 4, ,5;,/ ORIO ////� S'ONALtE 1\G \,\ 01 0 raw cuss I ype QtY MWSO Omnedine Classic MVV 6 mnadnn-S,= AA Jack-OMn JPJY 3 1 Job Reference (optional) Saulhem Truss, FL Reme, FL, 34951 2x4 = Run: 8.230 s Oct 21 2018 Prlrx: 6.239 a Oc121 2018 MffeK InQuamm, Inc Mon Nov 12 0T,14:M 2016 Pa a 1 ID:gk72aeHc_wygRu35gOOrgTyMFnX-3sZOK6igBCSUM2mTyPBY9h$LVOuzrKtta[C_Bny1�07? Plate Offsets (X,Y)— 11:0-1-4 Edgel LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 6 >999 180 BCLL 0.0 Rep Stress [nor YES WS 0.00 Hom(CT) -0.00 2 Na n/a BCDL 10.0 Code FBC2017trP12014 Matrix -MP Weight: 3lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=D-8-0 (min. D-1-8), 2=Mechanical, 3=Mechanical Max Horz1=35(LC 8) Max Upliftl=15(LC 8), 2=25(1-C 8), 3=10(LC 8) Max Gravl=46(LC 13). 2=31(LC 13), 3=21(LC 13) FORCES. (lb)- Max- CompJMax, 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 ceiling directly applied or 10-D-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.0psf; 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 has been designed fora 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) or truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 2, 3. LOAD CASE(S) Standard e rus5 rusS ypa y MW40Grenadinegasalc MWfi Grenadines J9 Jerk -Open 7 t Job Reference a tlonel SauNem Truss, FL Pierre, FL, U951 30.0 30-0 l Plate Offsets (X,Y)_ 12:0-6-4,0-0-101 (5:0-2.3 0-0-e1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Bdeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.01 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 4-9 >999 180 BCLL 0.0 Rep Stress Ina YES WS 0.00 Horz(CT) -0.00 3 We We BCDL 10.0 Code FBC2017r P12014 Mabix-MP Weight t6 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 2=04l-0 (min. 0-1-8). 4=Mechanical Max Horz2=146(LC 8) Max Upli83=78(LC 8), 2=137(LC 8) Max Gmv3=86(LC 13), 2=32B(LC 1), 4=45(LC 3) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or lass except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Op6Q h=16ft; Cat II; 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 othenvise 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)olnt(s) 3 except Qt=lb) 2=137. LOAD CASE(S) Standard CEN`SF`�\ j—�i PE 051 hill- { = t �k-x '01 STA qOFF ORi_D /�//SS70NALr I`G\\\\ 7?1 ion Truss 1russ lype MW60Gn:nadins Gassle MW68-Grenadin"pee M Jack -Open JW jely 1 1 Jab Reference (optional) southern Truss, FL Pierce, FL, M951 - Mn: "m s um X1 eula rnnc aQ s ua zl zeta Mu en inousmes, inc. Mon nw m urw...... e au.o ra 01 _ ID:gk72eeHowygRu35gO0rgTyMFnX-7EhAlok4jpiCcMws3gEDFSYgJCYWJEMA22h5E 06z 3-0-0 3-0-0 q� 3-D-0 3A-0 Plate Offsets (X,Y)- f1:0-1.4,Edael LOADING(psf) SPACING- 2.0-0 CSI. DEFL In (too) Vdefl LId PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Ved(LL) 0.01 3-6 >999 240 MT20 244I190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) -0.00 2 ma nda BCDL 10.0 Code FBC2017rrP12014 Matra -MP Weight 10lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No2 REACTIONS. (size) 1=0-6-0 (min. 0-1-e), 2=Mechanical, 3=Mechanical Max Horz1=105(LC 8) Max Uplift1=48(LC 8), 2=91(LC 8), 3>12(LC 8) Max Grsv1=139(LC 13), 2=105(LC 13), 3=57(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 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 1G-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; 9CDL=5.0psf; h=16R, Cal. 11; Fxp 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 nonconcurrenl 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 p rUSS rus5 ype MWSUGmradineaassc MW-ae-0renadineSpec J39 Had Hip Girder t 1 Job Reference o 9onal Sautrem Truss. FL Pler�,FL, 399a1 wn:o.cuua vuc, mio rum a.waa..,.., w,., mica. ,,.••�.., .,...-....-...-... ID:gk72aeHo_vrygRu35g00rgTyMFnX-TRFYyeliU7g2DWV2dWgr 4p4cg02hcJGiRfn6 O6y 2-" 3 D-0 2-6-6 I 0.5-8 2x4 = 2X4 II LOADING(psf) SPACING- 2.0-0 CSI. DEFL. In Qoc) Ifdefl Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.01 3-6 >999 240 MT20 244/190 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 We n1a BCDL 10.0 Code FBC2017f1P12014 Matrix -MP Weight 11 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOTCHORD 2z4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0 (min. 0.1-8), 3=Mechanical Max Ham 1=71(LC 8) Max Uplift1=89(LC 8), 3=125(LC 8) Max Gravl=283(LC 1), 3=275(LC 26) FORCES. (lb) - Max. Comp./Ma t. 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.OpA BCDL=5.OpsF, h=16f ; Cat II; Exp C; End., GCpl=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 psf bottom chord live load noncancunenl with any other live loads. 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 1001b uplift at)olnt(s)1 except ()t=1b) 3=125. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 87 lb down and 68 lb up at 2-64 on top chord, and 250lb down and 107 Ile 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 connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss ara noted as from (F) or bark (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Inaease=1.25 Uniform Loads (pif) Vert 1-2=70, 3-4=20 Concentrated Loads (Ile) Vert 8=250(F) 9=23(B) PE 7 051 \ =_ r t \ STA OF 7�22 Job was I russ I ype Uty MY MW-60 Grenadine CMsem MWis-GrenadineSpec JS Jack -Open 7 1 Job Reference (oDtiona0 Souarem Truss, FL Piece, FL.. M951 201BPn=B.230a OC121Z01BMtlex maB6V .InM M0rNW1ZU1:14:br2e1B Pd el _wygRu35gOCrgTyMFnX-TRFYyBIiU7g2DW V2dYIFnJ4npcs32hclGiRfn6xoBy 5-0-0 Plate Offsets MY)- f2:0-3-4,Edoe1.T5:0.2-3,0.0.81 LOADING(pst) SPACING- 24)-0 CSI. DEFL. in (hoc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.05 4-9 >999 240 MT20 244/190 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 Horz(CT) -0.00 3 nia Na BCDL 10.0 Code FBC2017frP12014 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=048-0 (min. 0-1-8),4=Mechanical Max Hwz2=217(LC 8) Max UpII83=151(LC 8), 2=159(f.0 8), 4=-4(LC 8) Max Grav3=169(LC 13), 2=397(LC 1), 4=89(LC 3) FORCES. (go) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING- TDP CHORD Structural wood sheathing directly applied or 5-0-0 oe 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=16r,, Cat It; 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 nonooncurrem 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 It, uplift at joint(s) 4 except Qt=1b) 3=151, 2=159. LOAD CASE(S) Standard PE 7.t051 1 _ x I 1r, -01` STATEOF� 7 S/ONAIIENG,\\\ 2 b 20 = sa0 Plate Offsets (X.Y)— 1110-1-4 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Well IJd 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 Ina YES WB 0.00 Hoa(CT) -0.00 2 Na Na BCDL 10.0 Code FBC20171TPI2014 Matra -MP Weight 16 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc pudins. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 1"-0 oc bracing. REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 2=Mechanical, 3=Mechanical Max Harz 1=176(LC 8) Max UpIi81=-8l (LC 6), 2=159(LC 8), 3=13(1-C 8) Max Grevl=233(LC 13), 2=1 BO(LC 13), 3=96(LC 3) FORCES. (Ib) 'Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=16h; 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 nonconcument with any other live loads. 4) Referto 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)oint(s)1, 3 except Qt=1b) 2=159. LOAD CASE(S) Standard �.\\N11 I I II ///// �\GENS4�.�� � i PE D51 ` 1 Mx 1 = 1 is o h STA OF PO OROD ///SS/ONA -1 --\X 17 1 1 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (IDC) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ved(LL) 0.20 4-9 >409 240 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 4-9 >348 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.01 3 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 V REACTIONS. (s¢e) 3--Mechanical, 2=041-0 (min. 0-1-8), 4-Mechanical Max Hoa2=288(LC 8) Max Uplift 221(LC 8). 2=188(LC % 4=9(LC B) Max Gmv3=248(LC 13), 2=478(LC 1), 4=131(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Dead Load Dell. -116 in PLATES GRIP MT20 2441190 Weight 28 lb FT=20% Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16ft; CaL II; Exp C; Part. Encl., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates am;MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncunent with any other live loads. 4) Referto 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=221, 2=188. LOAD CASE(S) Standard - oc PE7,0)51 v t STATE`OF i `,4ORI_O .'z �� ////�SS�O�I 14E: GV \\\\\ U JOD Truss I was I ypB Ury MW-60GMnedlne Classic MW6aG dineSpac AA Jackopen Irly 1 1 Job Reference (optional) Sw .. Truss. FL Pierce, FL.. 34951 R 2x6 = �n ga2gOeTyFriahCzglBlfID k72eeHc wygRuu35DrgMXs bAnbm2d4EdlyPyiEponFMlzgJNrtO6v 7-0-0 7-0-0 Dead Load DeO. = 3116 in Plate Offsets MY)— r1:D-0-8,0-0-1 01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 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 BCLL 0.0 Rep Strew Ina YES WB 0.00 HOrz(CT) -0.01 2 n)a n1a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight 22 Ib 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 Hcrz1=247(LC 8) Max Uplift1=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 CompJMax Ten. - All forces 250 61b) 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-D oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16R, Cat. II; Exp C; Pert. 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 nonconcurrenl 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 (jt=1b) 1=115, 2=226. LOAD CASE(S) Standard PE 1051 -P STA r � / c� GRID //�/S8��NALI Job Truss rus5 I ype LAY MY MW-60 Grenadine Classic MW8-Gren 9adi.e Pm J21 Jack -Open Girder 1 1 Jab Reference (optic 4 a] sarmem ines,rr.nmm, rr_.:waar - ID:gk72aeHo L.wygwygRu35gODrgTyMFnX-uOwhbAnbm2Cd4zEdlglyPyiH7pk7F1MIzgfJN O6v 2-10-6 � 2-1P8 2-108 LOADING(psf) SPACING- 2�0 CSI. DEFL in (too) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.02 3-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.03 3-5 >999 180 BCLL 0.0 Rep Stress Ina NO WE 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight 121b FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.1 G-8 cc pudins. SOT CHORD 2x6 SP No.2 BOT CHORD Rigid calling directly applied or 7.10.11 oc bracing. REACTIONS. (size) 1=0.4-0 (min. D-1-8), 2=Mechanical, 3=Mechanical Max Hors 1=70(LC 21) Max Upliftl=336(LC 8), 2=72(LC 8), 3=130(LC 6) Max Gmvl=1260(LC 1), 2=160(LC 1), 3=483(LC 1) FORCES. Qb) - Max Comp./Max Ten. - All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsh h=16ft; CaL II; Exp C; End., GCpi=o.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=I.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcunenl with any other live loads. 3) Refer to girder(s) for truss to truss connections. 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 at )oings) 2 except Qt=lb)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 463lb up at 0-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25. Plate Increase=1.25 Untionn Loads (plf) Vert 1-2=70,1-3=20 Concentrated Loads (lb) Vert 5=1651(F) PE 051(� 1 r t STA OF r� i �ORID r Job IMSS I rues I ype Fly MW60 Grenadlne Classic MW68-Grenadine-Spee V2 valley JLUY I 3 1 Job Reference (optional) 5DUMem I Mee, K Meru, rL, T Ubl 214 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Ved(CT) n/a - We 999 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 2 Na n1a BCDL 10.0 Code FBC2017/TP12014 Malrix-P Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=2-0-0 (min. 0-1-8), 2=2-0-0 (min. D-"), 3=2-0-0 (min. 0-1-8) Max Horz1=35(LC 8) Max Uplifts=12(1_C 8). 2=-06(LC 8) Max Gmvl=62(LC 1), 2=48(LC 1), 3=28(LC 3) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural Wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Ops , h=16fb 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 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at Joint(s) 2 considers parallel to grain value using ANSIRPI 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 100lb uplift atjoings)1, 2. LOAD CASE(S) Standard \\\\III I I I///// K) GENs������i PE 051 — D t STATeOF �<5� `.4 ORID NALtEt�G\\\\ 1 �\ Job Twss Imss lype Qty MW60Grenadine Classic MW68-GrenadweSpec V4 Valley jPiy 2 t - Job Reference o tional I6g02eeHa_wygRu35gO0rgTyMFnX-402ROrpdf9LKHN705KQU9oe9dagjx20_13OSKY O6t 4-0-0 4-0-0 g 3 2c4 i 21411 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) gdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n1a - n1a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/e - n1a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 44)-0 oc puriins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 20 SP No.3 , BOT CHORD Rigid calling directly applied or 1 D-0-0 oc bracing. REACTIONS. (size) 1=4-D-0 (min. O."), 3=4-0-0 (min. D-1-8) Max Horz 1=81(LC 8) Max Upliftl=28(LC 8), 3= 69(LC 8) Max Gmv1=146(LC 1), 3=146(LC 1) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; VuIr160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; CeL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumint with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. LOAD CASE(S) Standard _O t STATE�OJF Job Truss Truss Type Qty P1YFMW-6D Grenadine Clasale MW-66-Grenadine pc V6 Valley 1 1 Job Reference (optional) 5 4 2x4 9 1x4 II 2x4 It LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In Ooc) 1/de8 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) nla r - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.26 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress [nor YES WB 0.05 Horz(CT) 0.00 n/a n!a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 23 lb FT=20Y LUMBER - TOP CHORD 2x4 SP No.3 SOT 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 Horz 1=131(LC 8) Max Uplift4=-48(LC 8), 5=140(LC 8) Max Gmvt=74(LC 1), 4=101(LC 1). 5=296(LC 1) FORCES. (Ib) - Man Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capableof withstanding 100lb uplift at joint(s) 4 except Ot=ib) 5=140. LOAD CASE(S) Standard \-\GENS' %'%\ ` PE 051 I — I STAMOF j