Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Truss
T ALL WALLS SHOWN ON THIS LAYOUT ARE TO BE LOAD BEARING APPROVED TRUSS ANCHOR BY BUILDER 2X4 MINIMUM TOP AND BOTTOM CHORDS SQUARE CUT OVERHANG 4-3/16" HEEL HEIGHT 14' 4" 21' 4" 14' 4" n h n r- LID M J1 J1 0 J CN 9'-4" o - b J3 r m J CLG. zo J5 ZO H2 81 H1 H1 C II U Ia J J ro o .� TD �. M .. ,a, a M v m J7 J7 rn 2' O' J 2' 0" 2' 0' 2' 0" 2' 0'' 0„ 2' 0„ 2' 0" 2 0" 2' 0 2' 0" 2, 0" 2' 2' O" 2' 0" 2' O" 2' 0" J7 7' 0" 7' 0" J J7 J Do J7 . J J 10'-8 CLG. .. o . <1 9'-4" CLG. J7 J7 DO 9'-4" CLG. J ., J7 0 J J7 J J7 J7 J7 J7 J7 J 9'-4" J7 J CLG. V8 0'-4 LG 2 J7 V .2. . J J7 MV4 MV4 V .6. . MV6 J MV6 J7 IN V 0..' F J 7 J7 V8 MV8 J VC6 A V24 ;MV11 C J7 C6 HV1 A D1 D 13- CLG. m E1 C1 C1 C1 N o n 9'-4" CLG. � ✓S9 J3 E1 o N g'-4" CLG. J E2 J1 J1A CD8„ C2 GS > > A `N C3 0 �F jg J5 to zo J o r` J3 J1 I J1 �2, 0„� 5, 4" 50' 0" 9,-4„ 19 TRUSS BEARING HEIGHT SCHEDULE. TYPICAL TRUSS END DETAIL HANGERS TO BE USED (Simpson) or (Usp) O HUS26 Q HUS25 Q HGUS26-2 © THDH26-2 HGUS28-2 Q THDH28-2 LUS24 (6) THD46 CONNECTION BY BUILDER J R\ — INDICATES LEFT END OF TRUSS NOTE: YOUR SIGNATURE WILL ACKNOWLEDGE: 1) AUTHORIZATION FOR FABRICATION. 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT PLAN. 3) RECEIPT AND USE OF "HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI). 4) NO BACK CHARGES OR CRANE CHARGES OF ANY KIND WILL BE ACCEPTED UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT. SIGNED TITLE DATE All spacing is 24" O.C., except as noted. All walls shown are bearing, except as noted. All valleys calculated with sheathing under. Number of girder plies to be determined by engineering. DO NOT CUT OR ALTER TRUSSES W/o AUTHORIZATION FROM THIS OFFICE. Labeling trusses is a service, not a requirement. Engineered drawings supercede labeling of trusses. It is the responsibility of the builder to utilize engineered drawings when erecting trusses. WARNING ERECTION BRACING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REWIRED TO PREVENT TOPPLING AND DOMINOING DURING ERECTION; AND PERMANENT BRACING WHICH MAY BE REWIRED IN SPECIFIC APPLICATIONS SEE'BCSI-B1 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANOUNG, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES' (TPI). TRUSSES ARE TO BE ERECTED AND FASTENED IN A STRAIGHT A14D PLUMB POSITION WHERE NO SHEATHING IS APPLIED DIRECTLY TO THE TOP CHORDS; THEY' SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN, TRUSSES SHALL BE HANDLED WITH REASONABLE CARE DURING ERECTION To PREVENT DAMAGE TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTION'S. TRUSS COMPANY WALL SUPPLY ALL TRUSS TO TRUSS HARDWARE: O CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO �+ HANGER IS SUPPLIED. CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS+• MWFRS(low—rise)/C—C hybrid Wind ASCE 7-10 Exposure Category : C Bldg Category: 2 Wind Design Velocity :160 MPH o - C✓5�1 Imp. Factor : 1.00 Vnd Load Duration Factor : 1.60 Mean Roof Height : 16 .it. {iT 5non M Roddy SWct Eng J76051 2590 N. KINGS HIGHWAY FT. PIERCE,FL 34951 (772) 464-41T ussesthis layout are a component part N of the building and show truss location. S 21' 4" ,, -•. Proper erection, temporary and permanent bracing design +�U� (772) 464-41,60 are the responsibility of the building designer or his engineer. Lateral bracing shown on the individual truss drawings CO��', INC, 1 _ / mlust be placed during the erection procedure. 2590 N. Kings Highway Fort Pierce, FL 34951 JOB NO.: CUSTOMER: -- JOB NO. BLK: CHO HOMES DESCRIPTION: !?` ADDRESS: Buchanan MARLIN 4 CLASSIC _ SCALE; DALE: DRANK BY: DRAN1Na NUMRIrfC - ;'ti Saint Lucie Count FL 3i16"=1'—O" 11 16 19 Rt-IG Marlin 4-2cor—gr REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC - FILE COPY SOUTHERN TRUSS COMPANIES 0-1 t . Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772)464-4160 " Fax: (772)318-0015 Job Number. J1901697 Customer. GHO Homes Name: OS SLC 22 Buchanan Marlin 4 Address: Lot-22 Buchanan City, ST, ZIP: Saint Lucie County, FL General Truss Engineering Criteria & Design Loads Building Code and Chapter. FBC2017frP12014 Computer Program Used: MiTek Version: 8.31 Aug 1 Gravity: Gravity: 45.0 psf ROOF TOTAL LOAD N/A Wind Building Authority: 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County No. Date Truss lD# 1 11/16/19 Al 2 11/16/19 A3 3 11/16/19 A4 4 11/16/19 A5 5 11/16/19 A6 6 11/16/19 A7 7 11/16/19 As 8 M16/19 A9 9 11116/19 A10 10 11/16/19 All 11 11/16/19 Al2 12 11/16/19 A13 13 11/16/19 A14 14 1 11/16/19 1 A15 15 11/16/19 A16 16 11/16/19 A17 17 11116/19 A18 18 11/16/19 A19 19 11/i6/19 Bt 20 IIA6/19 Cl 21 11/16/19 C2 22 IVI6/19 03 23 11/16/19 C6 24 11/16/19 , CJ3 25 il'/16/19 CJ5 26 1V16119 CJ5A 27 11116/19 CJ7 This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentification and date of each drawing. Engineer of Truss Design Package Brian M. Bleakly FL Reg. Eng. No. 76 2590 N. Kings Highv Fort Pierce, FL 349 No. Date Truss ID# 28' 11/16/19 CJ71 29 11/16/19 D1 30 11/16/19 D2 31 11/16/19 Ei 32 11116119 E2 33 11/16/19 FGA 34 11116/19 H1 35 11116/19 H2 36 11116119 HV8 37 11/16/19 HV10 38 11116/19 J1 39 11116/19 JIA 40 11116/19 JIB 41 11/16/19 J3 42 11116/19 J3B 43 -11/16119 JS 44 11/16/19 J7 45 11116/19 J71 46 11/16/19 MV2 47 1MBAs MV4 48 11116/19 MV6 49 11116119 MV8 50 11/16/19 MV10 51 11/16/19 V4 52 11/16/19 V8 53 11/16/19 V12 54 11/16/19 V16 No. I Date f Truss ID# 55 11/16/19 V20 56 11/16/19 V24 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY SOCC FILE COPY Page 1 of 1 TYPICAL DETAIL C CORNER. _. HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT • for Wood Construction. (Z) UP TO 265Q — 2-16d NAILS REQ'D. 132.57 per Nail (D.O.L.Factor=1.00) nds toe nails only have 0.83 of @ UP TO 394y = 3-16d NAILS P,EQ'D. lot erol Resistance Value. 12 S AO SOA SO HIP GIRDER O 12 asaal"A G �. O 9-9-5 CORNER JACK GIP.DER J7 I A J3 J5 use 2-15d toe nail TC L BC H7 (H T Typical jack 45' attachment TYPICAL CORNER. LAYOUT '11 use 3-16c toe nail & 2-1 Sal Typical Hip —jock' attachment CHORD HANGERS FASTEN EP. GIRDER 4,,.JACK J1—J3 TO HIP JACK GIRDER TC ————— —— 2—IRDER BC — — — — — —— 2-16d nails — — — —— J5 TO HIP JACK GIRDER. ' TC — — — — — — — 2-16d nails — — — — BC — — — — — — — 2-16d nails — — — — — J7 TO HIP GIRDER IC — — — — — — — 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — IIMUM GRADE OF LUb T.C. 2.4 SYP --2 B.C. 2x4 SYP €2 was 2x4 SYP N0.3 LOADING (PSG M. INCP..: L 0 FBC2017 TOP 20 BOTTOM 00 10 SPACING 24' O.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fox:(772)318-0016 Sri -on M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4150 TYPICAL DETAIL @ CORNER - HIP 61 NOTE NDS=National Design Specifictions for Wood Construction. 132.5,-a, per Nail (D.6.1—Foctor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 La OVER OA L.OA �Q SA i ri n n n n u n n n n u u lO A(D (D Q 5-0-0 HIP GIRDER �\ 12 t5 & R 0 7-0-14 CORNER JACK GIRDER ALLOWABLE RFACTIDN PER JOINT 0 Up TO 255r = 2-16d NAILS P.EOb. Q UP To 394r = 3-16d NAILS REQ'D. use 2-16d toe nail Typical jack 45' attachment iYPICAL CORNER LAYOUT Co use 3-16e toe nail & 2-16d Typical Hip —jock' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — BC — — — — — — — 2-16d nails — — J5 TO HIP JACK GIRDER TC — — —— — —— 2-16dnoils —-——— BC — — — — — — — 2-16d nails — — — — — TC — — — — — —— 3-16d nails —- ——- 6C — — — — — —— 2-16dnails —-——— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — —— —— 3-16dnails ————— BC — — — — — — — 2-16d nails — — — — — MINIMUM GRADE OF LUMBER T.C. 2a4 SYP i2 B.C. - 2s4 SYP (2 WEBS 7s4 SYP Ne.3 LOADING (pSF) SRC. INCR.: 25z rBczon L D TOP. 20 BaT1UM 00 10 SPACING 24� O.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fox:(772)318-0016 ` Brian M. Bleakly Struet Eng #75051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4150 Haacers Face Mount Hanger Ghatta eV .'• - .. .... jolasbP f.. USP." Stick Nok Ref. N0. Sleet 6nuoe DMensmos [R) :' ._ -.•aau,ei k Schetluh ' ,'DF73P' Mmahk Loads(11s.)x p, ' Header. Joist W ^: .�: --H 0-' . ,.:.. A- LCUd 'Mars �_ ...: r .175R- -' -• NatY �: Floor '' ::Root '. ' APOn' 100%A75% 12aii%:160%' JL24 W24 20 I1-9/16 3 1_12I 1SM6l - 4 I 1M ! 2 1 lOdxl-12 I:t470.1 540 {'590. !• 320. :11 5, 1 P5, F2 4 fed 2 10d x 1-12 567 f 640 6S' 11 320 JL241F-TZ - I 18 1-9/16 3-1/8 1-12 - _ 4 1Dd HDG! 2 I1Od z 1-12 HDG 465"! 535:I SM! 290, 31. R1, I F32 4 167 HDG I 2 1 10d x 1.1/2 HDG I.550:1 6151 at ' 290' 2x4 JUS24 UIS24 18 14/16 3-1/8 1-3/41 1 ! - 1 4 1 10! 1 2 1 10J "6751 775.7 83.1 570 a MH24 U24 is 1-9/16 3-1/4 1 2 I1.3ft6 - ! 4 I 107 12 10dz1-12 1500 1.550-i 605 390 .1 ! 5, 14 fid 2 10dx1-1/2 5901 fibs .I 720 1 3BO HD26 HI126 14 1-9+16 3-1/22-12-1/2Min 1-7/8 4 2 t6d 4 10dx1-1/2 ; fits 1 21 745 366:' P5, F2 max .615 { 695 17451 595 JL26`-.7I Jt251F T2 '' W25 WC26Z 120'tp - 7I 18_ 1-9/1fi r C7-9/76 Lffi4i-72 4-72 - 11/2 `75/16 f -� ' '.I -I6 {' tOd-{(�: IOdI`r7✓2=.!7}018051 fi70'I 650 31, RI, F32 r 6 6 {'- 16d 1 4.1' 1'1Dd HDG (.4- 70dx 1.12:' 110dx1-1/ZHDG .{I 1 840'I 950 11045! 650 f 1 6951'Boo 1 970-I 730 6'I:16d HDG 1'A 1lad z1-12HDG fi30.(.95011035i 730 ' VUS26 '., WS26: '.1' 18 7-9rtfi{f�311fi 1-3/4 =-7 1 -�' 4 1Od:.1..4 ': :.--10d : 878' 1W011030:1 1715 .T4U526'--:'-hFJ526 -18"-F3r16'S-iriel -2 .: '.S•._1.`-: .6. :.a0d"..r 61"':' 1Rd.- - I7285I 1475. 1675I 855 .1 131. R1, F32 2x6�.-, 5UH2o' ._ 6 .7-.':' II lfi 7-9r1fi ...� Sd78 1 1.3116 ..: 1od 1 4'I'-10d x1-12. 750 610+ 40.19' 755 -6j:-•.t6d f•el -7mY 1-trz'188011W0{ loan 1755• .-WUS26',?.-1ft4US26*+:16:''1-5/8.15.7/I6':1'. 3+;.,2.'1 '- 114'11 tad:: f 6 I.: .' 166 1 2760131401 3345i 18251 I H02G--..'I:'t-0 1-9/16]::3-12 2-12 r1=7/B I"In,M� 4 j`' 16d �.; .10dx 1-12 _, 7 R5, �5 163i 745 I 595 HD28 - HU29 14 (k'1 9/Ifi - 5-174i 212 - 1-1/8 1 fXn 8 .' 8 16d 4 1 tOd 1i 1-12 _'! 123011?901 149] 1 780 ' F2 1230 7397j 149] I 825. J126 I W26 I 20 1-9/16 4-3/4 I1-1/2115/16l - 6 10d ! 4 I 10dx1-12 1 710 x 805 1 870 ! am. fi t 16d 4 1 1 Od x t-12 840 i 950 1645 1 650' - JL26IF-TZ I WC26Z 18 I1-9/16I 4-12 1-12 - _ .fi 10d HDG 1 4 11odx1-12 HOG! _ 6?5) 8001 870;'1 no 31, R1, F32 fi led HDG 14 1 10d x 1-12 HDG 630. 1 950 1 1035 1 730 I JL28 W28 20 1-971fi 6-3/8 1-72 15/16 _ 10 1od 1 61 10dx1-12 I11 80112951.12351 �5, R5, FZ 101 t6d ! 6 10dx1-12 140311000{ 18i5 :. 740 JL281F-7Z - 18 1-9/I6 6-118 1-12 - _ 8 tOd HDG! 4 tOdz1-12 HDG .930 7055171601 .730:: I 31, R1, F32 8 16d HDG 1 4 110dx1-12 HOG 1105I 12}SI 12151 730 JUS26 LUS26 18 1-an 614-13/16 1.3/4 1 1 - ! 4 lGd 1 4 1 10d '.870 110001 10501 1115' :1 JUS28 LUS28 78 1-9r161 B-5/8 j 1-314 1 - 6 1 10d ! 4 10d I T11011270I 1-751 .1115 7 5 pq F2 2Y8 MUS2fi MU526 18 I1-9/I6!5-1/1fi 2 1 - I6.1 1bJ fi tOd 12851'1475! 1'605') 8W- 31, R7, MU528 T MUS26 18 j 1-9/16 7-1116 1 2 1 1 - 8 ! 10d ! a 1 10d 17101 19701 2140 1 1230 F32 SUH26 U26 I 16 1-9/16 5-1/8 I 2 1-3116 - 6 10d 14 I 10d x1-12 -.7501 840 1 9101 755' 6 1 1&1 ! 4 1 10dxt-12 ! 68011050 110Mj 755- I SUH28 I - I 16 1-9/16I 6-5/8 2 1-3116 -2 I 1 Od 6 1 10d x 1-1/2 10001 11201 12101 800 j 8 1 lad 6 10d x 1-12 1175 ! 13351 1440'1 800 ! HUS26 HUS26 I 16 1.5/8 18-7/16 3 2 - 1 14 1 16d ! 6 led 2760 314012b45.1 1925 5 Hl1S29 HUS28 I 16 1-5/8 ! 7-3/16 3 2 - 122 76d ! 8 led ! 4170143451 4345 j 2ax0 H028 I HU28 I 14 1-9/16 }1/4 I2-12 1-7/e 8 I 16d 6 tOtlxt-72 F2 Max 1230 1390! 1490! 825 HD210 HU210 'I 14 1-9116 7-3716I 2.1,7 1-1/8 Min 10 lad 4 6 1Od x1.12 '15401173311865-1 780 Max I A 2151 24 n?. L- n,i 1170 1) Upfdt nags have Ixen haersad 60%t5 wind arseisnk loads; no fiafher lnceau sh=11 fie permitted ' 2) led sinkers (0.148 da. x 3-7/4' long) may be used at 0.84 of the table had where tad (Xi are s,'ecffied, This does not applyto JUS, HUS, MI1S slant nail hangars. 3) Fw,NS, RG, and MUS hangers: Nabs mustbe driven at a 30'to 45 angle 9tmugh the joistor bus his the header to achieve the table loads. 4) RA85: 10d x 1-1/1e nails are 0.148' da x 1-1/2' long, 10d nets are 0.148' dia. x 3e hng, led nails are 0.162e dit x 3-12e long. New pmdus or updated product iMo.•ma8on ae design- In blue font Li-rosion Finish HStainless Steel w Gold Coat EHDG Mriple Zinc 112 Continued on next page 1?'cDG? 9 Ease [fount Hanger Charts �[ ��� �c >Jmst Size. tLSp-. _ -' Stock Na: Ref. 14o..' 'Gauae . - - Dim-nsmns (n) - Fastener Sfieduk'4" a .: Allotiahla Lazds (Lbs.) - 'Cade . Ref. .'Header � -� Juist . '= W : :: FI. - _ _ D " A "- Min/ N.ai dkail - j - Rau FiooF1 Raaf . .Upliftr t00% 115% 125% 160% JUS24-2 I LUS24-2 18 3-1/8 3-7/16 1 2 1 1 1- 1 4 16d 1 2 1 18d 1805 {' 920 1 965 1- 325 - SI H24-2 U24-2 I 16 13-1/8 I 3-1/8 I 2 I1-1/8I - 6 110d I 2 10tl 1 75D: '640 ] 910 ? 380 ' I 1000 { 10801 380. 6 1 16d 2 1 10d 1 .880 (2) 2 x 4 HD24-2 HU24-2 1 14 13.7/8.{.3-1/2 I2-121a-7rel - 14 I. 16d.1 2 10d 1615I ERS1 745-1.395 A- HUS24-2 14 1 3-1/8 3-7l161 2 t I- 4 16d 1 2 I16d I":BSD:''95'110401 495 *{ I HUS24 21F I 14 3-1/8 3-7116 1 2 1 I - 4 16d 2 1 16d 1: : 955.1 1040 1 ' 495 I - I JUS25-2 - { LUS26 Z -•-, 19 3-1/8 { 511411 .2 1 7 { .- { 4 {-16d iJ - 4 � 1 16d'j• 10401 11951 1220 J 1355 SUH2o-2 `,- U26-2 :- 16 3-7/8 # : 5-1/16 � I 2 ' I 11/BI ' 1 tOr10d J. 4 110d I1250I 1405115151 7r5� It 18001 755 . I 10 116d 1. 4- I. 10d �I 1470"1 _ " 14024-2 ... -(: HU24-2 ._'1: lA.l 3-1/8 J.3-121.2-1211-lair-.:I=4-j."16d.1 2110d1615.1 EM 7451 385 1 HUS26-2:'. IHUS26-2- "-�'-94-13-1/B 5-0f41'2 {"1::1'._--1'':Sq'16J I'4-I 16d:I 1aB5 1235 130011155I {2)2x6 . . HU626-2IF. I HUSC26-2'-1 14' I:3-1B.147114 1':2 1 1.:1-.. 4 1 161: .4 1 18d 1 1085 122511300. 1155 HD26-2 A HU252. 5/4 tfid- 4I :1230 d- 139/14901 790 1 20M 23.1170 _1. 18 6-21F. C 14 >?1/ I -HD2 I e 164 tad 1I 149{":17123W 70 . 12 150SS2 JUS26-2 WS26-2 18 3-1/8 5-1 1 2 1 - I 4 16d I 4 16d 11040 119511220 ISM _ d� JUS28-2 1 WS28-2 1 78 1 3-1/8 1 7-1/8 12 I 1 I- I 6 116d 14 1 16d 113251:1510 116451 "1355 99 SUH26-2 U26-2 I 16 I 3-1/8 5-1116 I 2 1-1/8 _ 10 I 10d 4 1 10d 1 1250 1.1405 11515 1' 755 '1. 1670 18001 755 1- 10 16d 1 4 10d ;1470 SUi25-2 I - I 16 I 3-118 I 6-114 I 2 1-1/8I _ 12 10d 4 1 10tl 1500 1685 118151 755 755-.I 12 16d 4110d1'1765'1915119151 HUS26-2 1 HUS26-2 { 14 1 3-1/8 1 5-1/4 1 2 1 1 1- 1 4 1 16d 1 4 1 16d 110M 1.1235113M 1155 I HUS26-21F 1 HUM6-2 I 14 3-1/8 1 5-1/4 1 2 1 1- I 4 1 16d 14 16d I 1085 11235413001 1155 1 HUS28-2 1 HUS28.2 i 14 3-1/8 1 7-118 12 1 - I 6 l 16d 1 6 16d 1625 1850/19951 1810 I 5 (2)2x8 HUS28-21F I HUSC28-2 I 14 3-1/8 7-1/8 12 1 1 - I 6 1fid 16 1 16d 16251 1850 11995 1 1510 HD26-2 I HU26-2 I 14 13-1/8 5-114 12-12I1-1/e Idin trax 8 112 led 4 1Dd 1230 .13N 149a l 780 1 :2035 1222Z 11170 I F2 16 - HD26-21F HUC2;-2 14 3-12 S-7/4 2-12 _ Idm Max I e 12 16d 4 10tl 1230113� IMM i 1490 { 780-1 2085I'22i55-1-1170 1 { 6 H028-2 HU28-2 14 I 3-1/8 7-1/8 I 2-1/2 I 1-118 I Min 10 16d 4 10d 1540 2165 1735 ( 1865 I". 780 - 2430 { 26101 1170 Max 1 14 6 HD28-21F HUC28.2 14 3-1/8 I 7-1/8 I 2-12 I _ Min Mex 10 l 14 16d 4 tad 15M 1 2155 1735J 18651 780: 24301 2610 J' 1170 i I fi - . J ,N528-2;' .+.. WS2B.21;'->I:.. ]B.' I =3=1/8 F 7-1a:.1- -2'.: . t- k' -: . 6. tsd- i C 1 16d..1 �1325 [.1510 1645 1- 1355' $ I-JU5210-2':7 .LUS210-2-'r-.15'I 3-1!8 19-ta'I 'T' I "1 -" B...1 16d I. 6 1 16d 1 18451 210512290I 1980 _ SUH28-2,"' 16 ,I;3-12` r ` ..: .6-1/4 - -2;`..I1-1/8:-r12 `` . J 12.1 k'10d 4 1 10d 1 15M 168511B1s 1 755 1 76d "'4 11Dd 176519151 1915 7,55 ' SUH21 D-z U2t 0-2. _ I 16' - I L.-... 3-7/8 8-9116 2 1-110 .._'- 16 16 'I -: tod -16d'" I 1 6 ' :10d 110d 1200a 1235D 2245 1 2420 1 2fi701 2880 1135 ; 1135 HUS28-2 - HUS28-2 ."I '14 7- LB I 2 1= 1 -) -'. 6 -1 :16d 1 6 -1:16d 11625.1�1850119251 1810 1 HUS28-21F 1 HUSC2B-2 ', ,- -.14. -7-1/B- 12 ..1. [etc. I .6. '.:16d 1;:6: 16d:11625. 1850 1925 1810 I _ I212x10 Ha28-2 '� .. :HU2S-2 - I 14, ''3-1a ]I :74J8 2-7Y2 e Mn 10. t4.1: 16d '4' -J 1 6 d tOd 1540 2155 1735 1856 7N. 24301 2610 1170 " HD28-21F: : �. HUC2B-2:.,:1= 14. �I 3-1f8., _Z-1/8 (2-12 :_=: tan 10 .Jifid -. 4 �i ' tOd. =. ° - 1540 1735{ 1655 Max '14, 2f55 24301 2,901 1170 HI15210-2; :" HUS210-2 1''d4 '1'3.1/8 '.9-1a 1: 2-8" J 16d 1 8--1 16d"1217012"465. 25601 2210'1 . -HUS210-21F -:" HUSC210-2 1 , 14 -1 "3-1/8 I ' 9-1/8- (: 2 ' . I.: 1'-- - • 8 1 16d- I --8- 1116d 1 2170 124651 25M 1 2210 H0210-2. I HU21D-2:' 14 3-1/8 -9 . 212 I _ T1/B't/OO I, I� 14 yt J l6d ,: -6, : 113 IDtl �55124�12�iU1H70 30801 3475 3M 1 :1950 HD270-21F - k HUC210=2 ; ',14'. 3.1/8 { 9 : 2 72I_-_ _. t 15d ' .70 10� 30B71 3475I !&01, 1171 -- - IHD0210.21F- II HUCD210-2 .J _14 I-3-1/41-'A I.3o.11-121 :=.1 12. 1.M 1'6-1 WS3. 31, RI, F32 1) on bads have been inveased 60%fa wind a selsmb loads; no fudher Inurzse shzG be paimided. 2)1Bit sinkers (0.148 dia x 3-1/4' long) may be used at 0.84 of the table bad where 16d cammons are specified. This does not apply to JUS, HA MNS sand rwl hangers. 3) For JUS and HUS hangers: We must be driven at a 301to 45 angle through the joist or b='urto the header to achleve the table loads. 4) WS3 Wood Ssreva are 1/4' x 3' long and are included with HD0 hangers. 5) NARS:10d nails are 0,148' dia x 3' long, l6d are 0.162' cra x 3-12' long. New products or updated product information are designated In blue fmrG Corrosion Finish Fi Stalrdess Steel :Gold Coat MHDG IMple Zmc r w 114 Continued on next page Hangers Face Mount Hanger Gharrfs ��� �{� Jo'�st So:e .` 05P � Stack No. -Seal .: Ref. Na Gauge Dimensions (in)- _ - Faitener S-iedule'^' :.: DF)SP': _AOauabl= Leads Pll ) ::+ a _ . :fief. Headv- .J�:st .: W : H D - A -lduil Mu .9W -Nall :. Nan '- Rau 7: Hoaf ". Uplats 1079E ]15% 123% 160% SUH314 U314 I 16 I2-9Mfi1 1 10-9Mfi 2 I1-1/8 1B I - 18 1 tOd 1 6 11Ddc1-121225012525 f 27251 1135 1 767 6 I10d x,-12' 2545 130DOI 3010i' *1 H0314 HU314 I 14 I 2-BM6I 11-EMB I 2-12 I 1-118 Min I 16 Mex 24 ied B 12 tOdxt-121240,{'4170 '3u 14,70 }443s 44351 2045 l 234s.1 306 tD314G I HLIG314 I 14 I2-3/1fii 11.5M5I 2-12I _ IAin I ifi t6d B 12 1 tedxt-1/2 245S12780}2990I 1251 Max 124 ;3c9514170 4c3s 1200 HD316 HU316 14 2-9/16 13-5M6 2-12 1-1/9 ",In18 led B Iled 12 x1-1/2 277(1 3173}2=aI 40M 1443514435 IBM 12D45 Naz I 26 1 H0316C- I HDC376 1 14 I2-9M6I13-SM6I 2-12I - Min 1 18 I ,6d 12 Ilad x1-12 61az1 25 4005,14435144'5 20Z' :(2)3XB ".(2) H035-2 HUE-2 led6Me%1:4 j 4.1540, S m %710 (}.lin 35f1 0 1,70:a� H039-2 f HU38-2 I 14 15-i/B 16-1/8 2-7/2I 1-1/81 Max 14 is d 6 led 1 7. i 21551 2430I 2y&01 (2)3X70 HD310-2 I HU310-2 .14 15-7/8 I 8 12-12I 1-1/8 Min 14 t7.zz I 20 16d 1I fi 1n0 ,Od T15512430 � 1 � 3M0. 1170 I � 1 1625 {2j3X1ZIH0312-$"> jIIIHU312-2' _ - - f 142930 1"rtfif.la-121�18 " I Min17 Mzz 1. 24 1 : {1ed:,�': 121 l led ' " . , . 1��'I 1 11DuI 1 36'S 14170 4470 1 .2340 .1 (2) 3 x 14 HD312-2 I HU312-2 I I 14 I 5-1/8 to i 2-12 i I 1-1/81 Min 1 16 Max I 24 76d I B 12 1 tOd 1 1 2760 I� I 1 I 369.SI 417014470I 3695 2340 =;1 JUS2fi-3'3 ' - . I LUS26-3 I- 18 1 4.5/B E,° 12 1. 2 1 1 .; �--:-1..4 1 led I 4 .1 . led 110401 1185 12201 1355 1 -P22 .:. I - ..I r5/B. .-.L. .� 2 .. 1 .1'=. L. I 8 1... 8:1 I led I:2 i-' lad '.-1 03011120111551 380` 1 I led I 2 1 "10d' . 1116511165111651 380 6 ..I ._ 31026-3':'; - 9;- `HU263 14- -.i 4-5/81 4-112 2-12 1-1/8� , Min I :8. If MIn 1 ,2 16d 1 ". 1 4 �. 1 6 . , .1123011390114931 tOd -„P50 { 2D65: 780 j 22351 „7D "j 1 S _ H026-31F'_ , ( HUC2fi-3 { 14 I 14 5/8 4-12' I - . 2 121 I� - I F Min { � ll 1 Max 1. 12- ' J6d I .. h4 i e i 0d ' � ; 1230 { 1390 1493.1 � 780 1 1 1850 z0P5 j z235 1,7o 1 JUS26-3 I LUs26-3 1 18 1 4-s/a i 4-12 1 2 I 1 1- 1 4 1 led 1 4 I led 11041 1185 12201 1355-1 JUS26-3 i LLIS28-3 1 18 1 4-EM 6-32 12 1 6 I led 4 1 led 11325 11510 11645 i 1355 SUH25-3 U26-3 I 16 4-5/8 _ a-1/4 I I 2 1 18 f a I tad 1 2 I lad 1103011120111651 380 11155 , 380 1 I I6d 12 1 tOd 7165 11165 H026-3 I HU26-3 I 14 4-5/8 4-12 2-1/2 1-1/8 Min I a lad 4 10d 12301 I-1W 14931 7a0 22351 1170 Max 12 6 IE5012025 (3j 2 x 8 HD26-31f I HUC26-3 I 14 14-98 14-1/2 2-12 - Min 1 8 led 4 1 10d 1230 1 1390 11493 1 780 . 12235 (1170' " Maz 1 12 6 1pyJ 12°` H028-3 I - i 14 I 4-52 6-3i8 I 2-12 I i-1/B I Min I 10 led 4 16 -j 1 lad 1735 }1865 I 780 ' 26101 1170 . Maz 1 14 al T,551 2430 HD28-31F I - I 14 14-5/8 16-3/8 2-12I - Min 10 led 41540117'� I led 1855I 7B0 2610 1170 I Max 1 14 6 .2155I 2430 JUSZB-3..'C;! W528'-3::: :'.18�14-5/8F 6-3/8 .: 2 1-'1- `.fi16d-'141' led . 1132511510 1645 1255 . ' JU5210-3:"' -`?. Utszo-3'.) `78 1 4-5/8.1 6-'J8" 1. 2' 1�'L I -'.I a. I ted- 6 ' 1' led '11&451 Z1051-2290I 1980 -SJY,210-3:14 - HD25-3 -: - . 1 - .' .. I'.: - . 14 I I I _. 4-5/8 I _ 6-3/6 I•.: : -2-12 �': -'1-7R I � Min 1 10 Jdaz 1° 44' 1 10i:{ 6' 1 lad ' 11750195512120{ 1125' 1135 780 1 2fi10 1170 , '76d _. t6d 1 '... 1" 6-. 4 1 tOd .� }a gd 1 1 2050 233512520/ ,540 17351Y865I 6 21.:01 2430 (3)2X101HD29-31F I I. I'74.I.4 �l8I 6-3/8 �212-_J7irsI.14 II2-12 t6d. 6 ..J ad -.}273 INS 1170- 430.12610I HD210-3 HU210.3 "I 14- 4-52 8-114- - 9-7R - Mid -'14.- 'Max 12110 '� + ` 6 -Y`._ -10d .. ZIES 2430 26101 1170 I3080:I 3476"375.I1960.1 HD270-3IF FNC210-3 '!. 14 I I �5/B 18-714 2,2 ' F Mm I" 14 Max 1 w - ., d B'i ,ad .' 2i5 2430-261p 1' 1170 7 1a 1 3080 1347s. 3rt5 19M S HOC210-31F .' I HUCO21.0-3 -14. 4-5181 9 -I. 3.'-1-1 .•- "-1'12 WS31 6.1- WS9 15015.1 B590 -5590I 2975 31, Fit, f32 S a w 1) Uptih bads have be mueassM 60%forwmd or seismic loads, no further mveass shall be permitted. 2)16d sinker(0.148 da.x3-1/4'long) maybe Iced at0.84 of the table load wbsR led commmm are sPr.:11-1 This d0sSnot aPPI JUS, HA IJUS slat nail hanger. 3)1V93 Vinod Stews are 1/4- x 3- lard and are Included with HDO hangers& 41 NAILS 106 nets are 0.148' c9a. x:i brig, 16d nails are 0.162' dla x 3-12'hig. New products or update pmduet mforma5an are designated In hfue fimL A Corrosion Finish HStalnless Steel E.Gold Coat e::HDG Wripie Zinc �x w .? Continued on next page 117 118➢D8r5 Face Mount Hanger Gharts iTW _ -. Joist Sim - Snick Na JUS46 I S17H46 I .v Aet.No, LU546 I U46 Seel Dauge 18 13-5/8I 16 13-9/161 ,-. - Dimmmom[in) Fzsten:i S:heduleg?! C. .➢F/S7 .:.: Allowable :) _ - Code "t Rel. -N6rJ IAaz 'Oty 4 _ 10 I 10 'tst -- Jd _._ W H'. 5 4-13116I D 2 1 2 I A 1 I- 1-1/81 .-Nail 16d 14 iDd QtY I 4 :` •� �Nal: . 16d 1.1D40J'1785.112M 10d f -Rau 'i, Rodf..; , UpfifP 100% 115% 125% �1fi0% -n v_ 11.135S: 125011405 11EI51 7-`5 :1 16d I 4 1 10d 1,14701167D 118001 '755:1 4x6 7faw 1 H'J54617 I HJS46 I HUSC46 14 13-Sm 14 13-S/eI 1 5 1 5 1 2 1 2 1 1- 1 1- I 4 I I 4 I 16d 14 16d 1 4 1. 16d . 110351'12: 16d 1a65s 1 13031 -1155-1 I°az35I 13D011155.1 HD46 I HU45 14 13-9/16 5-tflfi 2-12I 1-7/d Idin 6 16d 4 y 110d1230 1390I: 1490'I. 780' M 172 :18.i0I Mi 22351 1170 HD46F HUC46 14 i 3-9/7fi 5-1/16 2-12 _ Idin I 8 t6d 4 lOtl 1230 I'13M 114901 MI. - tAax 12 18SO 1 20H { 2236 1 1170 - ; . �:. JUS46" • '-( 'JUS48 .' ..-j SJ46,. ... H1548- %: -. 1J845.' -j OS48.'-1:08 H11546'; ,1 HJSC46 '} 1" H0.�48 "! ",e 13-5l8 -1. 14 .I:3•SLB r14.:1 14-13-5/81 i 3.5lB 3-SIB ._ 5 I 1r.7/8 1 1 -: 5: 1 _ 5': 7-.= I. 2 1 2.' 1771'.F7.1-6 f 2 .1'-1-' l-2 ,.:�1' 2. 1 , :-1 7I ..-• }.4 1 1 i:1700 - : 4. I''76d - '- 4 1.-06d - 6 '16d 1: 16d l'4. ]1O6dd 4" -1 1 - 16d';. 11040111H5112201 16d -A 1-55' 9 1325 1 ]g1D.I 1 645 1 1255 125014M 1S76755. 1-::4-T-..Iod I:=q.:Y': 1 1 16d I':.6:..1 {.: 4:. 7iid " :16d %. ="`16d; 1'1162511 14704 1670 1800'I 755 I 85 12'SI13D0I 1155 1 70551123511300 11 55 I B50119351 18,0-1 HUSCBG -. 2 i- 1 I":- 1 6 1' led 1 6:1 :16d- I IbzzI IE50179% 1570 I 4xe! ...'I �.. - 1•,t 1 HD4fi _ 1!'HUSC48'.I HU46 "=�;' ftt J4_ i 3.9/16 :.S-tA6 1.2-12� 1-1/9' _, �n I 8 -t6d •-. 4 H_ 10d - 123011390114901 780 tAez 12. i 12501 2,25 1 2235 1 1170 . - HQ45U. 1 HUG46 14' 3-9pfi1 51A6-12-1/21 -- • _... tAin 1 .9 fAax 1' 12 I 16d i 4 1 e 7{ :10d .- I .. m 1123011390� I1493I 7ED70 5, R5, E 7950 ! 2085! ZZ'S 1 11L . -,. {HC48':HU49�. . .. .'. I.. 14 3-9d6 6-15/76 ..-'I 2-12I ,.1 -1-VB, .... tSin ' 10,. td2x1141 ,6d 1 4- { 1Ud . '-115401,rS 118651. 780_E �SnI2430.126;01: 1170-E F2 1.. -.E JUS48 .:._--�... FIU^,/A -. -• .i I LUS48 14 ..: 1 18 13-9116 I... 1 3-5/8 6-15he •: 1 1-7/8 2-121 1.. .1.. 1 2 . 1 -I 70 -Idax 1416 I- 1' 6 - .1� 16tl L 4, 14 lad. 1 1 16d i,5401 7rS i 18%s I 780 " 215512430 113ti 151011645 1355 JUS410 LUS410 I 18 13-5/e 1 8_718 2 I t - I B I 16d 6 16d' 1 tes5'1 2705. 229a 1980 - ISUH410 L1410 ! 16 1 3-9716 1 8-3/8 I 2 I 1-1/8 1 - L6 1 16 1 10d I 6 1 Igo!1 203012245 r 24201 1135 1 16d 16 1 10d 12350 j 26711-I 29801 1135 HL548 I HUS48 1 14 1 3-S/8 1 7 1 2 I 1 (- 1 6 I 16d i 6 1 16d 116251 1850 ( 12251 1810' I HUS431F ! HUSC48 !__14 3-5/8 7 12 1 1 - 6 16d 1 6 1 16d 118251 185011225 I'1810. HD48 1 HU48 1 14 13-9/161 fY15l16I2-121 1-7/8 16d 6 10d 780 Ma 1 14 2155124M 26101 11M 4x10 1 1 HD48F I HUM I 14 13-911fi 6-15p612.121 - Min 10 t6d 4 10d ism i 1r5 1865 780 Mae 1 14 1� 2155 2430.126101. 1170 1 HUS410 HUS4101F HD410 I HUS410 1 HUSC410 I HU<10 1 14 1 14 14 1 3-5l8 1 3-5/8 3-9/16 I 6-7l8 1 8-7/8 8-13116 1 1 2 1 2 2-12 1 1 1 1 1 1.1/e I 1- I B I- 1 8. fAin 1 14 1 16d 1 1Bd 1f� I B e 6 10 I N I 16d 10d 121701 24651 25501. 2210: 1 Z1701 246S 2660I. 2210'! 2155I 2430 1200 1 1170 fAzx 1 20 3060 1 347S 1 11 11 1950 ` HD4101F I HUG410 14 1mil6l 8-13116 2-1/21 - Min 14 16d 6 10 10d 2155 243D 1287➢ I:' 1170 Mac I 20 3OW .3475 457 1.75 1 HDQ4101F I HUCQ410 I 14 13-9Afi1 9 I 3 11-12I - 1 12 1 WS3 6 1 WS3 150151 593j es3'.I I 131, R1,F32 1) Uplift loads have been increased 60%tor wind or seismic loads; no further lose shaft be psrmitfed. 2)16d sinkers (0.148 dia x 3-1/4' Fang) may be used at 6.84 of the table had where 161 commons are specified. This does not apply to JUS, HUS, MUS slant naft hang 3) WS3 Wood Screws are 1/4" x 3' long and are induded with HDO hangers. 4) NAILS 16d nails are 0.148' die- x 3" long, 16d Bails are 0.162" dia. x 3-12' long. Nev products or updated product itilormatim are designated in blue font Cormsion Finish Wtainless Steel 06old Goat 5HDG QTriple Zinc 119 NZ �2=-k1I1qa!� r MUM ORAOEOF LUMBERChord 2x4 SYP #I SPF' Jll/fl2 o��he0arChore( 2xO(•) Oil 2x4 SP qRN on SPr 81/12 or War Wehp 2x4 SYP #0 Dr bollor (•)•u3 MAY DC nIPPEU rnOM A 2xa. (PITURED On SQUARE) (••) Amon EAOR VALLEY 70 EVERY sUPPOR11NO TliUne. Wlnh (2) lad BOX (0.10o- x 3.0 NMIS IDEVWILEU FOR FaI C in . ASCE 7-10 _ MFAN RejoRr. CNCLUSM vuRDUIO. E%P. 0. P MUMC4V. WIND TO DL-U PSK ' CUT FROM 230 Oil IAROED AS REQUIRED 4' '0" Max 1.a, tn4 /.+ W-0" Max I r-+ 6'—O"Max 20'-0" Max SUPPORTING TRUSSES AT 24- 0.0,'MAXIMUN SPACING, SOUTHERN Fort PlercE TRUSS 2990 N. IOo; ST DUTTDM VALLF(. UNLESS 7PECIFlED UN DTOiHEER'S SUIEU OESInN, MPLY 1n' 'r—DMOE, DOin LENUTI 14F WEp YN;.CY lqM. SNAE D �DQIx9 AITD OMDE OR nE'ffEn • ATTAQIIf.II WITH Ild RUx lO.1 fa`) NAILS AT U OC, ON OUMINUEUS U7 EML DMUINU, EQUALLY SPAL' FDN YL IWL VALLEY WEDS GREATER TIW1 Y'—a'. MARMUM VALLEY VERTICAL IIEmNT MY NOT EXCEED 12'—O', TUP P.IIORD OF T/R�USS, DENIZAW VALLEY SET MUST DE BRACED WITH'INUTALjII116rye1AQNE0, MTEO 911FADIINO MDM PrNOR TO VAllX1' TRUSS Ule onRUNs AT 24. OD. OIL AS 0111ERIVISE Gnaw oil ENDINEEns' smai DFsion ff U OE" ill UEV OF PURUN SPN ACRIU AS SPECIFIED O MCd1EESEALED -0E t"•) WENUT11AlI11ETIVALLY q IMUREDF FLONO INN SLUPa0OF TIOEROUPFCn1U^TRUSS (+e) 1ABQER SPARS FV,Y, BE QUILT AS LOW A5 T.ME VERTICAL HEIONr DBEs NUT EKQEEU 12—U. BOTTOM CIIURD MAY DE SQU611E OR PIR:IIEB CUT AS SROWH. curnD �> DITTIONAL STUD END VEIMCAL Vv CI F—' I� T 1; �1 Elea9on kmdp9 le nol The yrly of oponli huse 1 9ner, pule Mania ndr hose l;hlkolo6 PeliaD lu9n Trials am oaulkneJ to seek More edd;I R9onlinmellon hm;ln9 B9J;h le olaup lequhed In Tyrrell II 61VIB101-1 and dinnnokq Ling aMalloD; OW ppl loin hmrind xhkh moy to Oqv In IImoy epeMao appPnallou. See'BC51-01 SummorY elicit lMmnenla0 and naaq L 4pDt' 110:01 IN hondullh kulaNn9 R Enolnp Metal Plate uroplad flood Irualu 72 A04-4100 Tmner all In be umled and IMTened To Toted In a eho'ghl end PWI, I 9—am0 Them no ehloTlay h uppPRIJ dhedy la Ike top ;boob They Ihaq be bra� Ip¢NId on Via Luse dml9R IN"" Ikn9 he lmndle Ah reamaWe ame 1 9 leMorald r. I ornDNnL tnP JUNT DETAIL . FRAMINO TO LL 20 20 PNF TO DL 10' 16 PSF DC DL 10 10 PSI' DC LL 00 n0 PSF TOTAL LOAD 40 46 PSF hUW;ikYi IXIDR 1.25 1.26 c J O HF N DFL �C j v SPF HF co o o C7 U SP DFL + En c3 SPF IE O HF o cy SP DFL ,— Fa MN. 11 i� Fries I r,crn i 1 2`7 C)<POSURC A Mo. REFER TO CHART ABOVE FOR MAX CABLE VERTICAL LE 1 �liwl nul as nspun"Iq sIUms p,nsne and➢I�Immes, ms SOUTHCRIII Por2.,p�N. ice Divlslon mYyau,"ummcl IcP➢hmd Tl�USS Fvrl 1'Inrey F1F too( duVom )ne,N on 1s 6 COMPANIES DOu 172-05772)464-41 uO t . 0D ) Fau(772)6 D—O",tl ahery Ile ,Ilssll. . ,se0sn Iv I,m It p SpoOloe ❑nd gnQV? A 1r,IM I lr D,ADLE 1RU55 DETAIL NDIEUl LIVE LONI DEFLEONCH CRUERIA Is IIZ40,, CUNNTINUU UZA"U'+ `6 PSI, iOnDEAD LOAD). Imu END surrur.RN IW room 4'—u" Oup-ou Eng YnL —u OvmliAHUX to A Aull F1.1 '�.", DRAUE WIIN tuu lulna. e FUIIENI Ii/7 L "RACE "PACE NNlB AT 2" "C. .) pOR ,', U,ql N%!5I SPACE "AU AT "OIKEN yEDD. I 10" !N .ZONES AND D' OD. DL1W!!N ZONES' MEMUEII lIIIU MU 9E A 611NN1uAl OF sox or Ta" e7. 11D�A FJ'I1 P 1 NO Op u E8B in h—II 1nM1 Dil 2Nu "IlDhien 4NN,h-0", oUi 2nh LESS 71"ul 11 —tl' 2.m,+ enEAi¢n I t -u PGE SPIJUE Mo I11-SPUTE"., D 1 6, )mnal, s➢II nmunubR ems Mmdmun Tutu] Loud GG PSr shArwc AT 2h" O.c. -Fypiqed Pig gy;Rp MINIMUM GRADE OF LUMUER Top Chord 2x4 SYP 82 , belle' Oat( Chord 2x4 SYP d2, or Mica., Webx 2x4 SYP III or batter REFER To SEALED DESIGN FOR DASHED PLATES SPACE PIGOYDACR VMCALS AT 4' OC MM. TOP AND DOrTOM CNOnD SPUCES MUST DE STAOCENED SO THAT ONE SPLICE 13 NOT DIRECTLY OYEII ANDIREN, ATTACII PUnUNS To TOP OFFIATTOP CHORD, IF PIOOYDACII IMAY REOAPPPLLIED OENEATI� 711E TOPOCIIURD100F supi oftTino Wfu55. nEray To vnonMifa SEALED bmlon FOR RCOUIREb PURUN SPACING. TIIM �VETAL LS APPU=LE FOR TIE FULLOWINO WIND CONUMONS' L&—MPII WIND, Jo' MEAN IIOT. ASCE 7.10 CLOSED OWO. LOCATED ANYWHERE IN ROOF, 1 MI. FROM COAST CAT 1, ExP C, WIND TC 13 r 11 PSF. WINO no bL". PSF 140'MPII WINO. 30' MEAN HOT- FOC2a10 ENCLOSED OLDD. LOCATED ANYWHERE IN HOOF WIND IC DL-G PSF. VnKU DC DL-D PSF. WED BRACING CHART WED LENGTH REQUIRED BRACING 0' TO 7'9" NO BRACING 1x4 'T" BRACE. SAME ORADH, SPk`CIES AS WED 7'0" TO 10' MEMBER, OR BETTER AND 007 LENGTH OF WED MEMBER. ATTACH WITH Gd NAILS AT 4" O/C. 20"Y' BRACE. SAME GRADE, SPECIES AS WED 10' TO 14' MEMBEROil D 809 T OF EO �WITH EII 116r1 MEMBER. ATTACH NAILS AT 4" O/CH JOINT SPANS UP TO TYPE 30' 34' 3B' 52' A 2x4 2.5x4 2.50 3x5 B 4xI3 5x6 5xD 5x6 C 1.5x3 1.5x4 1.5x4 1.5x4 D 5x4 5x5 5x5 5xG *ATTACH PIGGYBACK WITH B"xEIx1/2" CDX PLYWOOD WITH 4—#Ud NAILS IN EACH BOTH FACES ® 4'—U- U.C. MAX. 60 VW/ a r- r--L T e--e jZ—; ❑edlan bmcing U not Iles nepon'Th llg of Inay designer, Plate r our busy lubrkutu6 penuna Imuling bueees we caulloned to eaek Eddie regunMLRdlon bmdng which le Diggs Iequlrtd la PRI End dominoing 3uIng errdloR and ppemunenl Tracing ddoh muy bi epadbe Eppikallone. See 11CSI—DI Smumry yheel Comaenboy call dollaus for hmdrulg, kuleping A Trucial meld pkle eomad d Rood 1 Twice on to Te tleoled and ludened in Inclined In E ybolghl and p diem no dRuOng Is gmGed dlredld to the lop diode, VaeJ chop epeclgad on lhy ruse design. Trusses chop be tllc TM lemmrvbb "nNboo Is poem knoge. Ede Maxlmun Loading 55pnf at 1.33 Duration Factor 50pof at 1.25 Duration Factor 47pof at 1.15 Durallon Factor SPACING AT 24" D.C. L-B RACE DETAIL Nailing Pattern . L-Brace size Nall Site . I NaR Spacing ix4or5 10d 8no.c. 2x4, 6, or 8 18d 8" o.c. Not--: Neil along entire length of L-Braca. (On Two-Ply's Nail to Both er=s): : ' ME \ Web L-Brac=_ must be same species grade (or better) as web member, Note: L-Brcing to be used when continuous 1=te al bracing is impractical. L-brace must cover SOM-ofweblength: ' L-Brace S¢e for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Ste 1 I 2 2x3 or2x4 I 1x4 2x6 116 ^� 2x8 I 2xB I "' — DIRECT Su65TUL T 10N NOT AFUCABLE. L-Brace Size for Two -Ply Truss Specfied Continuous Rows of Lateral Bracing Web Size I 1 .2 2n3 ar2x4 2x8 Et;� — DIRECT SUSS TRUTI ON NOT AMICABL. SCAB -BRACE -DE I AIL I ST - SCAB -BRACE Note: Sib -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of veab +I- B". THIS DETAIL IS NOTAPLICABLEWHEN BRACING IS REQUREDAT`113 POINTS OR BRACE IS SPECIr ED APPLY 2x SCAB TO ONE FACE OF WEB V TrH 2 ROWS OF 10d (3"X 0.131'1 NAILS SPACED S-O.C. SCAB MUST BE THE SAME GRADE SIZE AND SPECIES (OR BETTER) AS THE V%EB. �\ MAXIMUM WrB LEND H=.IZ- 25001bs tvtAX1MUM V�B LENGTH=�12'-0" SCAB BRACE 2x4 MINIMUM Vr&B SIZE• MINIMUM VVE3 GRADE OFr3 Nails / Sermon Detail scab -Brace \ Web Scab -Brace must be same species grade (or better) as web member. T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / ]-Brace must cover 900% of web length. Note: This detail NOT to be used to corWert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size I NaIlS¢e Nail Spacing 1x4or1x6 rod 8'o.c. 2x4 or 26 or 26 16d 8' D.C. Note: Nail along entire Length -of-Brace ! I-Brace (On Two-Plys Nail to Both Plies) . . alternate position Nals Section Detail T-Brace web alternate position Nztis� we5 1�J I� Na'Ls/ SPACING Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size' " I 1 2. 2x3•or 2x4 1x4 (') T-Brace 1x4 (') I -Br. 2x6 1 1x6 M T-Brace 2x6 I -Brace M I2x8 T-Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 12x4 I-Bracs 26 2x6 T-Brzc-- 12xB I -Brace M 2x8 T-Brace 2x8 I -Brace T-Brace / I -Brace must be same species and grade (or better) as web member. (7 NOTE: If SP webs are used in the truss, Ix4 or 1x6 SP braces must be saes I-B race rated boards with design values that are equel 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/t For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-BraceA ion toss russ ype y Classic 2Car Marlin Al Roof Special 2 1 Job Reference (optional) RUna.D1Ve NUgg ISLUIY YOOC b.JIUSHUg13ZUIYMIICx NaU5Ne5,lO0. Sa1NWIbUf.SLai 1U19 Ydtfel ID:ig2drW Pb5KgOz?ObVx9ugaytsfZ-0gxjuUUJNHmdcDAoK5UJ4h8SLgpDgxDNAuOEdzylhBk--- 7-8-15 7-8-15 136-21-121 I 6-2-3 1 25 -11 8-00 I 2-0-122 t':2 368-025 1 3 -3-9 27 4-0T 2-8-0 6.0D 12 3 i Dead Load Defl. = 1/41n 3x4 G 3z4 2 4 2x6 = NOP2X STP= 45 C 46 = 5 1 ryr3 yy 8x8 C 5 27 �J yy6 4x5 ` ;ag1LL 7 5 B ; �BS � 82x6 II 19 77 14 _ B 1 9 18 16 15 to 23 3x5 = 3x6 = 3.8 = 3z4 = 16xB = x4 11 10_ Ig Y 13 12 2x4 I I NOP2X STP= 20 11 2x4 It 2x6 II 2x4 It 7-8-15 13-11-0 20-1-3 25-0-11 28-0-0 32-0-12 34-0-0 36-B-0 7-8-15 E2-2 5-3-9 2-]-5 4-0-12 �L113 9-8-0 Plate Offsets (X,Y)— f1:0-1-8,0-i-81, f6:D-3-8,Edoe] f8:0-6-0 0-2-81 f9:0-2-12 0-1-01 f11:0-2-8 0-4-01 f14:0-5-12 0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.23 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.42 14-15 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(CT) -0.23 23 n/a n/a BCDL 10.0 Code FBC20177fP12014 Matrix -MS Weight: 290 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x8 SP DSS BOT CHORD 2x4 SP No.2 "Except' 33,B5,Fl: 2x4 SP No.3, B6:2x6 SP M 26 WEBS 2x4 SP No.3 *Except' W7: 2x4 SP No.2 OTHERS 2x6 SP No.2 LBR SCAB 6-9 2x8 SP DSS one side BRACING - TOP CHORD Structural wood sheathing direc0y applied. BOT CHORD Rigid ceiling directly applied or 5-10-1 oc bracing. WEBS 1 Row at midpt 2-16, 4-16 REACTIONS. (size) 9=0-8-0 (min. 0-1-8), 23=0-8-0 (min. 0-1-8) Max Hor49=-353(LC 9) Max Uplift9=-450(LC 9). 23=-395(LC 8) Max Grav9=1630(LC 1), 23=1625(LC 1) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1721/462, 2-3=-1664/585, 3-4=-1656/556, 4-5=-2444/755, 5-6=-3318/1037, 6-27=3519/1081,7-27=-3622/1066,7-8=-0740/14T7,8-9=-719/129,19-23=-1625/395, 1-19=1552/429 BOT CHORD 17-18=-342/1442, 16.17=-342/1442, 15-16=-679/2120, 14-15=1030/2913, 5-14=-270/835, 10-11=-1702/4511, 8-10=-1702/4511 WEBS 2-18=447/217, 3-16=-332/1011, 4-16=-1106/513, 4-15=211/743, 5-15=-1008/447, 11-14=-1159/3221, 6-14=-519/226, 7-11=-1295/538, 7-10=-17/287, 1-18=-355/1489 NOTES- 1) Attached 9-10-2 scab 6 to 9, front face(s) 2x8 SP DSS with 2 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.except : starting at 3-6-8 from end at Joint 6, nail 2 row(s) at 2" o.c. for 4-1-9. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=160; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 9, 23 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except 0t=1b) 9=450. 23=395. LOAD CASE(S) Standard Qj/z GENSs KZ / 51 PE 76051 \1i STATE Job Truss I russ I ype Cry Ply Classic2Car Marlin-0 A3 Roof Special 1 1 Job Reference (optional) 5'umem,INs9, YL Yieme, tL., 399S1 _ _ J _ _ _ Run: a Au32019 Pnnt 6.310 s Aug 132019 Mel, Industries. Inc. Salrlov16W:52:322019 Pagel ID:ig2d NPb5KgOz7ObVx9ugaylstZ-vOV55gUx8auUEMl7up7Ycvhd737jZNNXPYIOAPyIhBj- 7-8-15 73-it-0 I 20-1-3 21-11 I 30.6-e i 36-e1 7-&15 6-2-2 6-2-3 5-3-9 5-7-73 6-1-a NOI 4x 17 5x5 = 2x4 II 4x5 = 7-8-15 13-11-0 20-1-3 25-0-11 30-GB 36-8-0 7-e-15 I 6-2-2 6-2-3 i 5-3-9 5-1-13 6-1-8 Dead Load Deli. = 1/4 In TP= Ig �y Plate Offsets (X,Y)— I1:0-1-8,0-2-01, 19:0-1-12,0-2-01.111:0-5-12,0-3-41,116:0-3-O,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In floc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.21 11-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0,3911-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) -0.16 17 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 2361b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W8: 2x4 SP No.2, W1: 2x6 SP No.2 REACTIONS. (size) 8=0-8-0 (min. 0-1-15), 17=0-7-12 (min. 0-1-8) Max Horz8=-353(LC 9) Max Uplifl8=458(LC 9), 17=-398(LC 8) Max GravB=1640(LC 1), 17=1640(LC 1) BRACING - TOP CHORD Structure[ wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-11 oc bracing. WEBS 1 Row at midpl 2-13, 4-13 FORCES. (lb)- Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1738/468, 2-3=-1686/592, 3-4=-1678/563, 4-5=2493/771, 5-6=-3350/1047, 6-7=3436/1027,7-8=-3176/868,16-17=1640/398,1-16=-1567/431 BOT CHORD 14-15=-347/1458, 13-14=-347/1458, 12-13=-691/2162, 11.12=-1064/3016, 5-11=-228/757, 8-9=-1040/2771 WEBS 2-15=-053/219, 3-13=-338/1030, 4-13=-1139/523, 4-12=226/785, 5-12=-1085/474, 9-11=1047/2779, 7-9=-59a/317, 1-15=36011506 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at jolnt(s)17 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 8=458, 17=398. LOAD CASE(S) Standard GENS�\��i� -J� i� PE 76051 1 / STATE ��ORI� J///ss!ONAL le \\\\ pal Job Truss i toss I ype Ury Ply Classc2Car MarlIr4 A4 Roof Special 1 1 Job Reference (optional) 53.M.m nuns . rt. Y,ema, YL".1 - NOF 4x! 19 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017rrP120.14 LUMBER - TOP CHORD 2x4 SP M 31 'Except' T3,T4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 -Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W8: 2x4 SP No.2, W1: 2x6 SP No.2 3.6 = 2.x6 11 3x6 = 20 II 45 = Dead Load Dell. = 114 in CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TC 0.59 Vert(LL) 0.23 13-14 >999 240 MT20 2441190 BC 0.84 Vert(CT) -0.43 13-14 >999 180 WB 0.63 Horz(CT) -0.17 19 n/a n/a Matrix -MS Weight: 234 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-74 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. WEBS 1 Row at midpt 2-15, 6-15, 7-14 REACTIONS. (size) 10=0-8-0 (min. 0-1-15), 19=0-7-12 (min. 0-1-8) Max Horzl0=-337(LC 9) Max Upliftl0=-450(LC 9), 19=-382(LC 8) Met Grav10=1640(LC 1), 19=1640(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1729/435, 2-3=-1694/551, 5-6=-1685/537, 6-7=24871743, 7-8=-3352/1019, 8-9=-3438/999, 9-10=-3175/850, 18-19=-1640/382, 1-18=-1567/415, 3-4=.1450/519, 4-5=-1450/519 BOT CHORD 16-17=-315/1443, 15-16=-315/1443, 14-15=645/2143, 13-14=-1027/3026, 7-13=2201752, 10-11=-100712770 WEBS 2-17=440/202, 4-15=-280/889, 6-15=-1049/476, 6-14=-234/810, 7-14=-1121/486, 11-13=-1012/2772, 9-11=-595/307, 1-17=-322/1481 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16R; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Bearing at joint(s)19 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift aljoint(s) except Qt=lb) 10=450, 19=382. LOAD CASE(S) Standard IVI . S� PE 76051 - ro STATE Job I was Iruss ype ty y classic2car Matlin-4 A5 Hip 1 7 Job Reference (optional) _.Syumem Truss, FL Pierce, FL, 345bl _ - _ _ RU-8.31U5 AY 131U1e PtlnG tl.3105Aug 133U19 MIIeKIn0Y5VIes, In0.5at Novlti Ul:b2:3G2Ul9 Pa el ' ID.I�drWP�b5KgOz?OhVz9ugaytstZ-rPdrWWWSgC8CUgvNODIOhKmzltoZlHvpssEvEly?hBh' -12 12-1 ~1-2-72 I 862 I332-51-6 70 I 368-0 -6 450 6-61 5 NOF 4xt 18 Sx7 = 5x5 = 2x6 II 6x8 = Dead Load DeO. = 3116 in 6-2-12 12-2-0 15-8-0 21-2-112 28-e-2 36-8-0 6-2-12 I 5-11-0 3. 5-6--11 12 7-5-e 7-14 " Plate Offsets (XY)- fl:0-1-12 D-2-Ol f3:0-54.D-2-81 14:0-2-80-2-01 f10:0-0-0 0-2-41 (11:0-3-00-1-41 (12:0-5-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.15 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.35 10-11 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.98 Horz(CT) 0.14 9 n/a n1a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 253 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3'Excepr Wl: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-11-2 oc bracing: 9-10. WEBS 1 Row at midpt 2-14, 3-14, 5-13 REACTIONS. (size) 9=Mechanical, 18=0-7-0 (min. 0-1-8) Max Horz18=337(LC 9) Max Upli*9 449(LC 9). 18=.382(LC 8) Max Grav9=1640(LC 1), 18=1640(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-1613/381, 2-3=-1719/477, 3-4=1590/528, 4-5=-1878/535, 5-6=2613f709, 6-7=-2722/679, 7-8=-2966/815, 8-9=-3190/879, 17-16=1640/382, 1-17=-1583/406 BOT CHORD 16-17=-185/473, 15-16=-229/1369, 14-15=-229/1369, 13-14=-130/1440, 12-13=-328/2342, 5-12=-139/692, 9-10=-715/2814 WEBS 2-16=586/274, 3-13=-216/532, 4-13=-134/516, 5-13=-112l/484, 10-12=589/2577, 7-12=-3461272, 1-16=-408/1505 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; 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 live loads. 6) Refer to girder(s) for truss to truss connections. 7) Bearing atjoint(s)18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Gt=lb) 9=449. 18=382. LOAD CASE(S) Standard PE 76051 `} r STATE ` 4C, o russ Cuss ype y Classic zeal Mar11n4 A6 Hip 7 1 Job Reference (optional) 5 uNam Truss , Fc Pierce, FL, 34951 5.7 = 5x5 = 2x6 II 6.8 = 5-2 10-2-0 l I -62-2 2 36-L-6 70 1168-0 281-045-2-1122 7 Dead Load Defi. = 3/161n Plate Offsets (X,Y)—fl:0-1-12,0-2-01. [3:0-540-2-8] I4:0-3-00-2-81 f10:0-4-00-2-01 M1:0-3-00-1-01 I72:0-5-8Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.14 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.34 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Hom(CT) 0.14 9 Na n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 246 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD T2: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2 *Except' B3: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 *Except* W7: 2x6 SP No.2 REACTIONS. (size) 9=Mechanlcal, 18=0-6-14 (min. 0-1-8) Max Horz18=-319(LC 9) Max Uplift9=-437(LC 9), 18=-361(LC 8) Max Grav9=1640(LC 1), 18=1640(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 1-2=1486/328, 2-3=1725/422, 3-0=-1835/548, 4-5=-2110/582, 5-6=-2599/678, 6-7=-2713/648, 7-8=-2968/791, 8-9=-31881853, 17-18=-1640/361, 1-17=-1588/381 BOT CHORD 16-17=-159/448, 15-16=-202/1264, 14-15=.182/1470, 13-14=-182/1470, 12-13=-294/2319, 5-12=-157/654, 9-10=-691/2812 WEBS 2-16=-703/262, 2-15=-157/395, 3-13=236/624, 4-13=130/557, 5-13=-951/431, 10-12=-582/2561,7-12=-363/283,1-16=-364/1463 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 7-0-8 oc bracing: 9-10. 1 Row at midpt 3-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; 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 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 nonconcurrent with any other live loads. 6) Refer to girders) for truss to truss connections. 7) Bearing at joint(s)18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=1b) 9=437, 18=361. LOAD CASE(S) Standard 0\`111111///�/ �. CENS-���� PE 76051 . - � fi � STATE i04 O_R _�9 NAL Job I was Irusaype y Classic 2Car Marlin-0 A9 Hip 1 1 Job Reference (optional) 6..Mfim lms ss H. Vierce,lL.�9ae>t�-. ._-- Run: NOF 2x4 t�l 5x5 = 3.4 = 5x5 = 2x6 It 79 8-2-0 14-0-12 -8-0 21-2-1 28-8-2 36-8-0 a9A S'I n.'19 I S7d �1.R-19� Dead Load Deft. = 1141n to Y Plate Offsets (X.Y}- [3:0-2-8,0-2-41, [5:0-2-8,0-2-4], [11:0-2-8,0-2-41, f 12:0-3-0 0-1-41 [13:0-2-4 0-4-121 [17:0-2-12 0-2-01 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in floc) /deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.14 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.39 13-14 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.16 10 n/a n/a BCDL 10.0 Code FBC2017/TP12Q14 Matrix -MS Weight:2441b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except' W7: 2x6 SP No.2 WEBS REACTIONS. (size) 10=Mechanical, 18=0-6-13 (min. 0-1-8) Max Horz 18=-300(LC 9) Max Upliftl O=-423(LC 9), 18=-338(LC 8) Max Grav10=1640(LC 1), 18=1640(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1679/382, 3-4=-14481371, 4-5=1993/513, 5-6=2675/780, 6-7=-2604/637, 7-8=2717/608,8-9=-2975/757,9-10=-3207/833,17-18=-1640/338 BOT CHORD 16-17=-216/1087, 15-16=-319/1993, 14-15=319/1993, 13-14=-246/2058, 6-13=-420/324, 10-11=-679/2834 WEBS 2-16=-169/597, 3-16=-51/428, 4-16=922/310, 4-14=-56/320, 5-13=464/1157, 11-13=-542/2605,8-13=-371/291, 2-17=-1761/466 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-1-9 oc bracing: 10-11. 1 Row at midpt 4-16, 5-14, 2-17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh, BCDL=S.Opsf; h=16ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)All plates are 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) Refer to girder(s) for buss to truss connections. 7) Bearing at joint(s)18 wnsiders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Ql=lb) 10=423, 18=338. LOAD CASE(S) Standard i PE 76051 \� STATE* /`,/ONAL Job I russ I toss ype Uty my 08ssi02Car Martino A8 Hip 1 1 Job Reference o [ional 5(,ylNerp Tjll;s„ FL_ Pierce,,F.LM9.51__ _ ttun:a.31us AUB13201e Me n.:llusAug 132019 Ml I eN Inaustnes, Inc. bat NOV It ul:aZW Lul a rae1 ID:ig2drW Pb5K90z?ObVx9ugaytstZ-F_I_8YY4y7XmL8dyhMajJyOWS4pLEeKGZgTZrcy hBe_ 6-2-0 13-M 21-2-12 21-M 28-10-12 36-8-0 6-20 1 7-5-6 1 7-6-6 0!55-4 7-2-12 1 7-9-0 Dead Load Dell. = 114 In 5.7 = 6.00 12 2x4 II Sx8 = fq fe - 0 26 = i1 10 9 U5 = 3x4 II 6x6 — 4x6 = 6-2-0 13�-6 21-2-12 28-10-12 36-8-0 6.2-0 I 7-6-6 i 7-6-6 I 7-8-0 I 7-9-4 Plate Offsets (X Y)— [1.0-1-12 0-2-0] I2.0-5-4 0-2-8] [4:0-5-8 0-2-41 [9:0-3-0 0-2-41 [10:0-2-0 0-0-81 [12:0-5-0 0-4-0] [13:0-3-0 0-1-8] LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.16 9-20 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.39 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.14 7 n/a nla BCDL 10.0 Code FBC2017frP12Q14 Matrix -MS Weight: 2171b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except* TOP CHORD T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* SOT CHORD B3: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* WEBS Wl: 2x6 SP No.2 REACTIONS. (size) 7=Mechanical, 17=0-6-12 (min. 0-1-8) Max Hom 17=282(LC 9) Max Uplift7=405(1_C 9), 17=-360(LC 5) Max Grev7=1643(LC 1), 17=1642(LC 1) FORCES. (Ib)- Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-16171385, 2-3=-2330/652, 3A=23301652, 4-5=-2626/674, 5-6=-2753/645, 6-7=-3077/726,16-17=-1642/360,1.16=-1586/385 BOT CHORD 15-16=-9B/390, 14-15=-261/1349, 13-14=-261/1349, 12-13=-382/2381, 4-12=-1391754, 8-9=542/2689, 7-8=542/2689 WEBS 2-15=-563/275, 2-13=-432/1313, 3-13=-6171357, 6-9=-296/162, 1-15=-423/1484, 9-12=556/2628,6-12=428/347 Structural wood sheathing directly applied or 3-6-1 oc purims, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 10-12 1 Row at midpl 4-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nonconcument with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s)17 considers parallel to grain value using ANSII TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jl=lb) 7=405, 17=360. LOAD CASE(S) Standard - ; PE 76051 t = ANAL Job Inuss I mss I ype uty Ciasec2Car Madin4 A9 Hip 1 IPIY 1 Job Reference (optional) ayumani nusv, r,. riv,w, ram., .r,vai ,u ymcvm nni,. oa iu>nuY awmnn,an nmuvu.vv,..... o e o -- - - -- - - -- —'-ID:ig2drWPb5KgOz7ObVx9ugaylstZ-1AsMMuZijOfdyHCSF36ysAxhYUAVz6xPnUC6N3yhBd-a- 1-1-7 4-2-0 15-31-0-4 51-2-12 23-8-0 2-07-12 60 600 5-54 2-52 NO 6.00 12 5x5 = 2 4x: 18 3x4 = 3x6 = 3x4 = 2x4 II Sx7 = I I 6 7 Dead Load Der. = 114 in 9 4x8 — 3x6 = 3x4 = 12 17 10 20 II 4.9 = 2x4 II 3x5 — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wail L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.18 13-14 >999 240 MT20 244/190 , TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.45 13-14 >980 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.18 9 n/a me BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 221 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3, B2: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* WI: 2x6 SP No.2 REACTIONS. (size) 9=10echanical, 18=Mechanical Max Horz 18=-263(LC 9) Max Uplift9=-388(1_C 9), 18=-415(LC 5) Max Grav9=1640(LC 1). 18=1640(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-16 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1355/353, 2-3=1166/346, 3-4=2601(/40, 4-5=-2601/740, 5-6=-2816/824, 6-7=-2791/818,7-8=2468/689,8-9=-31521756,17-18=-1640/415,1-17=-1615/422 BOT CHORD 16-17=-82/367, 15-16=-55512278, 14-15=-555/2278, 13-14=-652/2820, 6-13=-288/176, 10.11=-603/2746, 9-10=-603/2746 WEBS 1-16=-433/1453, 2-16=10/318, 3-16=1527/532, 3-14=127/685, 5-14=4671234, 11-13=437/2401, 7-13=-471/1754, 7-11=-824/251, 8-11=-728/362, B-10=01282 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; BCOL=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) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt-lb) 9=388. 18=415. LOAD CASE(S) Standard —4 E9 CENs�.�i� PE 76051 \ /� i - b STATE ,o ss!�NAL o was I rasa iype Uty My Classlo2Car Madin4 A10 Hip 1 1 Job Reference (optional) 2-2-0 0-11-7 7-10-9 6.00 F12 _ 4><6 4z6 = 2x4 11 4x5 G 2 3 4 1I 1 o w uS m Run: 4.5 = 3x6 = 3x12 = 5 6 7 85x5 = Dead Load Dell. = 51161n 0 A of 4 ' 3x12 = (' 19 16 14 13 12 11 10 2x6 II 2x4 11 2x4 II 5x4 = 3x6 = 48 = 2n6 11 3-1-7 11-0-0 ia-10-9 25-fi-5 32-2-0 36-8-0 -is_, 1 zm_o 1 zm_o 1 46 �\\ W3 W3 I. Wa 9 .....�.. WF / 1 7 15 4x7 = 76 5z9 — Plate Offsets (X,Y)— f2:0-2-3,Edgel, f7:04-8,0-1-81, f8:0-2-8,0-241, fl3:0-2-0,0-1-121, f15:0-6-4,0-3-41, f16:0-5-12,0-1-81, f17:0-2-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.26 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.53 15-16 >823 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.16 10 n1a n/a BCDL 10.0 Code FBC2017/-rP12014 Matrix -MS Weight: 231 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except and verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. B2: 2x4 SP No.3, B3: 2x4 SP M 31 WEBS 1 Row at midpt 3-16, 6-16, 7-11 WEBS 2x4 SP No.3 REACTIONS. (size) 19=Mechanical, 10=Mechanical Max Hor419=77(LC 9) Max Upliftl9=509(LC 5). 10=-080(LC 4) Max Gravl9=1637(LC 1), 10=1637(LC 1) , FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. ' TOP CHORD 1-2=1096/362, 2-3=1007/363, 34=3076/1026, 4-5=-3076/1026, 5-6=-3076/1026, 6-7=-357411206,7-8=-1187/426,8-9=1384/438,1-19=-1598/514,9-10=-1599/496 BOT CHORD 3-17=1073/435, 16-17=-349/1069, 15-16=-1167/3616, 12-13=728/2323, 11-12=-728/2323 WEBS 3-16=-753/2274,4-16=-6001343,6-16=-614/231,13-15=-703/2259, 7-15=-506/1490, 7-13=-327/218,7-11=1516/522,8-11=-34/304,1-17=-500/1540, 9-11=A26/1452 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opst h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ` 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atioint(s) except Qt=lb)19=509, 10=480. LOAD CASE(S) Standard 1 Ui! BL , /// / \��� i(t PE 76051 \ ' - 01\ sTA_n 5� 0 /✓/I- 70Arnl t Job i was I was I ype Ply Claasic2Car Marlir4 A11 Hip 1 1 Job Reference (optional) soutnern uuae. rc Vero'-, rt..:+<am nui,:o.oiv�..„y ,., ��, �,.�a ......... .......__•__._ —-- — - - ID:ig2tlrWPbSKgOz?06Vx9ugaytslZ-81W_vbaOLl CplxjwCffUoZBOiCPAUurUSRm_ 5x8 = 5.6 = Dead Load DeFl. = 1/4 in 3 a 4x; NOP2X STP= 3x5 = 3x4 = 3x6 — 3x8 = 3.6 = 3x4 = 3x5 2x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.16 9-18 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.38 9-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.08 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP M 31 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 22611a FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-6-9 oc bracing. WEBS 1 Row at midpt 3-13, 5-11 REACTIONS. (size) 15=0-8-0 (min. 0-1-15), 8=Mechanical Max Horz 15=-317(LC 9) Max Uplift15=-363(1-C 8), 8=-439(LC 9) Max Grav15=1643(LC 1), 8=1643(LC 1) FORCES. (Ib)- Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1039/249, 2-3=-1535/421, 3-4=.1592/544, 4-5=-1876/543, 5-6=-269D/765, 6-7=-27901740,7-8=-3091/829,1-15=.1615/373 BOT CHORD 14-15=-119/316, 13-14=-155/897, 12-13=-159/1278, 11-12=-159/1278, 10-11=-363/2148, 9-10=-363/2148, 8-9=-646/2713 WEBS 2-14=-980/284, 2-13=-152/573, 3-13=-266/173, 3-11=-219/591, 4-11=-51/421, 5-11=-803/425, 5-9=-1541637, 7-9=-445/313, 1-14=-292/1405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=1b) 15=363, 8=439. LOAD CASE(S) Standard 7� PEE 76051 _ Oo "NAL ENG\\\\\\ I N Job Truss russ I ype Uty Ply Classic 2Car Marlin Al2 Hip 1 1 Job Reference (optional) .5juthern Truss,. Ft. Pierce,FL..34951 5x5 = 3x8 = 5X5 = Dead Load Defl. = she in sxa = cxr ll oxa = 3x5 = LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.58 Lumber DOL 1.25 BC 0.99 Rep Stress Incr YES WB 0.91 Code FBC2017/TPI2014 Matrix -MS DEFL. in (loc) I/defl L/d Vert(LL) 0.14 10-19 >999 240 Vert(CT)-0.3410-19 >999 180 Horz(CT) 0.10 9 n/a n/a PLATES GRIP MT20 2441190 Weight: 233 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-15, 4-12, 2-16 REACTIONS. (size) 16=0-8-0 (min. 0-1-15), 9=Mechanical Max Horz 16=-299(LC 9) Max Uplift16=-340(LC 8), 9=-425(LC 9) Max Gravl6=1643(LC 1), 9=1643(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1473/354, 3-4=1240/360, 4-5=-1766/549, 5-6=-2060/556, 6-7=-2712/755, 7-8=-2870/732, 8-9=-3137/812 BOT CHORD 15-16=-148/681,14-15=-274/1677,13-14=-274/1677,12-13=-274/1677,11-12=-388/2262, 10-11=-388/2262,9-10=-639/2760 WEBS 2-15=-184/796, 3-15=-41/331, 4-15=-848/296, 5-12=-89/536, 6-12=-724/383, 6-1 0=-1 37/562, 8-10=-396/279, 2-16=16671398 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=5.0psf; BCDL=5.Opsf; h=16ft; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joint(s) except Qt=lb)16=340, 9=425. LOAD CASE(S) Standard IV1. CENSc PE 76051 \1 - -- t� STATE CRI0/0 JAL DP oTruss was iype U y Ply classic scar Madin-0 A13 I" p i 1 Job Reference (optional) .Sauthem Tru,; � Fl Pierce FL,y34951-_,-- 5x8 = 6.00 12 2x4 II 5x8 = 4x! Dead Load Dell. = 3116 in 14OP2X STP= 3x4 = 3x6 = 3x8 = 3x4 = 4x6 = 2x4 11 3x6 = 2x4 11 6-2-0 13-11-0 21-&0 271.A 12 36-B-0 fi-2-0 I 7-9-0 7' 7-2-12 I 7 8 7 tq Plate Offsets (X Y)— 12:0-6-0 0-2-8] (4:0-6-0 0-2-e1 V:0-2-12,0-1-81 f11:0-2-12 0-1-e1 I13:0-1-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(ILL) 0.17 8-17 >999 240 MT20 2441190 , TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.33 8-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.10 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 211 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-11, 6-10 REACTIONS. (size) 14=0-8-0 (min. 0-1-15), 7=Mechanical Max Horz14=-280(LC 9) Max Upliftl4=-361(LC 5), 7=-409(LC 9) Max Gravl4=1643(LC 1), 7=1643(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1367/346, 2-3=-1936/597, 3-0=-1936/597, 4-5=-2178/604, 5-6=-2304/575, 6-7=3103//38, 1-14=-1591/385 BOT CHORD 13-14=-73/273, 12-13=-221/1129, 11-12=-221/1129, 10-11=-315/1955, 9-10=-552/2691, 8-9=-552/2691, 7-8=-552/2691 WEBS 2-13=-674/277, 2-1 1=-387/1165,3-11=-620/358,4-10=-119/597, 6-10=-844/423, 6-8=01325, 1-13=-343/1384 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=161t; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except Qt=lb) 14=361, 7=409. LOAD CASE(S) Standard ,. \\\\Q�\P�',/ll BC�� 'V\CENS�.\�� 4' /7 PE 76051 1 STATE` ry Job Truss I was I ype Uty My CIasSIc20ar Marlin4 A14 Hip 1 1 Job Reference (optional) _ao„vVv ,V u,..+9. y,a { • - ID_:ig2drWP 5KgOz7ObVx9ugayts -08gFPbdrYzHw33561cc i eWa'Ze WBxmwl3Gy hB1�-- 4-2-0 10-10-71 i6-17fi 23-8-0 29-10-72 36-8-0 4-2-0 fi-8-71 6-0-17 6-8-71 6-2-12 6.9-0 6.00 12 4x° 5x5 = 3x4 = 3x6 = 3x4 = '1 d 9 Sx5 = 6 Dead Load Deb. = 114 in 8 15 14 13 12 1 11 10 9 2x4 II 4x6 = 3x6 = 3.4 = 3x6 = 2x4 II 3.5 = 46 = 4-2-0 13-11-0 23-8-0 29-10-12 k 36-6-0 a -an I a-a-n i o.on i a-z1p a -or � Plate Offsets (X,Y)— [2:0-2-8,0-2-47,[6:0-2-8,0-2-4],[15:0-2-8,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.17 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.40 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.70 Hom(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC201777PI2014 Matrix -MS Weight 208 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B2:2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 8=Mechanical, 15=Mechanical Max Horz 15=262(LC 9) Max UpliflB=-389(LC 9), 15=415(LC 5) Max Grav8=1643(LC 1), 15=1643(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. WEBS 1Raw at midpt 3-14,5-11 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1120/306, 2-3=-955/303, 3-4=-2168/666, 4-5=-2168/666, 5-6=-2141/659, 6-7=-24B7/690, 7-8=31541761, 1-15=-16251421 BOT CHORD 14-15=-60/258,13-14=-473/1934,12-13=-473/1934, 11-12=-528/2306, 10-11=-607/2747, 9-10=607/2747, 8-9=-607/2747 WEBS 3-14=-1398/489, 3-12=-81/573, 5-12=-339/195, 5-11=-372/228, 6-11=-106I661, 7-11=-704/369, 7-9=0/256, 1-14=374/1396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nenconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except at --lb) 8=389, 15=415. LOAD CASE(S) Standard i \\ �� . CENSc\��� i PE 76051 L„ STATE - �OT ',c40RI i .,RID NAL o toss rusS ype y Clanic2Car Martino A15 Hip 1 7 Job Reference (optional) - •��_���'�_,. �,�„F. ��..�1�.,x._ --'-—�-71D:ig2tlrWPbSKgOz70bVx9ugaytslZ-YKEdcxeTJGPngC91bKCM5RBjwDINswIAOfgdjy�hBX�- 2-2-0 10-0-9 17-9-7 - 25-8-0 30-10-12 36-8-0 7-10-9 7-8-13 7-10-9 5-2-12 5-9-4 6.00 12 5x8 = 2 UE 2x4 II 3x6 = 3x8 = 3 d 5 5x5 = 6 Dead Load Den. = 114 in 8 16 15 14 13 12 11 10 9 2x6 II 4x4 = 48 = 46 = 2x4 II 3x8 = 2x4 II 3x5 = 4x6 = 2-2-0 10-0-9 17-9-7 25A 30-10-152 36-8-0 n_o s_2�9 S9.d Plate Offsets (X,Y)-- [2:0-6-0,0.2-81. [6:0-3-0,0-2-81,[14:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.18 12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.40 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.12 8 n1a n1a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight:210lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) B=Mechanical, 16=10echanical Max Horz 16=-244(LC 9) Max Uplift8=-403(LC 4), 16=-472(LC 4) Max Grav8=1643(LC 1). 16=1643(1-C 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-11-14 oc bracing. WEBS 1 Row at midpt 2-14, 5-14.5-10 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-711/209, 2-3=-2222f731, 3-4=-2222J731, 4-5=-2222t731, 5-6=2325/733, 6-7=-2665f775,7-B=-3201/826,1-16=-16521462 00T CHORD 14-15=-116/607, 13-14=-708/2783,12-13=-70812783, 11-12=-708/2783, 10-11=-70812783, v 9-10=-674/2798, 8-9=-674/2798 WEBS 2-15=-1199/464, 2-14=-656/1981, 3-14=-579/330, 5-14=-694/218, 5-12=0/314, 5-10=-684/296, 6-10=-136/735, 7-10=-561/303, 1-15=-439/1469 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (jt-lb) 8=403, 16=472. LOAD CASE(S) Standard IVI. B4 / PE 76051 \ • - .. --- _ 'fl l STATE .. Job uss i ruse i ype Dry Ply Classic2Car Marl 4 A16 Half Hip 1 1 Job Reference (optional) aoumam cuss, ro. rieme, r�., srnm w rm'r 6—� Dead Load Deb. = 5116 in 3x8 = 3x6 = 4x6 = 2x4 II 3.6 = 2.4 11 4x8 = 3a4 11 1 2 3 4 5 6 7 8 2 2 BI RI 16 15 14 13 12 11 10 9 2x6 II 5xg = 4x6 — 2x4 II 3x8 = 3x6 = 2x4 II 5x4 = 7-5-1 14-8$ 21-]AA11-10 29-2-Z15 6 815 36-8 -0 ]AA I Plate Offsets (X Y)— [1:0-2-12 0-2-0] [7.0-1.12 0-1-121 [9:0-1-12 0-2-121 [12:0-1-12 0-1-81 it 5:0-3-4 0-2-e1 it 6:0-3-0 0-0-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.25 12-13 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.50 12-13 >878 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0,13 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 1-15, 4-15, 4-12, 7-9,1-16 REACTIONS. (size) 9=10echanical, 16=Mechanical Max Uplift9=546(1_C 4), 16=-546(LC 4) Max Grav9=1637(LC 1), 16=1637(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD 1-2=-21861730,2-3=-2186/730,3-4=-2186/730,4-5=3215/1073,5-6=-3215/1073,6-7=-3215/1073,1-16=-1569/575 BOT CHORD 14-15=-1074/3216, 13-14=-1074/3216, 12-13=1074/3216, 11-12=-730/2187, 10-11=-73012187, 9-10=-730/2187 WEBS 1-15=947/2538, 2-15=550/316, 4-15=1215/406, 4-13=0/286, 5-12=500/286, 7-12=-404/1213, 7-10=0/313, 7-9=-2540/848 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 beading plate capable of withstanding 100 Ib uplift at)olnt(s) except Qt=lb) 9=546, 16=546. LOAD CASE(S) Standard �\GENS+C,;.`�� i PE 76051 \ 1 rw s ATE Job was i runs ype y Classic 2Car Madin-0 A17 Flat Girder 1 2 Job Reference (optional) •- -- ----->-- -- -- -- - I -8-0 O1Dig2drW bBKgDzlObVx9ugaytstZ-R5T8SIhzNVvD9gz3gAHIGHLKhWUyhBT- 6F-22 1-80--00240-0--2 3 62 8 6-0 112- Dead Load Deg. = 3/8 in 4x5 = 3x6 = 3x4 = 3x6 = 2x4 II 3x6 = 3x4 = 3x6 = 4x5 = 1 17 18 219.- 20 21 322 4 23 24?, 25 26 6 277 28 29 -30 8 31 32 33 9 iii3i MEN 'A. mi-Nim. m I ==4011-mm i MIAN - No MA Affim m.an, 16 34 35 15 3637 38 14 39 40 4113 42 43 44 12 45 46 47 t1 48 49 50� II 2x6 II 4x6 = 5x10 MT20HS= US = 5x10 MT20HS= 4x6 = 6-2-8 12-3-4 18-4-0 24-4-12 30-5-B 36-8-0 rt2-a a-n-�oa-n-» I n.n-x2 I 'IA Plate Offsets (XY)-11:0-2-00-1-8119:0-2-00-1-81 f10:Edge0-3-81 f11:0-1-120-2-41 f12:0-3-80-3-01 f14:0-3-80-3-01 f15:0-1-120-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.42 13 >999 240 MT20 244/190 , TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.7213-14 >605 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.68 Hom(CT) 0.11 10 n/a n/a BCDL 10.0 Code FBC29171TP12014 Matrix -MS Weight:4041b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2:2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W2: 2z4 SP No.2 REACTIONS. (size) 16=Mechanical, 10=Mechanical Max Up1i016=-1267(LC 4), 10=1311(LC 4) Max Gravl6=3533(LC 1), 10=3650(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-44 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1-16=3391/1312, 1-17=-5293/1903, 17-18=-5293/1903, 18-19=-5293/1903, 2-19=-5293/1903,2-20=-8217/2942,20-21=-8217/2942, 21-22=-8217/2942, 3-22=8217/2942, 34=-9378/3362, 4-23=-9378/3362, 23-24=-937813362, 5-24=-9378/3362, 5-25=-9378/3362, 25-26=-9378/3362, 6-26=-9378/3362, 6-27=-9378/3362,7-27=-9378/3362,7-28=-8224/2946, 28-29=-8224/2946, 29-30=-8224/2946, 8-30=8224/2946, 8-31=5304/1907, 31-32=5304/1907, 32-33=5304/1907, 9-33=5304/1907, 9-10=347011368 BOT CHORD 15-37=19D3/5293, 37-38=-190315293, 14-38=-1903/5293, 14-39=-3000/8327, 39-40=3000/8327,40-41=-3000/8327,1341=-3000/8327, 13-42=-3004/8334, 42-43=-3004/8334,43-44=-3004/8334,1244=-3004/8334, 12-45=-1907/5304, 45-46=1907/5304, 4647=-1907/5304, 1147=-1907/5304 WEBS 1-15=-2174/6046, 2-15=2707/1251, 2-14=-1219/3431, 3-14=-1455/767, 3-13=419/1218, 5-13=-B60/576,7-13=-415/1210,7-12=14537766,8-12=1219/3425, 8-11=-2708/1254, 9-11=-2177/6055 NOTES- 1) 2-ply truss to be connected together with 10d (0.131-x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 now at 0-9-0 do. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Ail plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. / 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb)110=1311.iCENS; 46, ConOnuee on page 2 j / PE 76051 x`1 -7 r 6ATEb� . O_R_D NALNG \\\\ I q Job T russ toss ype y Classic 2Car Manin-4 A17 Flat Girder 1 2 Job Reference (optional) ` so='m TussF- Run: 8.3-10 s Print 8.310 a Aug 13 2019 MiTek Inausmes, Inc. Sat Novt6 07:52:48 2019 PaM 2 , - TD:ig2drAWPb5KgOz?ObVz9ugaytstZ-R5T8S1hzNVvDggz3gAHIGHLKhWbOJhlt52dekUyST- NOTES- - 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)141 Ib down and 148 lb up at 1-9-12, 141 Ib down and 14811b up at 3-9-12, 141 Ib down and 1481b up at 5-9-12, 141 Ib down and 1481b up at 7-9-12, 141 Ib down and 148 Ib up at 9-9-12, 141 Ib down and 148lb up at 11-9-12, 141 Ib down and 148 lb up at 13-9-12, 141 Ib down and 148 lb up at 15-9-12, 141 Ib down and 148 Ib up at 17-9-12, 141 Ib down and 148 lb up at 19-9-12, 141 Ib down and 148 Ib up at 21-9-12, 141 Ib down and 148 Ib up at 23-9-12, 141 Ib down and 148 Ib up at 25-9-12, 141 Ib down and 14811b up at 27-9-12, 141 Ib down and 148 Ib up at 29-9-12. 141 Ib down and 148 lb up at 31-9-12, and 141 Ib down and 148 Ib up at 33-9-12, and 151 Ib down and 148 Ib up at 35-9-12 on top chord, and 94 Ib down at 1-9-12, 94 Ib down at 3-9-12, 94 Ib down at 5-9-12, 94 Ib down at 7-9-12, 94 Ib down at 9-9-12, 94 lb down at 11-9-12, 94 Ib down at 13-9-12, 94 lb down at 15-9-12, 94 lb down at 17-9-12, 94 lb down at 19-9-12, 94 Ib down at 21-9-12, 94 Ib down at 23-9-12, 94 Ib down at 25-9-12, 94 Ib down at 27-9-12, 94 Ib down at 29-9-12, 94 Ib down at 31.9.12, and 94 Ib down at 33-9-12, and 100 Ib down at 35-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) , Vert: 1-9=-70, 10-16=20 Concentrated Loads (lb) Vert: 4=-141(B)14=75(13)17=141(B)18=141(B)19=141(B) 20=-141(B) 21=-141(B) 22=-141(B) 23=-141(B) 24=-141(B) 25=141(B) 26=141(13) 27=-141(B) 28=-141(B) 29=-141(B)30=-141(B)31=141(13)32=A41(B)33=-151(B)34=-75(B)35=75(13)36=-75(B)37=-75(B)38=-75(B)39=-75(13)40=75(13)41=-75(B) 42=-75(B) 43=-75(B) 44=-75(B)45=-75(B)46P-75(B)47=-75(B)48=-75(B)49=-75(B)50=-78(B) ow l i l l o/o/ GENS��\�[�/i PE 76051 a t\ STATE Job truss i rus5 I ype Ury Fly Classlc2Car Madin4 A18 Hip 1 1 Job Reference (optional) ..�....ow n..�.+_...r=w., •...+o.,, nu,,. o.og2drW mcumrnm.e.e,aauY-vllWel,8l3n YGOto.oUuT7• 94M1 iNB roe, • '- "^-"--"--'---- '---------- -—iD:ig2drW b5K90z7ObVx9ugaylslZ-vliWgeib8p13n_YGOtoXoUUT7wwg24M1JiNBG hB3-- 0-2-0 6-11-1 13-8-6 -20-5-70 27-2-15 34-2-0 3fi-e-0 0- -0 E9-1 1 6-9.5 6-9-5 1 6-9-5 6-11.1 1 2-6-0 4.5 = 2x4 II 3x6 = 3xB = 2.4 It 3.6 = 3x12 = 2 3 d 5 6 7 Dead Load Dell. = 1/4 in 6.00112 a 5x5 = 4x5 J 2 W w3' 18 17 16 75 14 13 12 11 10 2x6 II 5x8 = 4x6 = 2x4 II 3x8 = 46 - 2x4 II 49 = 2x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in floc) I/dell L/d TCLL 20.0 Plate Grip DOL 1'25 TC 0.99 Vert(LL) 0.25 14-15 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.47 14-15 >930 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.13 10 n1a n/a BCDL 10.0 Code FBC20177TP12014 Malrix-MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2z4 SP No.3 BOT CHORD WEBS REACTIONS. (size) 18=Mechanical, 10=Mechanical Max Horz 18=-60(LC 9) Max Uplift 8=550(1-C 4), 10=-510(LC 4) Max Gravl8=1637(LC 1), 10=1637(LC 1) FORCES, (Ib) - Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2063/694, 2-3=-2063/694, 3-4=-2063/694, 4-5=3290/1114, 5-6=-3290/1114, 6-7=-3290/1114,7-8=-869/310,8-9=-986/318, 1-18=-1573/576, 9-10=1632/508 BOT CHORD 16-17=-1022/3123, 15-16=1022/3123, 14-15=1022/3123, 13-14=-837/2565, 12-13=837/2565, 11-12=-837/2565 WEBS 1-17=-824/2449, 2-17=-512/295, 4-17=-1278/434, 4-15=0/265, 5-14=-464/266, 7-14=289/874, 7-12=0/277, 7-11=-2044/694, 9-11=-447/1444 PLATES GRIP MT20 244/190 Weight: 216 lb FT=20% Structural wood sheathing directly applied or 2-6-9 oc purlins, except end verticals. Rigid ceiling directly applied or 5-9-14 oc bracing. 1 Row at midpt 1-17, 4-17, 7-11 NOTES- 1) Wind: ASCE 7-10: Vul1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16f: Cat. II; Fxp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b)18=550, 10=510. LOAD CASE(5) Standard ! i PE 76054Z,/" SATE_ �i `.40RIO /� T Job Tmss Nee lype y Classic 2Car Marlln< A19 Roo( Spacial Girder 1 2 Job Reference (optional) ooumem imss, rc nerve, "., sanm- i E. Dead Load Den. = sin In 4x5 = 3x6 = 3x4 = 3x6 = 2x4 II 3x4 = 3x6 = 4x9 = 3x4 II 1 17 18 219 2A 21 322 23 4 524 25 —26 627 28 7 29 308 41 32 339 = NQ§ P lbola, .00� ._= 000 16 34 35 75 3637 36 14 39 40 73 4142 43 44 12 45 46 4711 48 49 50 10 2x6 II 4x6 = 5x8 MT20HS= 3xe = 5x8 MT20HS= 2x4 II 5x7 = 1-2-79 264-n3--]7 3fi0-3-13 6 fi6233 I fi0 0-7 -0-30 Plate Offsets (X Y)— fl:0-2-0 0-1-e1 18:0-2-8 0-1-81 [9:0-1-12 Edoel [10:0-2-12,0-2-121 [12:0-3-4 0-3-01 rl4:0-3-4 0-3-01 [15:0-1-12 0-2-41 rl6:0-3-0,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.41 13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.71 12-13 >615 180 - MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.74 Hoa(CT) 0.14 10 n/a its BCDL 10.0 Code FBC20171fP12014 Matrix -MS Weight: 4091b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 31 WEBS 2x4 SP No.3'ExcepP W2: 2x4 SP No.2, W4: 2x6 SP No.2 REACTIONS. (size) 16=Mechanical, 10=Mechanical Max Upliftl6=-1264(LC 4). 10=-1313(LC 4) Max Grav16=3525(LC 1), 10=3655(LC 1) SPACING. TOP CHORD Structural woad sheathing directly applied or 3-0-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing. WEBS 1 Row at midpl 8-10 FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-3384/1308, 1-17=-5260/1891, 17-18=-5260/1891, 18-19=-5260/1891, 2-19=-5260/1891,2-20=-8192/2934,20-21=-819212934, 21-22=-8192/2934, 3-22=-8192/2934,3-23=-9333/3345,4-23=-9333/3345, 4-24=-9333/3345, 5-24=-9333/3345,5-25=-9333/3345,25-26=-9333/3345, 26-27=-9333/3345, 6-27=-9333/3345,6-28=-8157/2918,7-28=-8157/2918,7-29=-8157/2918, 29-30=-8157/2918,8-30=-8157/2918, 9-10=4351286 BOT CHORD 15-37=1891/5260, 37-38=-1891/5260, 14-38=-1891/5260, 14-39=-2980/8279, 39-40=-2980/8279,40.41=-2980/8279, 13-41=-2980/8279,13-42=-2999/8311, 42-43=-2999/8311,43-44=-2999/8311,12-44=-2999/8311,12-45=-1913/5319, 45-46=-1913/5319,46-47=-1913/5319,11-47=-1913/5319,11-08=1913/5319, 48-49=-1913/5319,49-50=-1913/5319,10-50=1913/5319 WEBS 1-15=-2163/6016, 2-15=2701/1249, 2-14=1223/3435, 3-14=-1452/765, 3-13=-023/1223, 5-13=-855/572, 6-13=-401/1185, 6-12=-14471762, 8-12=-1187/3352, 8-11=01531, 8-10=-6025/2168 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3) nails as follows: Top chords connected as follows: 2x4 - i row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) At] loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh, BCDL=5,Opsf; h=16ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 1 �� 6) This truss has been designed for a 10.0 pelf bottom chord live load nonconcunenl with any other live loads. INCB 7)Refer to girders) for truss to truss Connections. �� �P\J-- _L 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=1b) 1 i Continued on page 2 �j 1i FE 76O51 1t/ L., A, —"D t STATE---Ht-= /i'\ `.40RIO jolo russ I lass I ype y classic 2car Madin-0 A19 Roof Special Girder 1 G n Job Reference (optional) Southern Truss, FL Pierce, FL., 3 951 Run: 8.310 s Aug 13 2019 Print: 8.310 s Aug 13 2019 MRek Industries, Inc. Sat Nov 16 07:52:52 2019 Pa gge 2 -•' --"—'I--"-------- ---- — -"- -----"-l^iD:ig2dfWPb5KgOz?ObVx9ugaytstZ-JtlflgkUQkQeeRHr37MEQ7WOE7zuFU3T?fbstFylhBP-- NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)141 lb down and 1481b up at 1-9-12, 141 lb down and 148 lb up at 3-9-12, 141 lb down and 148 lb up at 5-9-12. 141 It, down and 148 Ib up at 7-9-12, 141 lb down and 148 lb up at 9-9-12, 141 lb down and 148 lb up at 11-9-12, 141 lb down and 1481b up at 13-9-12, 141 Ito down and 148 lb up at 15-9-12, 141 lb down and 148 lb up at 17-9-12. 141 lb down and 148 lb up at 19-9-12, 141 Ib down and 148 lb up at 21-9-12, 141 lb down and 148 lb up at 23-9-12, 141 lb down and 148 Ito up at 25-9-12, 141 to down and 148 Ito up at 27-9-12, 141 lb down and 148 lb up at 29-9-12, 141 to down and 1481b up at 31-9-12, and 141 lb down and 148 lb up at 33-9-12, and 154 lb down and US lb up at 35-9-12 on top chord, and 94 Ito down at 1-9-12, 94 lb down at 3-9-12, 94 lb down at 5-9-12, 94 lb down at 7-9-12, 94 lb down at 9-9-12, 94 lb down at 11-9-12, 94 lb down at 13-9-12, 94 lb down at 15-9-12, 94 lb down at 17-9-12, 94 lb down at 19-9-12, 94 It, down at 21.9-12. 94 lb down at 23.9-12, 94 to down at 25-9-12, 94 It, down at 27-9-12, 94 to down at 29-9.12, 94 lb down at 31-9-12, and 94 Ib down at 33-9-12, and 102 Ib down at 35-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=70, 10-16=-20 Concentrated Loads (Ib) Vert: 4=-141(F) 14=-75(F) 17=-141(F) 18=-141(F) 19=-141(F) 20=-141(F) 21=-141(F) 22=-141 (F) 23=-141(F) 24=-141(F) 25=-141(F) 26=-141(F) 27=-141(F) 28=-141(F) 29=A41(F) 30=-141(F) 31=-141(F) 32=-141(F) 33=-154(F) 34=-75(F) 35=75(F) 36=-75(F) 37=-75(F) 38=75(F) 39=-75(F) 40=75(F) 41=75(F) 42=75(F) 43=-75(F) 44=-75(F) 45=75(F) 46=-75(F) 47=75(F) 48=75(F) 49=-75(F) 50=-79(F) /( PE 76051 �1n _ v 1 S ATE L o fuss I was I ype Fly classicWar Marl 81 Half Hip Girder July 1 1 Joh Reference (optional) y P<5,=r,,,,,:e.Vx unaa st - a lVGl BlYVFb,,,�. — +- -- - --- ------ - - -- -- - ID:ig2drVJPbSKgOz70bVx9ugaytsiZ-n3G1V016B1YVFbsldjlTzK3ArXF9_{BcEJLPPhyI BO- - 7-0-0 3-70.0 7-7-8 14-0-0 19-6-9 25-1-2 30-7911 364-0 - -0 3-10-0 3-3-6 6-10-8 5-6-9 5-6-9 5-6-9 5-8-5 Dead Load Defl. =1/8 in 5x5 = 5x6 = 4x6 = 4x6 = Us = 3x6 = 3x4 11 6.00 12 4 24 25 26 5 28 629 30 7 8 31 32 9 33 34 10 2x4 2x4 II 3 3 4 NOP2X STP= 1 2132 :< 18 35 36 17 37 16 38 39 15 40 41 42 14 73 43 44 12 45 46 11 3x5 = 5x9 - NOP2X STP= 3x5 = 2x4 II 3.4 NOM STP= 36 = 5x6 = 46 = 5x5 = 7-1-8 14-0-0 19-6-9 211-2 30-7-11 364-0 6-10-8 1 5-6-9 5-6-9 54i-9 Plate Offsets (X,Y)- [4:0-3-0,0-2-8],[5:0-24,0-2-12],[6:0-24,0-2-0],[7:0-3-0,Edge],[8:0-3.0,0-1-8],[9:0-2-0,0-1-8],[10:Edge,0-3-8], [11 :0-2-4,0-3-0], [16:0-24,0-3-0]. [18:0-1-12 ,0-2-121.119:0-2-3,0-1-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.23 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.24 13-15 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.07 11 rda n/a " BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 196 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc pudins, except T2: 2x4 SP M 31 end ver8cals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 6-16, 8-15, 9-11 OTHERS 2x4 SP No.3 REACTIONS. (size) 11=0-8-0 (min. 0-2-5), 2=0-8-0 (min. 0-1-8), 16=0-B-0 (min. 0-5-7) Max Hoa2=200(LC 8) Max Upliftl 1=-1499(LC 4), 2=-255(LC 8), 16=-3297(LC 5) Max Gravl1=1938(LC 31), 2=668(LC 1), 16=4589(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9871393, 3-4=784/327, 4-24=-663/326, 24-25=-663/326, 25-26=-663/326, 5-26=-663/326,5-27=-1245/1712,27-28=-1245/1712,28-29=-1245/1712, 6-29=-1245/1712,6-30=-1291/1053,7-30=1291/1053,7-8=-1291/1053,8-31=-2326/1799, 31-32=2326/1799, 9-32=2326/1799, 10-11=319/291 BOT CHORD 2-18=468/869, 18-35=-1712/1245, 35-36=1712/1245, 17-36=-171211245, 17-37=-1712/1245, 16-37=-1712/1245,16-38=1053/1291, 38-39=-1053/1291, 39-40=-1053/1291, 15-40=-1053/1291,1541=-2101/2695,41-42=-2101/2695, 1442=2101/2695, 13-14=-2101/2695, 1343=-2101/2695, 4344=-2101/2695, 1244=2101/2695, 1245=1799/2326, 4546=1799/2326,1146=-1799/2326 WEBS 3-18=338/275, 4-18=395/556, 5-18=1622/2603. 5-16=-2245/1719, 6-16=3570/2722, 6-15=-80911227, 8-15=1681/1259, 8-13=126/495, 8-12=440/360, 9-12=325/708, 9-11=2709/2096 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=5.0psf; BCDL=5.Opsf, 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 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 100lb uplift at joint(s) except (t=lb)11=1499, 2=255, 16=3297, \\\\�\PN v1_ELEq///i GEN', Continued on page 2 PE 76051 • �1 STATE o russ truss type y Glessic2ce1 Madin B1 Half Hip Gir er 1 1 Job Reference (optional) _Southem Luss.ft Plerce-F4_31�51.__ Run: 8.310 5 Au9913 2019 PrinC 8.310 s Aug 13 2019 MIT ki Inductees, Inc. Set Nov 16 07:52:53 2019 PeBBe 2 - - ID:ig2drWPb5KgOz7ObVx9ugeNstZ-n3G1V016B1YVFbsldjtTZK3ArXF9_1ScEJLPPhyWSO NOTES- 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ib down and 319 Ib up at 7-1-8, 216 lb down and 248 lb up at 9-0-12, 216 lb dawn and 248 Ib up at 11-0-12, 216 Ib down and 2481b up at 13-0-12, 216 lb down and 248 lb up at 15-0-12, 216 Ib down and 248 lb up at 17-0-12. 216 lb down and 248 lb up at 19-0-12, 216 lb down and 248 Ib up at 21-0-12, 216 lb down and 248 lb up at 23.0-12. 216 lb down and 248 Ib up at 25-0-12, 216 lb down and 248 lb up at 27-0-12. 216 lb down and 248 lb up at 28-11-4, 216 Ih down and 248 lb up at 30-11-4, and 216 lb down and 248 lb up at 32-11-0, and 216 lb down and 248 lb up at 34-11-4 on lop chord, and - 529 lb down and 277lb up at 7-1-8, 97 lb down and 33 lb up at 9-0-12, 97 lb down and 33 lb up at 11-0-12, 97 lb down and 33 lb up at 13-0-12. 97 lb down and 33 Ib up at 15-0-12, 97 to down and 33 Ib up at 17-0-12. 97 lb down and 33 lb up at 19-0-12, 97 lb down and 33 Ib up at 21-0-12, 97 lb down and 33 lb up at 23-0-12, 97 Ib down and 33 lb up at 25-0-12, 97 lb down and 33 to up at 27.0-12, 97 lb down and 33 Ib up at 28-11-4, 97Ib down and 33 lb up at 30-11-4, and 97 Ib dawn and 33 Ib up at 32-11-4, and 97 Ib down and 331b up at 34-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=70, 4-10=-70, 11-21=-20 Concentrated Loads (Ib) Vert: 4=-145(B) 7=-145(B) 18=-529(B) 13=-77(B) 12=77(B) 8=-14 25=-145(B)26=-145(B)27=-145(B)28=-145(B)29=-145(B)30=145(B) =-77(B) 40=77(13) 41=77(B) 42=-77(B) 43=-77(B) 44=77(B) 45=77(B) i 51 '_U/1 PE 7600 iw } v ; STATE b `1-ORID lI le i,//dS/ON7AL SNG \\�� Job rues ruse ype y Ciasstc 2Cer MMM4 C1 Common 3 1 Jab Reference (optional) •- - -- - - - ---- - - - ---- _ ID:ig2drWP65KgOz7ObVx9ugaylsiZ-FFgPIMIkyLgMtIRDBOOiVYbTwahRlWymTz4yx7y BN -1-" 5-74 AM 75-8-12 21-4-0 1-0-0 1 5-7-4 5-0-1-2 5-0-12 5.74 1x 1 44 = 4 Dead Load DO. = 118 in 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.08 7-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.20 7-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 98 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-3 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0 (min. 0-1-8), 2=0-8-0 (min. 0-1-8) Max Horz2=120(LC 7) Max Uplift6=-259(LC 9), 2=-292(LC 8) Max Grav6=958(LC 1), 2=1036(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1662/453, 34=-1462/432, 4-5=-1469/437, 5-6=1670/458 BOT CHORD 2-9=424/1447, 8-9=-172/962, 7-8=-172/962, 6-7=-33211455 WEBS 4-7=-191/546, 5-7=-391/274,4-9=-186/535, 3-9=-3851271 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5,Opsf; BCDL=5.Dpsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011b uplift at joint(s) except Qt=lb) 6=259, 2=292. LOAD CASE(S) Standard GENS�1!i ` c � PE 76051 \11 _-� STATE [ C.o �\ -4 ` '3/0NAL Ig PC o ruse russ ype y Clasaic2car Martino C2 COMMON 1 1 Job Reference (optional) 1x O 3x4 3x4 = s 3x4x Dead Load Deft. = 118 in 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = Plate Offsets (X,Y)— 112:0-2-3,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.11 9-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.25 9-16 >999 180 . BCLL 0.0 Rep Stress Ina YES WS 0.18 Horz(CT) 0.04 8 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 95 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0 (min. 0-1-8), 2=0-8-0 (min. 0-1-8) Max Horz2=104(LC 10) Max 1Jpltft6=-245(1-C 9), 2=-279(LC 8) Max Grav8=958(LC 1). 2=1036(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-6-9 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-16281409, 3-4=-1445/390, 6-7=-1451/395, 7-8=1635/414, 4-5=-12491380, 5-6=1254/384 BOT CHORD 2-11=-365/1406, 10-11=-154/994, 9-10=-154/994, 8-9=-288/1414 WEBS 5-9=-152/472, 7.9=-284/222, 5-11=-147/463, 3-11=-279/219 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 8=245, 2=279. LOAD CASE(S) Standard PE 7604,,AA,- 1 STATE % NAL Job Truss I russ I ype Qty Fly classic 2car Madln-0 C3 Hip Girder 1 1 Job Reference (optional) Southern Twss, Ft. Pierce, FL., 34951 Run: 8.310 s Augg 13 2019 Print: 8.3 — --- — — -"-'— ID:ig2drWPb5KgOz?ObVx1 7-8-0 14-4-0 30-8-0 3-8-0 4x8 = 1x4 11 48 = 3 22 4 23 5 Dead Load Defl. = 118 in - 2 A r4 II 3x6 = 1x4 II 45 = 1x4 II 3x6 = 3x8 = 7-D-0 10-8-0 21-4-0 7.p.p { 3-g-p 1 3-8-n 7-n-n Plate Offsets (X,Y)— (2:0-5-0,Edge1 13:0-5-4,0-2-01 15:0-5-4 0-2-01 16:0-5-0 Edoel 18:0-2-4 0-0-81 111:0-2-4 0-0-81 It 2:0-2-3 0-0-81 114:0-2-3 0-0-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.13 9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.22 9 ->999 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.08 6 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 101 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0 (min. 0-1-11), 6=0-8-0 (min. 0-1-11) Max Horz2=-81(1-C 23) Max Uplift2=-760(LC 8), 6=-760(LC 9) Max Grav2=2018(LC 1), 6=2018(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-13 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3749/1420, 3-22=-3656/1441, 4-22=-3656/1441, 4-23=-3656/1441, 5-23=3656/1441, 5-6=-3749/1420 BOT CHORD 2-11=-1211/3259, 11-24=-1218/3288, 10-24=-1218/3288, 9-1 0=-1 218/3288, 9-25=1162/3288,8-25=-1162/3288, 6-8=-1156/3259 WEBS 3-11 =-1 69/755, 3-9=-307/606, 4-9=-579/411, 5-9=-307/606, 5-8=-1691755 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=1611; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pounding. 4) All plates are MT20 plates unless otherwise indicated. 5) This tmss 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 100 lb uplift at joint(s) except at=lb) 2=760, 6=760. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 191 lb down and 238 lb, up at 7-0-0, 141 lb down and 1661b up at 9-0-12, 141 Ib down and 166 lb up at 10-8-0, and 141 lb down and 166lb up at 12-3-4, and 191 lb down and 238 lb up at 14-4-0 on top chord, and 515 Ib down and 221 lb up at 7-0-0, 94 Ito down at 9-0-12, 94 Ib down at 10-8-0, and 94 Ib down at 12-3-4, and 515 lb down and 221 lb up at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 16-19=-20 Concentrated Loads (lb) Vert: 3=-144(B)5=-144(B)11=-515(B)9=-75(B)4=-141(B)8=-515(B)22=-141(B)23=-141(B)24=-75(B)25=-75(B) \ �)I aI�///// \\ Fi,N __ C \ — \� �-' lqj. g \� PE 76051 x11 -- �:-01\ STATEbF-- '+ O_RIDP.'��k��� /S ONAL G\\\\\ Job Iniss I rush i ype y C(mon.2Car Martina C6 Common Gimer 1 2 Job Reference (optional) southem Twss . Ft. Plerce, FL., 34951. 7xB MT20HS II Dead Load Den. = 114 in. It 5x10 MT20HS4 2x4 II 7x6 = 6x10 MT20HS= 6x6 = 3x7 II NOP2X STP= lox10 = 6x12 MT20HSQ LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC20l7fTP]2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* W5:2x4 SPM31 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 CSI. DEFL. in (loc) UdeO L/d PLATES GRIP TC 0.90 Vert(-L) 0.22 11-13 >999 240 MT20 244/190 BC 0.76 Vert(CT)-0.4211-13 >604 180 MT20HS 187/143 WB 0.84 Horz(CT) 0.12 8 n/a n/a Matrix -MS Weight: 270 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ec bracing. REACTIONS. (size) 8=0-8-0 (min. 0-3-9), 2=0-8-0 (min. 0-2-13) Max Horz2=120(LC 7) Max Upli118=2458(1-C 9), 2=-2086(LC 8) Max Grav8=8638(LC 1), 2=6721(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-14379/4443,3-4=-14240/4435,4-5=-1 1137/3367,5-6=-11137/3367, 6-7=-14433/4171, 7-8=-17815/5074 BOT CHORD 2-14=-0008/12824, 13-14=4008/12824,12-13=3920/12705, 11-12=-3920/12705, 11-21=3600/12880,21-22=3600/12880, 10-22=-3600/12880,10-23=-4483/15924, 23-24=a483/15924,9-24=-4483/15924,9-25=-4483/15924,8-25=-04B3/15924 WEBS 5-11=-2883/9631,6-11=-430911196,6-10=1100/4389,7-10=-3502/1030,7-9=-772/2986, 4-11=-4052/1540,4-13=1470/4122, 3-13=-366/243 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 4-13 2x4 -1 row at D-3-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100lb uplift atjoint(s) except Ot=lb) 8=2458, 2=2086. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3630 lb down and 1331 Ib up at 7-flq\��11 16171b down and 5661b up at 9-0-12, 16231b down and 423 lb up at 11-0-12, 1623 lb down and 409 lb up at 13-0-12, 16231b� do nIh r\ / 429 Ib up at 15-0-12, and 1623 Ib down and 445 Ib up at 17-0-12, and 16231b down and 459 Ib up at 19-0-12 on bottom chord. y7vy� design/selection of such connection device(s) is the responsibility of others. �d1PofL�6SFr �nda d — �1 PE 760. 1 L., A _ -a x STATE O�L----� � If NAL Joe I russ I russ I ype U y Ply Classic 2Car Marlin4 C6 Common Girder 1 Job Reference (optional) souteem Truss, Ft. Pierce, FL., 3 951 Run: 6.3105 Aug 132019 Pent 6.310 S Aug 132019 MITes Industries, Inc. sat NOV 1b U1:52:b/ zU19 F z - - -----•---- - --�--- -- ID:ig2drWPbSKgOz70bVx9ugaytsiZggWYLNodFG2xkC9osZxP7ADtb8hmwjsC9xJCYSy1hSK-- LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-5=-70, 5-8=-70, 2-8=20 Concentrated Loads (Ib) Vert: 12=-1617(F) 13=-3630(F) 21=-1623(F) 22=-1623(F) 23=-1623(F) 24=-1623(F) 25=-1623(F) IV" �xCENSF`.����i f; PE 76051 >w - .. O_RID_A �\,0��� NAL E�G�\\\\ JOD I ruse I ruse I you y 0assio2Car Madin4 CJ3 Diagonal Hip Girder 2 1 Job Reference (optional) Southern Truss, Ft. Pierce, FL., M951 2.4 = I9 Plate Offsets (X Y)— 12:0-3-12 Edgel f5:0-2-3 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) VdeB Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(-L) 0.02 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.03 4-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 lb FT=20% LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SIP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=1viechanical, 2=0-1.6 (min. 0-1-8), 4=Mechanical Max Horz2=110(LC 20) Max Uplift3=-71(LC 8), 2=-167(LC 4) Max Grav3=126(LC 1), 2=340(LC 1), 4=81(LC 3) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. NOTES- 1) Wind: ASCE 7-10: Vult=i60mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsh h=16fi; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 2. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=167. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82lb down and 75 Ib up at 1-6-1, and 851b down and 19 lb up at 1-6-1 on top chord, and 12 lb down and 0lb up at 1-6-1, and 17 lb down and 7lb up at 1-6-1 on bottom chord. The designIselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-7=-20 Concentrated Loads (lb) Vert:10=58(B) Ui_8L����i PE 76051 \ _ 1 ATE-�� ORIDP q JOB I nlss I russ I ype uly Hly Classic 2Car Madio4 CJS Diagonal Hip Girder 1 1 Job Reference (optional) oo.,n.. i rvss, n. tierce, r4, .waol mr: tlAIU a Pug l3 ZUl9 Ynnt U.31U S Aug 13 2U19 MII OK InOUSVIea, Inc. Sat Nov 1b U/:S2:S9 2V19 Yege 1 --- - ---- — - —-------•- ----- — ---ID:ig2drWPb5KgOz7ObVx9ugaytstZ-cDelm3ptntlfzWJBzz_tcblDCyOAOpOVCFo)dLylhBl-- -1-5-0 6-11-6 1-5-0 6-11-6 Load Dell. = 1/8 in 2x6 = Plate Offsets (X,Y)— 15:0-2-3,0-0-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL, in (loc) VdeB Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.20 4-9 >407 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.26 4-9 >320 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-10-15 (min. 0-1-8), 4=Mechanical Max Hom2=160(LC 4) Max Uplift3=-163(LC 8), 2=-222(LC 4), 4=-24(LC 8) Max Grav3=208(LC 1), 2=430(LC 1), 4=134(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=163, 2=222. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 85 lb down and 19 lb up at 1-6-1, 85 lb down and 19 lb up at 1-6-1. and 85 lb down and 86 lb up at 4A-0, and 85 lb down and 86 lb up at 4-4-0 on top chord, and 17lb down and 7lb up at 1-6-1, 17 lb down and 7 lb up at 1-6-1, and 301b down and 22 lb up at 4-4-0, and 30 lb down and 22lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-3=-70, 4-7=-20 Concentrated Loads (lb) Vert: 13=-18(F=-9, B=-9) \\\\\III I I f [[[// \\\ EN,- PE 76051 `1 r STATE -� 'o NAL JOD Iruss I russ I ype U y Fly classic 2car Marlin-0 C.15A Diagonal His G'v4er 1 t Job Reference (optional) _.Sournem l[uss,.Fi PJetCg.Yl.,.:usgt __ 24 = Run: 5.310 a At 55 13 2m9 Print 6.310 a Au5513 2019 MITek Industries. Inc. $Or Nov 16 W:53:00 201e Page 1 - -'-- — '--`— --_—' ID:Ig2drWPb5KgOz7ObVx9ugaytstZ-4PBhzPgWBOWbguNXhV6lprNzMiu7GgervXH9nyIhBH— Dead Load Deft. = 3116 in . 6-11-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.95 Vert(LL) 0.22 3-6 >381 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.30 3-6 >277 180 BOLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Weight: 21 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-10-15 (min. 0-1-8), 2=Mechanical, 3=Mechanical Max Horz1=122(LC 17) Max Upliftl=126(LC 4), 2=-152(LC 4), 3=-25(LC 4) Max Gravl=330(LC 1), 2=216(LC 1), 3=138(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Dpsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)cint(s) 3 except ()t=lb) i=126, 2=152. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 Its down and 19 lb up at 1-6-1. 19 lb down and 1916 up at 1-6-0, and 56 lb down and 59 lb up at 4-4-0, and 85 lb down and 861b up at 44-0 on top chord, and 7 lb down and 11 Ito up at 1-6-1, 7lb down and 11 lb up at 1-6-0, and 21 lb down and 19 lb up at 44-0. and 30 lb down and 22 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced); Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-2=-70, 3-4>20 Concentrated Loads (lb) Vert: 9=13(F=7, 13=7)10=-25(F=-16, B=-9) / PE 76051 \ r — a 1 STATEj' RID E�C9 \\\\ Job Truss I russ I ype Qty Ply Claaaic2Car Mad'aW O7 Jack -Open Girder 3 1 Job Reference (optional) Soulhem Truss, FL Pi.., FL., U951 Run: 8.310 s Aug 13 2019 print: 8.310 s Aug 13 2019 MRek Industries, Inc. Sat Nov 16 07:53:012Dt9 Pag8e 1 -- -_--^ -- -------^ID:ig2drWPb5K90z?ObVx9ugaytstZ-Ybl3Blr7JVYMDgTZ500LH00fUl7gsf1o42HgnuylhBG Ia ,n. i 3x4 = 3x4 = Plate Offsets (X,Y)-- 18:0-2-3,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.07 7-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.09 7-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.31 Hom(CT) 0.01 6 We n/a BCDL 10.0 Cade FBC2017rrPI2014 Matdx-MS Weight: 43 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) 4=Mechanical, 2=0-10-15 (min.0-1-8), 6=Mechanical Max Hoa2=21 O(LC 20) Max Up1ift4=-67(LC 4). 2=-289(LC 4). 6=-208(LC 8) Max Grav4=101(LC 1), 2=600(LC 1). 6=468(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-5 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-798/300, 13-14=758/308, 3-14=698/283 BOT CHORD 2-16=-391[715, 16-17=39li7l5, 7-17=391/715, 7-18=-391/715, 6-18=-391/715 WEBS 3-7=0/300, 3-6=836/457 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 2=289, 6=208. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 85 lb down and 19 lb up at 1-6-1, 85 lb down and 19 1b up at 1-6-1. 85 Ito down and 86 lb up at 4-4-0, 85 1b down and 86 to up at 44-0, and 94 lb down and 1101b up at 7-1-15, and 94 lb down and 110lb up at 7.1-15 on top chord, and 17 lb down and 7Ib up at 1-6-1, 17 lb down and 7Ib up at 1-6-1, 30lb down and 22 lb up at 44-0, 30lb down and 22lb up at 44-0, and 44lb down at 7-1-15. and 44 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=70, 5-10=20 Concentrated Loads (Ib) Vert: 15=-96(F=48, B=-48) 17=-18(F=-9, B=-9)18=-78(F=-39, B=-39) IV! PE 76051 - - 40RID i�//S`s/oN-AL Joe Inuss I MSG I ype Qty Ply Classic 2Car Mad1n4 CJ71 Jack -Open Girder 1 1 Job Reference (optional) SouNem Truss, FL Plerw. FL., N951 Run: 6.310 s Au55 132019 Part 8.310 s Aug 13 2019 Mirek Industries, Inc. Sat Nov 16 07:53:02 2019 Page 1 -" '-- -' IDdg2drWPb5KgOz?ObVx9ugaytstZ-OoJR05sl4ogDgz2mf6XagEwgt9Tlb56xJBONEgy�hSF -1-5-0 &2-11 9-11-7 1-&0 I &2-11 3-8-12 - izr II 3x4 = 3x4 = Plate Offsets(X,Y)— [8:0-2-3,0-0-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.48 Vert(LL) 0.08 7-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.10 7-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.32 Hoa(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15 (min. 0-1-8). 6=Mechanical Max Horz2=213(LC 20) Max Uplift4=-61(LC 4), 2=-293(LC 4), 6=-215(LC 8) Max Grav4=95(LC 1), 2=610(LC 1). 6=481(LC 1) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-809/300, 13-14=-768/309, 3-14=-706/284 BOT CHORD 2-16=-3927724, 16-17=-3921724, 7-17=-3927724, 7-18=-3927724, 6-18=-392/724 WEBS 3-7=0/309, 3-6=-854/463 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 9-1-10 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf: h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except at=lb) 2=293, 6=215. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 85 lb down and 19 lb up at 1-6-1, 85 lb down and 19 lb up at 1-6-1, 85 lb down and 86lb up at 44-0. 85 lb, down and 86 lb up at 4-4-0, and 94lb down and 110 lb up at 7-1-15, and 94 lb down and 110lb up at 7-1-15 on top chord, and 17lb down and 7 lb up at 1-6-1. 171b down and 71b up at 1-6-1, 30 Ib down and 22 lb up at 44-0, 30 lb down and 22 lb up at 44-0. and 44 lb down at 7-1-15, and 44 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 5-10=-20 Concentrated Loads (Ib) Vert: 15=-96(F=48, B=-48)17=-18(F=-9, B=9) 18=-78(F=39, B=-39) IN'-B4 PE 76051 Job -as I was I yes y Classic 2C81 Mari D1 Hip GINer 1 2 Job Reference (optional) �01.Rnenn IN Dead Load Den. = 114 in 10x10 MT20HS t1 7x8 MT20HS= 3x5 = 3x5 = 4 5 6 7 6.00 12 3x4 G 3x4 Q 3 38 ut NOP2X STP= A w -�\S 1 9 1x4 II n 2 9 1 ]4 0 17 16 75 24 25 74 26 13 27 12 71 0 28 10 29 502 MT20HSG Bx8 = 2x6 II 6x6 = Bx8 = Bx10 MT20H5 W8= Sx8 = 7z6 = NOP2X STP= 2x8 II Gx14 48 = 34-126-3-0 71 18 160 9--0 0 '21 11711 23-022-10-4 7-6 3-0-t2 1 0 4 4 0 I Plate Offsets(X,Y)- [2:0-3-7,0-3-0],[4:0-2-10,Edge],[7:0-4-8,0-3-121,[9:0-9-3,0-241,[9:0-7-13,0-0-0],[10:0-5-0,0-1-0],[11:0-3-0,0-5-0],[12:0-0-0,0-5-12], [14:0-4-0,0-6-4],[15:0-2-0 ,0-5-121 f16:0-3-0.0-3-121 [18:0-2-3.0-0-8] LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.26 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.49 14-15 >559 180 MT20HS 187/143 BCLL 0.0 Rep Stress lncr NO WB 0.87 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 3481b FT=20% LUMBER- BRACING. TOP CHORD 2x6 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins. T1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 8-11-2 oc bracing. BOT CHORD 2x8 SP DSS WEBS 2x4 SP No.3 *Except* W4: 2x4 SP Ne.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 ' REACTIONS. (size) 9=0-8-0 (min. 04-13), 2=D-8-0 (min. 0-3-13) Max Horz2=81(LC 25) Max Uplift9=-26g0(LC 4). 2=-2295(LC 8) Max Grav9=9563(LC 1), 2=7552(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-16205/4979. 34=-17016/5286, 4-5=-16489/5147, 5-6=-20160/5980, 6-7=-16552/4761,7-8=-17551/5021, 8-9=-18822/5332 BOT CHORD 2-17=4469/14464, 16-17=-4469/14464, 15-16=4684/15147, 15-24=-5697/18942, 24-25=-5697/18942,14-25=5697/18942, 14-26=-5494/18852, 13-26=5494/18852, 13-27=-5494/18852,12-27=-5494118852, 11-12=-4374/15552, 11-28=-4716/16769, 10-28=4716/16769,10-29=4716/16769, 9-29=4716/16769 WEBS 3-17=906/337, 3-16=503/1001, 4-16=453/1470, 4-15=1939/6220, 5-15=-3522/909, 5-14=503/2366, 6-14=-836/2536, 6-12=3299/1188, 7-12=1294/4556, 7-11=-865/3003, 8-11=-1226/415, 8-10=-327/1180 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-7-0 Go. Bottom chords connected as follows: 2x8 -2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been Considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=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 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. \�\ 7) The Fabrication Tolerance atjoint 4=4% \\\ \10 _ 8) This truss has been designed for a 10.0 psf bottom chord live load nonco icurrent with any other live loads. \ Q-� CEA/ -� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 3.*6!1 ��.� 2=22D5. Continued on page 2 - jj PE 76051 1 / -. --- -01` STATE 0� \\ �///SS��IVAL ENG \\\\ o toss I russ I ype Uty Classic 2Car Madin-4 Di Hip Girder 1 IFIY 2 Job Reference (optional) southern 1N55, K Yler .FL., J4951 nun:O.Jlus AY 1JIU19YnnEd.J1USAug1JZm9Meexinousmes,mc. C9, K to urnJ:m mw ra ee - - --- — -- - - -- - --- - -- - ID:ig2d Pb5KgOz?ObVx9ugaylstZ-V_tpcRsNr6o4S7dyCp2pNRTvzZkaKQsSXtmxm6y hE- NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3635 to doom and 1333 Ib up at 7-1-8. 1617 Ib down and 530 Ib up at 9-0-12, 1617 Ib down and 500 Ib up at 11-0-12, 1620 Ib down and 408 Ib up at 13-0-12, 1623 Ib down and 425 Ib up at 15-0-12. 1620 lb down and 443 Ib up at 17-0-12, and 1620 Ib down and 457lb up at 19-0-12, and 1620 lb down and 469 Ib up at 21-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-7=-70, 7-9=-70, M=-20 Concentrated Loads (lb) Vert: 15=-3635(B) 11=-1620(B) 24=1617(13) 25=1617(13) 26=-1620(B) 27=-1623(B) 28=-1620(B) 29=1620(13) CENgc.��� PE 76051 � sra-rEb�--- ���/SS�aNAL o toss russ ype y Classic 2Car mead 4 D2 Hip Girder 1 1 Job Reference (optional) aoumem uuss, rL rierce;r�., aanm 4x8 = 3 21 1x4 II 3x8 = 44 = 994 23 24 5 25 26 6 Dead Load Dell. = 3/16 In 27 28 " 29 10 30 31 3.6 = 1x4 II 3x8 = 4x8 MT20HS= 1x4 II 3x4 = 3.6 = 5-0-0 9-5-15 13-10-7 16-0-0 23-0-0 _ s.n.n F a5-15 a-0-3 asps I 5-ao Plate Offsets (X Y)— 12:0-5-0 Edge? 13:0-5-12 0-2-01 [6:0-2-4 0-2-41 17:0-6-0 0-0-6] 111:0-3-0 0-1-81 f13:0-2-3 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Web L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vart(LL) 0.22 9-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.38 9-11 >729 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code FSC20171TPI2014 Matrix -MS Weight: 1091b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0 (min. 0-1-8), 2=0-8-0 (min. 0-1-8) Max Horz2=67(LC 27) Max Uplift7=-625(LC 9), 2=-663(LC 8) Max Gmv7=1742(LC 1), 2=1810(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-2-14 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3413/1296, 3-21=-4250/1622, 21-22=-0250/1622, 4-22=-4250/1622, 4-23=4250/1622,23-24=425011622,5-24=425011622. 5-25=-3066/1192, 25-26=3066/1192,6-26=-3066/1192, 6-7=-3440/1285 BOT CHORD 2-12=-1148/2985,12-27=-1146/3000, 27-28=-1146/3000,11-28=-1146/3000, 11-29=-1576/4267, 10-29=-1576/4267,9-10=-1576/4267,9-30=-157614267, 30-31=1576/4267,8-31=-1576/4267, 7-8=-1088/3010 WEBS 3-12=01364, 3-11=-555/1485,4-11=-516/345,5-9=0/303, 5-8=-1444/556, 6-8=239/982 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; 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 live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 7=625. 2=663. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 260 Ito down and 296lb up at 5-0-0, 94 lb down and 115 lb up at 7-0-12, 94 lb down and 115 lb up at 9-0-12, 94 Ib down and 11516 up at 11-0-12, 94 lb down and 115 lb up at 12-3-4, 9416 down and 11516 up at 14-3-4, and 94 lb down and 115 lb up at 16-3-4, and 241 It, down and 286 lb up at 184-0 on top chord, and 138 Ib down and 48 Ib up at 5-0-0, 54 lb down at 7-0-12, 54 lb down at 9-0-12. 54 lb down at 11-0-12, 54 lb down at 12-34, 54 Ito down at 14-34. and 54 lb down at 16-3.4. and 136lb down and 49 lb up at 18-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-6=-70, 6-7=-70, 15-18=20 Continued on page 2 P/iEn76051 \tt STATE S�ONAL o was wss ype y GlassicMar Marin-0 D2 Hip Girder t 1 Job Reference (optional) southern Trues. Ft. Planes. FL. U951 Run:B.310s Aug 132019 rare 6.010 SAO 132019 MITek lnduseres,Inc. Sat Nov 1601.53.042019 Paget ---- - - ---—iD:ig2drWPb5KgOzlObVx9ugaytslZ-zP.RBpntOcQm4HBBmi Z vf03Cz8O3whEttJNUIYyihBD LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=186(F) 6=194(F)10=47(F) 12=121(1`) 8=-132(F) 21=77(F) 22=77(F) 23=-77(F) 24=77(F) 25=-77(F) 26=-77(F) 27=-47(F) 28=-47(F) 29=47(F) 30=47(F) 31=-47(F) PE 76051 § O STATE Job mss I was Type Ury ciassic2Car Marlin4 E7 Roof Special 1ply 2 7 Reference Job(optional) Soualem Truss, FL Pierce, FL., U951 ID -1-0-0 1-11-0 4-8-0 4x4 = 6.00 12 4 1x NOP2X STP= NOP2X STP= 2x4 II 2x4 II 2x4 It 2x4 II 1-0-0ir11y1 4-8-0 7-4-12 1-0-0 0.7T 12 1 21112 K4 II Plate Offsets (X,Y)-. 12:0-1-12,0-1-81.16:0-1-12,0-1-81 110:0-2-0,0-1-81 112:0-2-0 0-1-81 [15:0.2-3 0-0-81 [17:0-2-3 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.03 11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.04 11 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.06 Horz(CT) -0.26 9 n1a n/a BCDL 10.0 Code FBC2017/TP120.14 Matrix -MS Weight: 70 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except' B2:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 13=0-7-0 (min. 0-1-8), 9=0-7-4 (min. 0-1-8) Max Horz 13=57(LC 6) Max Uplif13=-219(LC 8), 9=-219(LC 9) Max Gravl3=492(LC 1), 9=492(LC 1) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-168/289, 5-6>134/286 BOT CHORD 12-13=-499/276, 3-12=-349/217, 9-10=-073/227, 5-10=-349/208 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Part. Encl., GCpi=0,55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 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 100 a uplift atjoint(s) except Qt=lb) 13=219, 9=219. LOAD CASE(S) Standard -4E9 •�V i PE 76051 1 To ORID //7ONAL o wss russ ype y Clessic2Car Mwff 4 E2 Hip Girtler i 7 Job Reference (optional) soumem i russ_rv. rierce, re. sr _o, 4x4 = 4x4 = 6.OD 12 3x4 4 4 6 3x4 3 6 3x4 G w 3x4 J 1x4 II 2 7 1x4 II 1 6 4 11 WZ 01 13 22 72 3x4 = 3x4 = 3.7 = 3x7 = e 16 5 10 6 NOP2X STP= NOP2X STP= 2x411 20 II 2x4 II 2x4 11 7-0-0 1-11-03-0-0 6-0-0 7-0-126-0-0 9-0-0 Plate Offsets (X Y)— 111:0-2-0 0-1-8] 114:0-2-0 0-1-e1 117:0-2-3 0-0-8] 119:0-2-3 0-0-81 LOADING(pst) SPACING- 2-0-0 CS]. DEFL. in (too) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.01 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 74 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* B2:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 15=0-7-0 (min. 0-1-8), 10=0-7-4 (min. 0-1-8) Max Horz 15=41(LC 7) Max Upliftl5=-323(LC 8), 10=-323(LC 9) Max Gravl5=626(LC 17), 10=626(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=189/362, 3-4=-382/305, 4-21=-319/259, 5-21=319/259, 5-6=-378/302, 6-7=157/362 BOT CHORD 14-15=-607/351, 3-14=-601/333, 13-14=-366/310, 13-22=-292/446, 12-22=.292/446, 11-12=-306/194,10-11=-607/329,6-11=-601/317 WEBS 3.13=-346/554, 6-12=311/554, 2-14=-307/222, 7-11=-307/192 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 12-13. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf, h=16ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=323, 10=323. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 217 lb down and 219 Ib up at 3-0-0, and 106lb dawn and 112 lb up at 4-8-0, and 217 lb down and 219It, up at BA-0 on top chord, and 80 lb down and 22 lb up at 3-0-0, and 34 lb down and 221b up at 4-8-0, and 80lb down and 22 lb up at 6-3A on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-4=70, 4-5=-70, 5-7=-70, 7-8=-70, 15-16=20, 11-14=20, 9-10=20 Concentrated Loads (Ib) Vert: 4=-38(F) 5=38(F)13=-48(F)12=-08(F) 21=-11(F) 22=-17(F) KZ /j PE 760� \\ r # - 0 ; STATE 01VAL o russ rus9 ype y classic2Car Madin4 FGA Flat GINer 1 7 Job Reference o Bonal southern buss, rL rl... rL,' 9s1 rcun:a.sms Hu l3 xV ltl rnm: o.a iu s Nug-,a . muea inousurcs,,n=. aauw�,o u,.00.o, turn ra _._ID:ig2 rWPb5KgOz?ObVx9ugaytstZ-N17KRowuuLIWalwjROlXHebIAEdGLIgSVkBvy hBA--J 48-0 94-0 4-8-0 4-8-0 73x4 = 1x4 II 19 tx4 II 23x4 = 1x 2 t 1 ix411 3x34 18 = T T 1 T T 1 1x4 1x4 11 Ivi3 x4 II 1x4 II W T T S 1%4 7 70 II e s 4 1x4 II 30 = 6 5 2x4 II 9 8 NOP2X STP= 20 11 3x8 = 2x4 II ix4 II i-B-B 4-8-0 7-8-0 B-0-0 94 2-11-8 3-0-0 4- 1-4.0 Plate Offsets (X Y)-- 13:0-1-12 0-1-81 15:0-2-0 0-1-121 16:0-0-3 0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deb Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.01 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.15 Vert(CT) -0.01 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) -0.00 5 r1a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 87 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-8-0 except Qt=length) 9=2-0-0, 8=0-3-8, 8=0-3-8. (lb) - Max Horz9=216(11LC 4) Max Uplift AII uplift 100lb or less at joint(s) 5.8 except 9=428(LC 4), 6=-566(LC 5) Max Grav All reactions 250 lb or less aljoint(s) 5, 8, 8 except 9=787(LC 1), 6=1271(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 1-9=-778/433, 1-18=-286/183, 18-19=286/183, 2-19=-286/183 BOT CHORD 6-7=-193/280 WEBS 1-7=-231/351, 2-6=-784/409, 3-6=-581/287 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to. prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 5, 8 except jt=1b) 9=428, 6=566. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291 lb down and 179 lb up at 0-1-12. 129 It, down and 71 It, up at 1-1-13, 167 lb down and 109 lb up at 3-0-12, 167lb down and 109 lb up at 4-8-0. 167lb down and 109 lb up at 6-34, and 1291b down and 71 lb up at 8-2-3, and 291 Ib down and 182 lb up at 9-24 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-70, 4-9=-20 Concentrated Loads (lb) Vert: 1=-291 2=-150 3=-291 18=-129 19=150 20=150 21=-129 PE 76051 `71 1 ST STATE 0 `� c� �-ai•1-% t`4�; mix 61 �ORIO .G� \� S'ONAL SNN I Job Truss was I ype y Classic 2Car Madin-4 Ht Half Hlp Giber 2 2 Job Reference (optional) SouNem Tuss, FL Pierce, FL., 35951 Run: 5.31US AV 131U19 Pont 4.31 U S Aug 13 ZV1 a MI I eK Industries, Inc. Sat NoV l6 U t:SJ:Utl2dlY Ye BI .— -- -- --- - ---- ID:ig2tlrVJPb5KgOz?ObVx9ugaytstZ-ryglf8wWfeRNZvVv?Me_4VAoBaW7?g3gh9TiRJyh09 -10-0-- 5-1-9 6-7-D 144-0 1-0-0 I 5-1-9 3-5-6 i 5-9-0 - 7x5 = 4x8 = Dead Load Def. = 11161n oxr = NOP2X STP= 2x6 II Plate Offsets (X,Y)— 14:0-3-0,0-2-01 (5:Edge,0-1-81 16:Edge 0-3-8] pt0-1-120-4-81 19:0-2-30-0-81 LOADING(pso SPACING- 2-0-0 CSI. DEFL, in (too) Udell Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.09 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.15 7.8 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.93 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 180 to FT= 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* BOT CHORD W4: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0 (min. 0-2-9), 2=0-8-0 (min. 0-1-8) Max Horz2=237(1-C 21) Max Uplift=-1972(1-C 5), 2=-1161(LC 8) Max Grav6=6222(LC 1), 2=3506(LC 1) FORCES. (lb)- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7293/2427, 3-0=-7093/2397, 4-5=3565/1157, 5-6=5413/1790 BOT CHORD 2-8=-2304/6460, 8-13=-1610/4715, 7-13=1610/4715 WEBS 3-8=-261/211, 4-8=-1749/4900, 4-7=-2134/841, 5-7=-2044/6290 Structural wood sheathing directly applied or44-7 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (S), unless otherwise indicated. 3) Wind: ASCE 7-10: Vull=l60mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16R; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Ut=1b) 6=1972, 2=1161. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3513 Ib down and 1287 lb up at 7-1-8. 1617 lb down and 566 to up at 9-0-12, and 1623 lb down and 492 to up at 11-0-12, and 1623 It, down and 435 Ib up at 13-0-12 on bottom chord. The design/selection of such connection devioe(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced); Lumber Increase=1.25, Plate Increase=1.25 Unifonn Loads (pit) Vert: 14=70, 4-5=-70, 2-6=-20 Concentrated Loads (Ib) Vert 8=-3513(B) 7=1623(B)13=-1617(B) 14=-1623(B) �\\\\\U1 v1I. aL /// '\�CENS����� PE 76051 \`t +47, Y�- -01 STATE----/"i+o`. rA L� S= Joo Truss I cuss i ype Ciasslc 2Car Madia4 H2 jQtY JVIY Half Hip Girder 1 1 Job Reference (optional) Swthem Truss, Ft Piena, FL, 34951 - 2 3x5 = 23M14i-u 3-8-0 I 3-8-0 4x8 = 1x4 II 3 14 4 15 16 apgad Load Dell. = 7/e in NOP2X STP= 2x6 II Plate Offsets (X Y)-- 12'Edoe 0-0-41 13:0-540-2-01 f5:0-2-8 0-1-8] 17:0-2-0 0-1-81 18'0-240-0-81 19:0-2-3 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/tlefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 VartILL) 0.11 8-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Ve t(CT) -0.18 8-13 >950 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 751b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31'Except' TOP CHORD T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0 (min.0-1-12), 2=0-8-0 (min. 0-1-8) Max Horz2=197(LC 8) Max Uplift6=-565(LC 5), 2=-429(LC 8) Max Gmv6=1472(LC 1), 2=1187(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1919/691, 3-14=-1185/464, 4-14=-1185/464, 4-15=-1185/464, 15-16=-1185/464, 5-16=1185/464, 5-6=1376/590 BOT CHORD 2-8=-684/1628, 8-17=-691/1657, 7-17=-691/1657 WEBS 3-8=171/742, 3-7=-658/333, 4-7=-564/391, 5-7=-647/1647 Structural wood sheathing directly applied or 4-11-9 oc purlins, except end verticals. Rigid ceiling directly applied or 6-9-10 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 6=565, 2=429. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 191 Ito down and 238 lb up at 7-010, 141 lb down and 166 lb up at 9-0-12, and 141 lb down and 166lb up at 11-0-12, and 141 lb down and 166lb up at 13-0-12 on top chord, and 515 Ito down and 221 Ib up at 7-0-0, 94 lb down at 9-0-12. and 94 lb down at 11-0-12, and 94 lb down at 13-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 1-3=40, 3-5=-70, 6-11=-20 Concentrated Loads (Ib) Vert: 3=144(F) 8=515(F)14=141(F)15=-141(F)16=141(F) 17=-75(F) 18=-75(F)19=75(F) c � PE 76051 \\ r` .. _ -G % STATE [[ . s`S/ 0NAL 9, o wss I ruse I ype Uty Fly Classic2Car Marl HVB Valley 1 1 Job Reference (optional) ouuLm i r=ss pro. rleme, r�,, .wee i 3x4 = 2x4 II 3 4 6 5 2x4' tx4 II 20 II 8-0-0 1 p (ts I Plate Offsets (X,Y)— t3:0-2-0,0-2-81 LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.06 Horz(CT) 0.00 5 n1a n/a BCDL 10.0 Code FBC2017(TPI2014 Matrix-S Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0 (min. 0-1-8), 5=8-0-0 (min. 0-1-8), 6=8-0-0 (min. 0-1-8) Max Horz1=145(LC 8) Max Uplift5=-49(LC 5), 6=-169(LC 8) Max Gravl=123(LC 1), 5=148(LC 1), 6=381(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-6=-292/209 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except 0t=lb) 6=169. LOAD CASE(S) Standard II \\\\\\\P\1IIV,- 4 !F/y/ PE 76051 L„ } D 1 ATE 2 o rass was yp0 y Classic2Cer Madin4 HV10 GABLE 1 i Job Reference (optional) rcun:aa — ID:ig4 6-4-8 3x4 = 2x4 II 1x4 It 3 4 6 5 2x4 9 1x4 II 2x4 II Plate Offsets (X,Y)— [3:0-2-0,0-2-81 LOADING(psf) SPACING. 2-0-0 CS]. DEFL. in (Ice) Udell Lld PLATES GRIP TCLL 20.0 . Plate Grip DOL 1.25 TC 0.67 Vert(LL) n1a - n1a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) n/a - n1a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 5 n1a n1a BCDL 10.0 Code FBC2017rrPI2014 Matrix-S Weight: 37 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=10-0-0 (min. 0-1-8), 5=10-0-0 (min. 0-1-8), 6=10-0-0 (min. 0-1-8) Max Horz1=145(LC 8) Max Upliftl=-24(LC 8), 5=-59(LC 4), 6=-191(LC 8) Max Gravl=202(LC 1), 5=141(LC 18), 6=513(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-381/232 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=16ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nogconcurrenl with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 1, 5 except Qt=lb) 6=191. LOAD CASE(S) Standard \\\\\\NI IVI. B4 1// PE 76051 \ _ ' 0 1 §TATE Job was lype y Classic 2Cer Marfin-0 Jt Jack -Open 12 1 Job Reference o Clonal eownem i mss, rz. rierce., oneai nu,,. a.a,v=..,. , Io,.�,,.,.. o...,. ...n...�.._•..�•�••��...._........... .......__.._-_._.__. • - -- _----- — -- - -- — iD:ig2d b5KgOz?ObVx9ugaytstZ-kjwDVWzljtzpiWphECjwELLdWBzyxiePcnRva5y h85 -1-0-0 -0-0 � 1-DA LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) -0.00 9 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD Zx4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=1vechanical, 2=0-1-8 (min. 0-1-8), 4=Mechanical Max Horz2=46(LC 8) Max Uplift3=-7(LC 8). 2=-61(LC 8), 4=-4(LC 1) Max Grav3=11(LC 13), 2=159(LC 1), 4=14(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 6lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCOL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.1B; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift atjoint(s) 3, 2, 4. LOAD CASE(S) Standard PE 76051 t rw - - - -- -0 1 STATE -� 10NAL SNG�\\\\� o Truss russ ype y Classic2Cer Madin4 JiA Jack -Open 2 1 Job Reference (optional) i n 9 ,a mm,nuvn,nuusu,w, um. o - ID:ig2dr PbSKgOz?ObVx9ugaylstZ-kjwDVWzljtxplWphECjwELLdWBzhxiePcnRva5y hH5 Plate Offsets (X,Y)- 15:0-2-3,0-0-81 LOADING(pso SPACING- 2-0-0 CSI. DEFL. In floc) 1/deFl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 9 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 9 rdr 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Weight: 6lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical Max Horz3=295(LC 1).4=-295(LC 1) Max Up1ift3=-64(LC 8) Max Grav3=157(LC 1).4=15(LC 3) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-132/332 BOT CHORD 24=-295/159 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3. 5) Non Standard bearing condition. Review required. LOAD CASE(S) Standard \\\\\\�1I IVI. BL ////// PE 76051 t _ t t - 5 -a1\ STATE Job iruss Truss I ype Classic2Cer Marlin JIB Jack -Open jQty jPly 2 1 Job Reference (optional) soumem imss.rt rierce. r�...+oav u,,."1D':i1..,, ......._. .__•.__.•___•_.__. - - -- - - - - - - -- - - — ID:ig2tlI Pb5KgOz7ObVx9ugaytstZ-CvUbis_fUB3gfgOtowE9nYupPbJ7g9uZgR8T6Xy hB4- 90- M 1-0-0 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEPL, in (fee) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 6 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n1a n/a BCDL 10.0 Code FBC2017RPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 2=Mechanical, 3=Mechanical Max Hor41=25(LC 8) Max Upliftl=-8(LC 8), 2=-16(LC 8). 3=6(LC 8) Max Gravi=44(LC 1), 2=26(LC 1), 3=19(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: a lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purllns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=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 pat bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 2, 3. LOAD CASE(S) Standard 1 0\111 I I 11///// GENgc .���ii PE 76051 ATE i ORID r\ u Job russ russ iype Uty my Classic 2Car M801n4 J3 Jack -Open 14 1 Job Reference (optional) 5oumem vuss, rt. Ylerce, rL, mubl IlUU: 6 31U s AUg 13 ZU19 YIIaC b 3lU s AU9l'J ZUltl MI I eK InaUSMeS, UIP Sal NGV lb U/:JJ:14 ZUlU Ya ¢ 1 -- --- -- — -- -- ID:ig2drWPbSKgOz?ObVx9ugaytstZ-g62zvB?HFUBWHgy3MdlOJmOzj?eHPc7i35wOfzyhB3- a.n.n Plate Offsets (X,Y)— 15:0-2-3,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.01 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 13 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-1-8 (min. 0-1-8), 4=Mechanical Max Hcrz2=126(LC 8) Max Uplift3=88(LC 8), 2=87(LC 8), 4=8(LC 8) Max Grav3=100(LC 13), 2=220(LC 1), 4=54(LC 3) FORCES. (lb) -Max. CompJMax.Ten. - All forces 250(I1b) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Part. Encl., GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard PE 76051 t �c4�-��'�Q // o Truss russ ype y Classic2Car Madin-0 J3B Jack -Open 1 t Job Reference (optional) mi. nYmI is"1 en 11 >ww'n,,..—rvw mu.....mwu ID:ig2d Pb5KgOz70bVx9ugaytstZ-BIbL7XOvOoJNuzXGvLGds=SCP 483NslI9ZBQy hB2 2x4 = Plate Offsets (X,Y)— 11:0-1-4,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.01 3-6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 10In FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-B), 2=Mechanical, 3=Mechanical Max Horz1=74(LC 8) Max Upliftl=-25(LC 8), 2=-60(LC 8), 3=-4(LC 8) Max Grav1=132(LC 1), 2=88(LC 1), 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 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5,Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 1, 2, 3. LOAD CASE(S) Standard \\\0NI1I)I // ///// -\GENS����/�i - PE 760051 rarE - ////�s!0A/A Job truss I russ type Uty Ply Classic2Car MaHM4 JS Jack -Open 16 i Job Reference (optional) 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.04 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.07 4-9 >907 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 nta n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 19 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Mechanical Max Horz2=145(1-C 8) Max Uplift3=102(LC 8), 2=-78(LC 8) Max Grav3=147(1-C 1). 2=305(LC 1), 4=94(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=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 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 beadng plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) 3=102. LOAD CASE(S) Standard L�4//�i PE 76051 -rot STATE �5 \<ORII ���//�js8!ONAL Job ITUss I russ i ype Uty Fly ciaasic2car Madin-0 J7 Jack -Open 45 1 Job Reference (optional) ug is cu . u a ro ran , ID:iq drWPb5KgOz?ObVx9ugaytstZ-4gj6YD19YPZ58Hhe1115xO2JyCY3cyt9129gFIy hBO - 1-0-0 7-0-0 ' 4 2x6 = Dead Load Den. = 3116 in, Plate Offsets (X,Y)- 12:0-6-4,0-0-101. t5:0-2-3,0-0-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in floc) I/deli L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.16 4-9 >521 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.26 4-9 >318 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) 0.01 2 n/a n1a BCDL 10.0 Code FBC2017frPI2014 Matrix -MP Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wpod sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8),4=Mechanical Max Hom2=195(LC 8) Max Uplift3=-147(LC 8), 2=-95(LC 8) Max Grav3=211(LC 1), 2=392(LC 1), 4=134(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=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 nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 2 except at -lb) 3=147. LOAD CASE(S) Standard QI�' LIGENSF.��� PE 76051 \ - - - -- 1 TATE Job Truss toss yp0 y Classic 2Car Madin-0 J91 Jack -Open 16 1 Job Reference (optional) 1g2UrWPb5K90z76bVx9ugaytsf2-YtHU172oJjhylRGgbTpKUcbTActwLP74 iuEokyalhB7 I i f 4 2x8 = LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) Wall Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.25 4-9 >340 240 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.28 4-9 >301 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Dead Load Deft. = 3116 in . PLATES GRIP MT20 244/190 Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0 (min. 0-1-8), 4=Mechanical Max Horz2=273(LC 8) Max Uplift 229(LC 8), 2=-152(LC 8), 4=13(LC 8) Max Grav3=258(LC 13), 2=398(LC 1).4=137(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=1 Sit; 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 nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=229, 2=152. LOAD CASE(S) Standard -- \\\\\III I I ////// GEN PE 76051 7 ��T AX Job Iniss imss iype Ply Classic2Car Matlinl MV2 Valley jUty I 2 1 Job Reference o tional So=em I Was. he Pierce, rL, J49a1 rtun: o.mus Hu - ug,u tum ----- - - - mmncw ID;ig2 MPb5KgOz?ObVx9ugaytstZ-YtHUIZPoJjhylRaGgbTpKUcbgOcO LP71_iuEokyhB? 2 3 2x4 i I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n1a - We 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n1a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.00 HOrz(CT) -0.00 2 n1a n1a BCDL 10.0 Code FBC20177TPI2014 Malrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0 (min. 0-1-8),2=2-0-0 (min. 0-1-8),3=2-0-0 (min. 0-1-8) Max Horz1=35(LC 8) Max Upliftl=-12(LC 8), 2=-36(LC 8) Max Gravl=62(LC 1).2=48(LC 1), 3=28(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCp1=0.1& 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joint(s)1, 2. LOAD CASE(S) Standard \\\\\III I I I///Z/, <2j� \.XCEN,4�..`�/ PE7600 1 -P1` STATE -� J00 Truss tossType y Classic2Cer Malin MV4 Velley 2 1 Job Reference (optional) ID:ig2drWPs11 b5KgOz?ObVx9ugaytstaL-13rszv3Q31 ppNbr16ALZOpFra6JW4sNR6M.7KByYhB_ 3 3 2x4 4- 2x4 It I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in goc) IldeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a - Na 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 nta n/a , BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=4-0-0 (min.0-1-8),3=4-0-0 (min.0-1-8) Max Horz1=81(LC 8) Max Upliftl=-28(LC 8), 3=-69(LC 8) Max Gravl=146(LC 1), 3=146(LC 1) FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s)1, 3. LOAD CASE(S) Standard -GEN-- i; PE 76051 �7 _ • - fl t S ATE ORID l� ////��'ONAL o Truss toss ype y Classic2Car Marlin4 MV6 Valley 2 1 Job Reference (optional) ID:1g2goP, b5,Kg0z706Vx9ugaylstZ-VFPEAF42gKxg710DiusoZl gzSOh6pJgbRONKrdy ..Az 2x4 II 3 5 4 2K4 !- 1x4 II 2.4 11 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a - rda 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 rda n/a BCDL 10.0 Code FBC20171FP12014 Matrix-P Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.3 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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(1-C 8), 5=-140(LC 8) Max Grav1=74(LC 1), 4=101(LC 1). 5=296(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=140. LOAD CASE(S) Standard IVI. BL '- GENS PE 76051 D AiE ; NrAL�NG�\\� L Job Twss I was i ype y Classic 2Car Marlin-4 MVa Valley 1 1 Job Reference o tional n�-ID:ig2dr&PbSKgOz4ObVx9ugayts.tZ-VFPEAF42gWcg7loDiusoZlgwbOtTplXbRONKrdyli: z 2x4 II 3 5 4 2x4' 1x4 II 2x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0 (min. 0-1-8), 4=8-0-0 (min. 0-1-8), 5=8-0-0 (min. 0-1-8) Max Hom 1=181(LC 8) Max Uplift4=-64(LC 8), 5=-193(LC 8) Max Grav 1=108(LC 1).4=135(LC 1). 5=408(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=317/238 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except Qt=lb) 5=193. LOAD CASE(S) Standard PE 76051 - -. b \L' STAB-` o fuss fuss ype y y Classic2Car Marlin Win GP9LE 1 1 Job Reference (optional) pomnem imss. rc rie¢e. re...+s7>� nun: oa:ig2dr b5Kg z?ObVx9uga t zSz -- ID:Ig2drWPb5KgOz706Vx9ugaylstZ-zSzdNb4gbe3Xcu?PGbNi5ED0_pysYlVkgg7u03yIhAy 2x4 II 3 2.4 5 4 1x4 II 2x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) gde0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ve t(LL) n/a - me 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) n/a - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 HDrz(CT) 0.00 4 me n/a BCDL 10.0 Code FBC2017/-rPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=10-0-0 (min. 0-1-8),4=10-0-0 (min. 0-1-8),5=10-0-0 (min. 0-1-8) Max Horz 1=231(LC 8) Max Uplift4=-52(LC 8), 5=-248(LC 8) Max Grav1=196(LC 1), 4=109(LC 1), 5=526(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-397/293 Weight: 41 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opst h=16ft; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=248. LOAD CASE(S) Standard . � PE 76051 \11 STATE - PoNAL o russ toss ype y Classic2Car Marlin4 V4 Valley i 1 Job Reference (optional) �ID:ig2drWPbSKgOz706Vx9ugayls-ReX7bx51MyBOF2acgJuGe51LPDMwHD6uvKSRwWyIltAx 3x4 = 2 2x4 2x4 LOADING(psQ SPACING- 2-0-0 CS1. DEFL. in (foe) /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 11 lb FT LUMBER- LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0 (min.0-1-8), 3=4-0-0 (min. 0-1-8) Max Harz 1=14(LC 5) Max Uplift1=34(LC 8), 3=-34(LC 9) Max Grav1=124(LC 1), 3=124(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 3. LOAD CASE(S) Standard J� PE 76051 11 STATE Via.` <ORIO /� I S/ONAL E�G�\\\�� jou truss was type Fly classic2Car Madin4 ve July Valley 1 1 Job Reference o tional -umem 1 11.1—,=. ,.,.,,.... ,,,...,.y......,�� o,.,.e'...,�.�.�..�.,...____.`_...._. _....._..__..__.____._.'_. ID:ig2drWPb5KgOz7ObV;6ugaytstZ-vg4NoG6w7FJFs,C8oN-OPVB007dhbOgkl8_c4Syy w 4-M 8-0-a ' 4-0-0 F 4-0.0 ' 44 = 2 4 20 <:- 1x4 It 2x4 8-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.39 Vert(LL) nfa - /a999MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a - !efi da999BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(CT) 0.00 3 la nia BCDL 10.0 Code FBC2017/-rP12014 Matrix-P Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0 (min. 0-1-8), 3=8-0-0 (min. 0-1-8), 4=8-0-0 (min. 0-1-8) Max Horz 1=34(LC 5) Max Upliftl=-60(LC 8), 3=-66(LC 9), 4=-45(LC 8) Max Gravl=155(LC 1), 3=155(LC 1), 4=299(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=1611; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3, 4. LOAD CASE(S) Standard CEN PE 76051 �t\ S ATE ORID sIONALEN\�\\\ Job Truss i russ i ype y Ciamic2Car Mar!M4 V12 jely Valley t 1 Job Reference (optional) s9umern vuss, r�nerce, r�., .waoi 44 = 3 Ii 8 7 6 2x8 II 1x4 II 2x8 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.01 5 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.01 5 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC20177iP120.14 Matrix-R Weight: 37 lb FT=20% LUMBER- ' BRACING - TOP CHORD 2x4 SP Ni TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 8=9-4-0 (min. 0-1-8), 6=9-0-0 (min. 0-1-8), 7=94-0 (min. 0-1-8) Max Horz8=-57(LC 6) Max Uplift8=-169(LC 8), 6=-173(LC 9) Max Grav8=373(LC 1), 6=373(LC 1). 7=237(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-337/193, 2-3=263/176, 3-4=263/169, 4-6=-337/197 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=16fi; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 8=169, 6=173. LOAD CASE(S) Standard \\\\\\Ill l l!///�/ GEN PE 76051 - -,--o � STATE ` i�0�_OR O L I Job Truss runs ype y ciasaic2car Marflr4 V16 VaAey 1 1 Job Reference o tional �.._...._._._.....__._•__,...n•-`_._....._.....____.__...._�..._. .__..___. __._.__. ID:ig2 rWPbSKgOz?ObVx9ugayLstZ-N1elOc7Yu2S6TMj_xjwkjubN10116UBMeLY_OylhAv -1-0-0 4-8-0 0`0 1-0-0 1 4-8.0 I 4-8-0 - — 1-0-0 4x4 = E7 2 4 II 1x4 1 62x4 II LOADING(psf) SPACING- 2-M CSI. I DEFL. in floc) Ildell Ltd TCLL 20.0 Plate Grip DOL 125 TC 0.41 Vert(LL) 0.01 5 nrr 120 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) 0.02 5 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 6 n/a We BCDL 10,0 Code FBC2017rTP12014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=9-4-0 (min. 0-1-8), 6=9-0-0 (min. 0-1-8), 7=94-0 (min. 0-1-8) Max Horz8=57(LC 7) Max Uplift8=-145(LC 8), 6=-046(LC 9) Max Grav8=320(LC 1), 6=320(LC 1), 7=343(LC 1) FORCES. (lb)- Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=281/168, 4-6=-281I169 PLATES GRIP MT20 244/190 Weight: 44lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end vedicals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuit=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 8=145, 6=146. LOAD CASE(S) Standard PE 76051 �t . a S ATE `�4ORID Job Truss I was I ype Uly My Classic2Car Madir V20 Valley 1 1 Job Reference (optional) a �umem i mss , rc rieme, r�., erao i is 4x4 = 7 6 7 6 2x4 It 2x4 It 1x4 II 94-0 Od.n 4 II Plate Offsets (X,Y)— 19:0-2-3,0-0-81, 111:0-2-3,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OA3 Vert(L-) 0.01 5 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) 0.02 5 Nr 90 BCLL 0.0 Rep Stress Incr YES WB 0.12 Hoa(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPl2Q14 Matrix-R Weight: 49lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 8=9A-0 (min. 0-1-8), 6=9-0-0 (min. 0-1-8), 7=94-0 (min. 0-1-8) Max Horz8=57(LC 7) Max Uplift8=-132(LC 8), 6=-132(LC 9), 7=-4(LC 8) Max Grav8=303(LC 1), 6=303(LC 1), 7=377(LC 1) FORCES. (Ib)- Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-264/157, 4-6=-264/157 WEBS 3-7=-275/59 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load noncroncurrent 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) 7 except Qt=1b) 8=132, 6=132. LOAD CASE(S) Standard IVI. 10EN&--, f7 PE 76051 f�w t t \ STATE ho o nlss russ ype y Clessic2Car Merlin4 V24 VALLEY 1 i Job Reference (optional) soumern russ , rr. rierce, r�., wao 1N 4x4 = » 3 8 7 62x4 II 2x4 II 1x4 II 4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.00 4 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) 0.02 4-5 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 53 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 8=9-4-0 (min. 0-1-8), 6=9-4-0 (min. 0-1-8), 7=9-4-0 (min. 0-1-8) Max Horz8=57(1-C 7) Max Up11ft8=-122(LC 8), 6=-122(LC 9). 7=-11(LC 8) Max GfaVS=295(LC 1), 6=295(LC 1), 7=393(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-258/149, 4-6=-258/149 WEBS 3-7=-290/67 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 8=122, 6=122. LOAD CASE(S) Standard vi- PE 760051 \ L.. b STATE NAL