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HomeMy WebLinkAboutTRUSS PAPERWORKSOUTHERN TRUSS COMPANIES Southern Truss 2590 N. Kings Hwy Fort Pierce, FL 34951 (772) 464-4160 * Fax: (772) 318-0015 Job Number: ,be — — — J1900895 Customer. Ryan Homes Name: Ryan Homes Address: 5247 Oakland Lake Circle City, ST, ZIP: Fart Pierce, FL 34951 3eneral Truss Engineering Criteria & Design Loads Building Code and Chapter. ComputerProgmm Used. ' ` FBC2017rrPI2014 MTek Version: 8.22 Jul 2 SCANNED Gravity: 37.0 ROOF TOTAL LOAD Gravity: BY psf N/A Mod Building Authority: 160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise) St. Lucie County No. Date Tmss ID# 1 08116/18 Al 2 08/16/18 A2 3 MUM A3 4 08116/18 A4 5 08/16/18 A5 6 08/16118 A6 - 7 08116/18 A7 8 08116/18 AB 9 08116%B ABG 10 0ai18/16 Bi 11 08/16/18 B2 12 08/16118 M 13 08A6/18 cl - 14 08/16118 C2 15 06/16/18 C3G 16 08M6118 CJ7 17 08116118 CJ31 18 08/16/18 A 19 08I16/18 J2 20 0a116118 J3 21 08/16/18 J3A 22 oa/16/18 J4 23 08/16/18 JS 24 08/16118 J7 �25 08/16f16"�—'-J31: 26 08116118 J58 27 08/16/18 MV2 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. 76051 2590. N. Kings Highway Fort Pierce, FL 34951 No. I Date TmnlD# 28 08I16118 MW 29 1 08/16/18 1 MV6 TYPICAL DETAIL @ CORNER. - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFactor=1.00) nds toe nails only have 0.83 of 'lateral Resistance Value. . ._ 12 4(A� 4(A) 4CA� 12 1&OVER 1. 9-9-5 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT UP TO 2ESo — 2-16d NAILS REQ'D. Q UP TO 394# = 3-16d NAILS REQ'D. use 2-16d toe naD Tc @ BC. Typical jack 45' attachment H7 H I I use 3-16C toe nail TYPICAL CORNER LAYOUT k �-16d Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — - — — BC — — — — — —— 2-16dnails ----— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails -—--— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — 13C — — — — — —— 2-16dnails --——— HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — —. — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails —-—— MINIMUM GRADE OFWMBFR LOADING (P9F) sIR INa¢: aoz L D Fec:1a17 T.C. 2x4 SYP �Z TOP 2G B.C. 2x4 G P N2 WEffi 2x4 GYP No.3 BOiiOM 00 to SPAdNG 24' O.C. SOUTHERN TRUSS Fort Pierce Division 2590 N_ Kings Highway, Fort COMPANIES Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax:(772)318-0016 BrMm-#A.-FJbgkly Struct Eng #75051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-484-4160 TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.0_1—Factor=1.25) nos toe nails only have 0.83 of lateral Resistance Value. 12 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT UP TO 265# - 2-16d NAILS REO'D. UP TO 3941 - 3-16d NAILS REO'D. use BC. / N5 (MP GIRDER) �� ``.` qO p0 toe nail 0 / 1C k BC. % N Typical jack 45' attachment 'toe nail TYPICAL CORNER LAYOUT 8 2-16d Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails ————— J5 TO HIP JACK GIRDER TC — — — — — - — 2-16d nails — — — — — BC — — — — — —— 2-16dnails — — —— — TC — — —— — —— 3-16dnails --—-- BC — — —— — —— 2-16d nails --—-- HIP JACK GIRDER' (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — —— — —— I 2-16d nails I —--- 41MUM GRAOE OF LUMBER LOADING (PSG ' T.C. 2s4 SYP L a B.B.C.f2 - 2rt4 -SYP 2 TOP. 20 WEBS 224 SYP No3 BOMM 00 10 SPACING 24' O.C. SOUTHERN l Fort Pierce Division TRUSS Fort PlN. Ki 9FL Highway, COMPANIES (8DD)232-0509 (772)464-4160 nttR//...gym m Fax:(772)318-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce,. FL 34951 772-464-4160 'A .. I Hartgers Face Mount Hanger Charts MiTeka L :DFM Tqi� !; Rtml:: - aWg �' H i-Nall- Ch 100% iiisk 4 Ind "Id 2 Tod x —11/2 ::470., 5MM 320. JL24 W24 2B 1-9116 3 1-1/2 1SM6 F04 F2 4 16d 16d 2 16W-1/2 .. see SMOO M.' 320 4 C 1OdHDG Hps 2 10dxl-1/2HOG 4G5' ?M 311RI, JL24IF-TZ - 16 I-SnS 3-1,8 14/2 F32 4 16.dHDG M 2 lDdxl-l/2HDG .M' U5.1 M:l '280: 2x4 J=4 UJS24 18 1-9116 3-118 I-V4 1 4 led 2 lad M' 775.1 M 510 SLW4 U24 16 I-Mfi 3-1/4 2 I-3M6 4 led 2 10dx1-1J2 Sao [.560�1 ws:. 380 — 4 IS led 2 T OdX1-112 '599 665-j 720 - 39 5, 141326 HU26 14 1-M6 3-1�' 2-112 1-1/8 Mtn 4 16d 2 lodxl-1/2 615 Seel 74 .365: Re. 4 615 SM 1 SM 1 7 745 50- i �w iv` 7, -4iA Sil a 4 -.47 4". 84011 960 960. 1045. 1045 650. 00'j A • 12 _1" HDG 11 00d".xjl 05 SM I SM' 730. 31, RI. Sfl6d V2 HOG 0. 035, 730. 'TZ ;!L!!� •.74 F32 'JL1SM 4111526:: IS:. 6 413116 . j-, 10di.-UA 870' 1000 S.R5.P2 UL5297'm- -VMS T18 'T-9116 'S-ltlfi' ':.'.7F 6 -.14d.- 12a5 14" LM7M 865. 31, RI, F32 S� u led;-.- �4: 750 MOI �4- -1 oft T-1/2 680 IBM 110800 .755 is; 5-71161"..3"; 1—' .1 F76�8 3140 MS ISO 26 ;I : i ... t - _34R, ?�I� 4. 7 t46d "'2 . !ibdx'14� 615 :695 1 -745. 365. 5, :Max.: his MS 745 30 1 , -YO, 1.41 Re. JiD28, WM'.- J4 41-RnS 5-14 2Al2 1-118 Form 4-1 led i -1h 1230 113901 U90, -780 F2 1236113MJ 1490 SM. - t JL26 LLM I 20 1-9/I6 "ol 1-1/2 15116 - 6 10d 4 10dx1-12 1 710, 8051 B70L 650. 6 lad 4 1 1OW-112 840 SM I IM 65G JL261FL7Z LUCM 19 1,M6 4102, 1-12 - _ 6 10d HOG 4 1 lDdXl-I/ZlfDG 695. WO' M.' 730. 31, R1, 6 16d HDG 47-1Odxl-112HM 831 950 1OM35 730 IN F32 JL28 LMB 20 1-SA8 6-3/8 1-1/2 15116 - led 6-1 Od x 1-112 1180 1295 .1295 89, 5,AF2 -ID 16d 6 1 lDdxl-112 1400 18M 17401 865:1 I JL28IF-U 18 1-M6 6­I/B I-I2l - - _10 8 IQdHDG . 4 1 10dx1-1/2HDG -930 low 21160I -73" 31, RI, a 16dHDG 1 4 1 10dX1-lf2HDG 1505 12*5 1215 1 730 F32 JUS26 Ills26 18 1-9/I6 4-12AS 1 V4 1 - 4 led 4 10d :970.1 IODD 10M 1115' S. JUS2B LUSM 18 I-6 M &-M 1-u I - 6 10d 4 1 Ind 111011770113=75 .1115 KF2 MUS26 MLIS26 IS 1-Sn6 5-1116 2 1 - 6 led 1 6 1 10d 1285 14751 Is* WS, 31. R1, US MUM MLWB 18 I-M6 7-1716 2 1 B 1Od 8 10d 1710 1970-121401 1230 F32 SW26 U26 16 I-SM6 5-11B 2 1-3116 - led L 10d x 1-112 -.750 840 1 910 1 755 6 16d 4 10dxl-112 OWT 1000I M 755- 1 1 S0128 - 16 I-9Afi 6-M 2 I-3/16 - a 10d 6 10d X 1-12 10DO 11201 IMO SM 8 16d 6 l0dXl-112 1175 133511440 SM HUSH HIIS26 16 ,1-SM 5-7116 3 2 - 14 16d 6 16d _i7 60 .3140 3345. F 1925 1 RS, 11=8 HUS28 16 11-M I MM 1 3 1 2 - .22 1 led a 16d E 42� 1=�= 2570 F2 HDZB HU28 14 1_M6 5-1/4 2-U2 1_118 a Ifid I IGdxI4/2 780 AM2 IFLS 129E 139O I 149E MS IM210 HU210 14 1-M6 7-M6 2-112 1-118 i 101 led 4 10dxl4,2 ' IS40117351 M 780 ZMA 1, 6 ii—sT2_43a 42610 117a 11 UpUft bads have been haeatsed 60% forwim! orsebmIc Wads; raturtwi= '2)16d drdoes (0.148 da. x 3-1/4Wd maybe used ad0.840f ft We load wh 3) WJW, HLIS, and MUS hangers NuIsmustim dim ;Aa3D-to4S'mq;1e1hm 4)NALS:11)dxl-1/2"rmlfsare D.148'dlLil-112*bn,10dr,Mare O.148"d New products wupdated pmductldamqbmare designated lnbkmlnzit Corrosion Rnlah UStainleas Steel MGold Coat MHDG ETriple Zinc shd be pervifti Sd cammues am spedftd. This does not apipty lo M, HLIS, MUS shot mail hangers. the idd or boom kft the header to addeve the table bads. 3" iong. led We are 0.16r dia. x 3-1/2' Wn 112 Continued on next page Hangers Face Mount Hanger Charts MiTeW L age 7 4, 7,' : Jig M _CodaF la c Hdk ---inoof MOO JUS24-2 WS242 1 18 3-1/8 1 3-7116 2 1 - 4 1 Sd 2 16d 805 ::BM- 'BE 4• 325 SW24-2 U24-2 16 3-1/8 3-1/6 2 1-118 - 6 lod 2 lod 750: 1 W :I sia ago 6 16d 2 10d SR1,105541M (z)2x4 HD24-2 HM4-2 14 3-1/8 3-112 2-12 l-IJB - 4 16d 2 10d '615 .'695+745- `385 KUS24-2 - 14 3-IA3 3-M& 2 1 - 4 16d 2 lad .: 85%. 495• H HM24-21F - 14 3-1/8 3-7116 2 1 - 4 lad 2 16d �� 965. IMI - 495' :.jLr2 _1 =.-4' 16d' !,4: 760 4040 1185 1220 'm MH26-2., U26,2 - __ 4 er a 2 1,118 10, I'd '-,10d'� .. 4� 10d 130 UaS 1515 755 .16d ;:4,. .1ad-7 14Zo 167o law m. R0244 F 7HM4-? C`14t� . 1 1-IN 2-V2 rf-- r l6d �'Z 10d. 615- - MS- 745 385 -HUS26­2--.'-- NUS25-7­:- I, 44'�- -36118 5114 J '2 1 16d .14- l6d- 1085 1235 1300 1155 RM26-21FL j:HL1SC26­V-j',--I4' 3-118: '5-114 4 -.2 -.T.: isde .16df '.,.4'. :16d 1085 4= 1300 -1155 w _1026-2;% , ::,,14 I•I'. 3-1/8" 2-itZ I'-l'JB "n. Max a 11,12 .1, if a' 4 '�gd: 1230 850 .1390 MST= 1490 780 7iUF • H . I 32 Ha. 26,2!F, _ . -HM&2. . .. 1. ­:U:', ... �3- 1�:. i--�'W i-112 , I :.� ­ a. 16i n.4' 1230. ISM) 1390 208512233 11490 ::780, '. 117W TF JLIS26-2 =76-2 18 3-1/8 5-1/4 2 1 4 16d 4 16d 1040 T195 1710 -iTsi- XW8_2 I LIVE-2 18 3-1/8 7-1/8 2 1 6 lad 4 led 133 161011 .151011 73 55 M26 -2 1126-2 16 3-1/6 5-1/16 2 1 1 _118 1 lad 4 70- d 1269 .1405 1515 755 _L_ 10 16d 4 10d .1470 1670 11 BMW 755 SUH28-2 16 3-1/8 719_F2 1-118 _ 10d 4 lad 1509 IW .18151• 755 1 _12 12 16d 4 lad '1765 '1915 19151 -755'. HUS26-2 HUS26-2 14 3-1/8 5-1/4 2 1 - 4 16d 4 16d 10M85 3235 13DO 1155 HM26-21F HL%7&2 14 3-1/8 5-1/4 2 1 - 4 lad 4 led 1085 1235: 1300 1155 2 S HLIS28-2 HU528-2 14 3-1/8 7-1/8 2 1 - 6 IN 1 6 lad 1625. IM0.1 ISTS 1810 (24) x HUS28-21F HLOC28-2 14 3-1/8 1 7-118 2 1 - 6 l6d 6 16d 1625: 1M 1-1995 1810 A 5, HD26-2 HU26-2 14 3-1/8 1 5-1/4 12-12 1-1/8 Mmt -L 12 16d -L 6 led 23o IBM -13ga ;2085 1490 1.2M -78a 1170Min 1 1 Rs. F2 HD26-21F HUC26-2 14 3-1/8 5-114 2-M2 - led 4 10d 4230 -1850 :13M 2085 1490 MF - 780' 71170 1 MaX -L 12 6 HD28-2 HU28-2 14 3-1/8 7-118 2-lJ2 1-1/8 -!� max -la- 14 16d 4 [Id led ad ISO 55 IM 2a-r-2610 1855 :'._1780 17d 0 1170 6 HD28-2F HUC28-2 14 3_1/8 7.11a 12.112. _ Mm 10 ad _j_ ad Is 1540 1735ilM 780: Nmr 4 6 ZM 243012bla -.1170 JU­S2W� 7�: Ia. - ikwa MJ8. - - -2 1- Fl% s l6cf -4. lad: 1325 t-1510 I 16G - ism- JUS210-2--,7 WS21G-2 Is-' :3,118 9-1/8- Z- -'a: '16d 6 16 led• 1845 2105 12290 1980 IA A2-. k '110d - 4 16d 15M 168511816 755 :12 '16d: 4 19151 191SE755 SUH210-2 EINUS28-2 Ul 0-2 .15 9-1/8 M6 :711 1-1, is- 6 led 2350 2M 28M IT35 'K=12 '11*14 -7t1/8' .21. "1 - 'r7­'. r6% ':16d S, ',lfid 1625 '1850 1995: 1810 HUS28-21F WSM11-2 `- Lt14'. .6 .�16d ;67. 16d, 1625 law Igo JBID HD2�-2:--: :HU28-2 Jt In -MIX 4- 1640 2155 1735. 2439 lass 2610 -.7ge 1170 6 H0221F :P , ';14 .:. . 3.11a. r. Rft .:Is 7­1 .14 i � C, 40d IM '28 1735 2430 1801 .2610 '780" 1170 HLW()-Z; HLLM 714 Z('3-119: 27 L 8* :-16d a.' --16d' 2170 2465. 2660 2210l NMI 0-21F HUSC210-2 :.14 . -3-118 '.16d ',& 16d 2170 759. 6O M 2210 Max M .16d r 10& 2156 - 3080 2430.2sr'A'1170Is - 2475 3 :1950 *0. r 1y70...%i, led 2155 3WO '2430 3475 2510 3725JSSO :1170Ifid I HD0210-21F., HUM104% :14. '3414 A: .3D 1)Wbads have been lacres M%forWnd orsewnic bads; noturther Inmeaseshaff be pewd1led. 2) l6d sinkers (0.148 d1ax3-l14* hd maybe used atO.84 ofthe table bad where led commonsarespeciffed.This dmnatap*InJK RK MUSskid rol hangers. 3) ForJUS and HUS hangers: Nab uamtbe ddiven ala3l'to 45anglathrough MajoMor tnm Halle header to addevethetable loads. ,Q WS3 Wood Sam are 1/40 x 3' long and am Included Wfth HDQ hangers. 5) HAM 10d naffs we 0.148" &a. x 3' Jong, 16d am 0.162" dia. x 3-12' long. New products or updated product irdomisfion are designated In Wim foot. Corrosion Finish WtainfassSteei EGold Coat MHDG EIT6p1eBnc 114 Continued on next page Hangers Face Mount Hanger Charts MiTeka .. • ]ofst Sim .... '•.. °4'SlorJrflo.'.=' :�.BeLUa _ �Gau9e Dilpensim(In): : _ "AUatlra012lLad5 (Llte. i' _ %}7; Idst r W''..: 1i OI" ��-`A�' 'tN :� 4:Na0 •. ,10dxl42 :hoof •' Upon, w%1.4,157: 9BL714 U314 16 2-9/16 10.9/16 2 1-ire - 18 10d 6 -2250 2525 2775 .1135 18 t6d 6 10dxl-12 2545 •3000 Salo -1135 H0314 HM14 14 2-9/16I 11-Sn6 Z-12 1-1/8 Min 76 led 6 ladxl-112 2465 3645 .27M 4170 2980 4435 1280 2045. Maw 24 12 3x16 HD3141F FMi314 14 2.9/16I ll-SH6 2-1/2 - Min 16 led jL 10dt1-12 2465 3695 271 4170 . 44351. :1� 2045 Mat 24 12 H0316 HU316 14 2-06 13-MS 2-12 1-118 Min 18 16d 6 led x1-1R ZM. 4005i 3125 4435 3355 4435 ISM 2045 Max 26 12 HM161F HUC316 14 2-9n6 13W6 2-12 _ Min Max 18 28 led 6 lodx1-12 1 �2770 4005. 325 4435 3355.) 4435 1560-- 2045- 12 •' :- - .. Fm38.2 .' __�,� . .:...: ... .. flU38-2'_• .. �14 5.1/8�:.6-1/8 2412 .1r1/B :Min Mix . lo; 14 46d� ''_. 4.. ;:8% •._� .: �`. --:... 1540 1735 1865 :780 2155' 2430 2610 .1170 M38-2 KM&2 14 6-1re I 6-1/8 2-12 1-1/8 Ain f4ax 1014 led 4 10d 154G 1735 1sia • 7B0 6 2153 2430 2610 1170- m3x10 HD310-2 HU3162 .14 5.1re 8 Z42 1-1/B Ain Max 14 20 led 6 10d 2155 2430 2610, 1170 10 3080 3475 am 1625 {g8x1Z:. F0131;-Z'io-' ,:. -� ;H 1312-2 :- ' 14 'blre, ;10- . `.212 Jire - Maz.Cu: 16A: B", 12, 10d"..'.,' ' " ': �..... 2465 Z7B0 2980 _1065 a695:4170 4475 a40- M3xl4 H0312-2 IM312-2 14 5-1/8 10 2-12 1-1/3 "in1 Max 76 124 led I 6 lad 2465 2780 29801'1065 12 3695 4170 44701 2340 JLS2F3'Sh` LUS26,3 18 4-S18 „4-1/2 2- -1 '1. - - :.4 led -4 - - , :16d .• 1040 1785 1220 1355 - 45_ R_...5-1/S, l2 '.t •.. - c 8 tad ':2 _ -: 10d ::- t000I 1120 1165 :'B: t6d - 2' --: 10d "-- 1165I 1165 1165 See (42xti'..• ,.:...• . •. :iM26-3 ". 1:� _ : -:,. HU264 -:: .,..... ,. .-_ia: ,4.518-' 4-1[4. 2-12 .: '17re •:: Min 1 ;8>. . ,'16d. .•.!. d '..'tdd ':- :-:__• 1230' 1390. 1490 780 $ Max '^12. 7-6 1850 2035, 2235 7170: `<- '.. 'N026-3IF'�'• ..... ? 'r- : 'NUC2fi-3-'.I .14. 4318 412r .......::. 2-12ad -.-r #fax. +8:-..•.;:.4%':.'-'•" l'12• , :.•.. '-: 1230 139D 1490.. 780 � � _.6' JS5OJ 2035 22351 1770 N526-3 1 W526-3 18 4-52 412 1 2 1 4 16d 4 16d 10401 1785 '7220 "1355 JUS28-3 UIS28-3 18 4-3/8 bare 2 1 6 led 4 led 134 151G 1645 1355 9812E-3 112,3 16 14-Sre l b1/4 2 1 _ 8 led 2 led 100d 1720 1165 : 380' B led 2 led 1165 1165 1165 380 (3) 2 x B HD26-3 H0253 14 4-0 4-12 2-12 1-tre Min Max 8 12 led 4 lad 1230 1390 U90 7B0 6 1850 2085 2235. 1170 H026.31F I HUC26-3 14 4-0 4-12 2-12 - � 8 led 4 tad Y230 M 1490 780 " Ma 12 6 1S50 2W5 2235 .'1170'. FM28J - 14 4W 6-318 2-19 1-1/3 Min Max 10 14 led 4 led 1540 1735 18% -780 6 2155 2430 2610 /17a.. fffi8-31F I - 14 4-0 63/8 2-12 - Min to led 4 led 1540 TM 1865 780 Maor 14 6 2155 2430 25M 1170 .A5'78-3.".>4: LUS78T:: ='.18: 4-518 f 6-318. -Z ."1 :. -:L'. .;6, :16d : 4'f ,'96d. . 1375 1510 •' JU521Q-3^ -`ry. WS210a?.' `'18. A-5a .$31B .Z: .Y.. ~L a' ,16d? :6:• .. Afid 1845 2105 0': - •_a210-7.::. -�6: '.4-SIfi .839: • Y_ •. �.. 40d:. • 8; tOd, t 1750 '1965 5'. 14' -16d . ". 6� ".10d..:: 2060 '2335 5 � ,'.. • . ' '.: - 6,3/8. '. SAN i`iR ,. AUoC 10:'�. •:14 .. • led %A•' .. .. r16d` . 1540 1735 ,- 22610117W G. 2153 74i (Jj2%i0 :,�rP ...,.:�,. .. .. sT: ;;'-.'.:- .`... :.:;• .:-.. ''•" f MN: .; 70:' ^".'• tfid' -r:.. 41::• •;:: ":' .: 10d.. .c>.:_ 1540 1735 . -1Aax ?,1! `: 6': 2155 243d 0: �' HO210-3 =: �-•' ' F6rLi63-' ' :74= 45re '.8-V4:, �2-t21-11610d':• ''�'�',° 'M81:'214= 2a.. • ', : : ^ 8 c "16 i •� ::.:: : r . 2155 2430 2810 1 i76 3aW .3475' 3225 1950. .. - H02tIF3�..:- HUG21. 0.T' --14_ ;4.VB• 'B'-1M - 2;1h ,:= MFn-:;tl'- .. - •i6¢• ; 8;>>-::� tOd. 2155 2430 2610 ; 1170• - HDOZf0:1F',:: FMCOZlb3 -14• 43re '.0 - -3:'. f- ''r': :12 W53 :•6 _)_.4N$3 •' S015 5590 5590 2875' 31, frr, F32 1)Uplift tads have been fnmeased 60% fmwind asetsnie bads; oe hadiffi m sdia0 be pmnf&d. 2f 16d sinkers (0.148 ma. x 3-114' beg) maybe used at 0.84 of the fame load where led mnmore are specified. This does not ap,*toJUS• H4 MUSslad nag halges. 3) WSBWood Screws are l/4' x 3' Img and are hxhided wfth f Do hagem. 4) NAOS led ants are 0.148' d1a. x 3' boy 16d nab are (L16Y ma. x 3-12' brig. New pmdutls mandated product hiamidai are designated In bhalmL Corrosion RnU 1Bhainless Steel DGoidCoat BHDG XTdple Zina CDntinued an next page 117 Hangers Face Mount Hanger Charts MiTeka idiSkb USP 'Stock No SaLWO;- Gauge to Lands SA S :H' d. D. ,,:i. Ml MW 7j 7 - ,,Nab ra . JLLS46 LLL46 is 3-58 5 2 1 - 4 16d 4 16d IM 11 '11185:1220.1-tJ856;jj I SUH46 U46 16 3-9116 4-13116 2 1-118 10 10d 4 10d 12511 1405 . 15151* 755 : 10 16d. 4 10d 470 36M ASK11,755:4 R" HIJUS 14 3-SA 5 2 1 - 4 16d 4 lad -11105 '1235' 1300 A155- 4x6 RTS4W HLW46 14 3-N 5 2 ' 1 4 m 16d 4 16d L-1085: 1M 13M '1155. 1 14 3-91161 5­lA6 12-lJ2 1-118 Min 16d 4 lad 123D 139a. 1490' " 780:: 9 M- 12 6 1850 'Zoss 1 2235 -:1370 14 3_9116 54116 I 2-112 I - Win - lad 4 10d 1230 13911 1490 780. 11 ZINO 6 :.mai 2085 :22M 1 1170 'JUSW-f_? :iii SN- 16d -A, 1040JIM 1220 Im im - :111 ­3 -sm L' G-778 2 A J,- 6 _16d �4- --'_'16d-d- 13251 Isla IM 135'8 6,.. :-. � : � wig 1. — - 47 - . :_ [.:: -, . .1 , . -., , : . . - ­: �­ its Acid -'-.4., 1250 1405. 1515 - -755 I 10 - lit ; 115d 4 16d :*."4:: - 147011670 IBM I 755 14 33-0 5.-,. . 2::' 1 4 -+Ifid :'..--Ifid 1085 12aS 13W 1155 IC.: 3-5/8. _-*.&'.". .:'2 ..:A':. 4. -.16d 4G 1085.11235 3W 13M 1155 1 '1 Htma :j HLr,48 14: 3-51B T: 2. 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New products a updated product information are designated In Men ford. Corrosion Finish WtairflmStoel Mold Coat 1JHDG JM7HpjaZjnc 119 MINIMUM ORADE OF LUMBER Top Ohdrd 2%4 M? f2 BPF it/$2 Boll Chord 2xZ(*) OR 20 SP a2N OR SPP j1/¢2 or b•At•r WbF 2X4 DYP #3 or boltor (.) •20 MAY OC RIPPED FROM A ZxL ORUHSD OR SQWM (�•) ATfW SAOH VALLEY 70 EVERT SUPPORTING TROSS. WTDO (2) t0d Box (0.100' x UA NAILS TOE -RULED FOR IBC ¢�O0O�r. ASOC 7•l0 .L�H TRND. .-�ao_ MEAN REIGIC, WC=lU BIIILOBIO. EXP. 0. REOWENCUI. POND TO Dtre PSr. ' u°�Ro�01AS�CmuwcD 4 9'-0" Max L 8'-0"Max 20'-0" Max (**)' TEES AT 24° 0.0 MAXIM' SOUTNERN TRUSS UUMPHINI90 (BaG)2ii=Deb"a'((77T 404=4IBo UNLESS SPECIFIED ON IDIOINEEO SEATED DESIGN, APPLZ 10'T'••BF4CC BOX L[HOTH 0pE' wCe, VAlIEY MNC aPSOiee ANO OMO[ Link 0. BAT�A°HIt[0 WIiFt Od BG% (RTGS 2A 1(i AT 8' D0. OR OONIIN m U DMAI ro. EOVALLY ePADF. FUR%2 VALLEY WC08 ORCATER 11iL1 7'-E LWG6NN VALLEY VOMCAL HEIGHT W NOT VARID 12'-O'. TOP C�GRDtlEIOF 7//,, S2 BENEATH VALLEY GET M= BE a1PD® WRHI WUI'AUATIGN ��' PAID SHEATHING APPUEO PRIOR 70 VALLEY TRU98 PURUR2 AT 24' D0. DN As OIAMC SPEGIfIL0 ON ENGINEERS' SEALED DESIGN an VALLEY TRUGSC9 USED IN ULV OF PURLS! SPACING AS SPECIFIED ON ENGINEERS' BFAlEO 49SSNIN. IN 1EI, Tp 7N� )HREHEATN IN VALLC p UEAOUP� AIONa °THC° TLHC, OF°7HH°E IVAIRD UO S (44) LARGER SPAHS IRE, . °E OUILY AS LONG AG T41 VERRC4 HDOW DOES NOT CIOEEO 12- DWOU CHORD MAY BC SQUARE OR PRCNED CUT AS SHOWN. cm CHORD X2+� Dp71DNAL STUD END VERTICAL- r— m T E—E TQ 1 1 O,PTTONAL HIP JOINT DETAIL . FRAMING o HF xN DFL v HF m o .o c�7 a SP DFL E ' V SPF E o a19 SP T DFL C�ab1� �ncl `�r�as� �Et�i� 5 r C+ b nu uvx LOAD VuL.Mnax GROM 19 L/zto, ooxnFNoaas aPMlxorum Flung; `V�a). o°�un�ao� �oS°AO;�x�is• . P76{YAwOopoa ovFn p{AM NN18 T Z' a4 U. 1 isrFpx 1i �B pAwNa� A 9O A7mPM"a. Ila` 9K . mN� ANa 9 Do. ZOxFB. B,.mun u�y7 BL A MUMUM of aox of Hea o eP a p- np ap 9na aperCfER ,{;a', aN' 7n4 uas nux� —s _ p a PBIJ< 6 Ap0 NEEI Maxlmun Total Land en PSF MINIMUM GRADE OF LUMBER Top Chord 2x4 SYP #2 or Wt., Boll Chord 2x4 STP 2 ar ba t"r Wobx 2x4SYP of belts REFER 70 SFALM DESIGN FOR DASHED PLA70 SPACE PRIMEAON YFRDCALS AT 4' GC 11AL TOPNANDGIR COY CHORD M NGSF DE 9F�AIyGFOEAEG 90 7}UT ONE bPLICE IMHEIL A9 O�f' P * T 1 OF SU�PPdRf@i0 TRoSs. REFER 70 EINPRM BEALED DESIGN FOR REQUIRED PLMN SPACING. 7HS DETAI. IS APPTIGBLE FOR THE FOLLOWING WIND CUMMI NS LI'EL- DPH WDID, 3W MFAN HOT. ASCE 7.10 CLOSED BIRO. LGrAM ANYWHERE IN ROOF, 1 HL FROM COAX PAT 1, D0° a. now 7a DW Par. WMa as ait Far 140 YPH TMIL 30' 'FAN HOT. O T.8L PBF�7EID DACM'YDIIL-F6E fl0IF WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7'9" NO BRACING 1x4 i BRACE. SAME GRADE; Sp VIES As WEB 7'9" TO 10' MEMBER, OR BETTER AND BOY. LENGTH OF WEB MEMBER. ATTACH WITH Bd NAILS AT 4" 0 0. Zx4 "To BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' 4' O%C® M1111 EMBER: ATTACH WRFi 18d NAILS AT �tc-a e I JOINT SPANS UP TO TYPE 30' 34' 3B' 52' A 2x4 2.5x4 2.50 3x5 El 4xa 5x6 5x6 5x6 C 1.50 1.5x4 1.5x4 1.5x4. D 5x4 5x5 I 5x5 1 5x6 .C. MAX. W cm r r"7 T r"Y 9 Baum Wacfig b ml 0Ra tuponl5w of Inn daTFR4 FME mud, m h u Icbrk&,, Pam Fie g IRS WE rmbmd b mod #1 RdYk6 in to piEYD110 and daninElnp dialog Fre.m Rd cplmnml kaft VIM aw IN rap do0aa for m ur blmft s n & 4oeb9SmmM d,PPhIEI Omml ii oddrom tvwms' TWDu an b w I=W and filued b fuWad Its E drdghl of tonb TIM m Ame k orw Aww to NE lope rh UM abd Ibm FPedlhd: m Rho , _ ul rL Tnluu LADE by Ike Maximun Loading 55paf at 1,33 i7uratlon Factor 50pof at 1.25 Duration Factor 47psf at 1.15 Durutlon Factor I SPACING AT ZV D.C. I SCAB -BRACE -DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must coverfull length of web +A 60. THIS DETAIL IS NOTAPLICABL E WHEN BRACING IS REQUIREDATiId•POINPSORI-SRACEI&SPEGI M.- APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d'(YX 0.131') NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. \ MAXIMUM WEB AXIAL FORCE = 25001bs \\ MAXIMUM WEB LENGTH =.IZ-T scAe BRACE MAXIMUM MINIMUM WEB — SIZE -MINIMUM WEB GRADE OF#3 Naas / Sedon Detail ®•�/Scab-Brace Web Scab -Brace must be same species grade (or better) as web member. Lq I L-BRACE DETAIL Nailing Pattern. L-Brace s¢e Nail Stte . Nag Spacing 1x4 orb 10d B-o.c. 2c4, 6, or 8 16d 8" o.a Note: Nail along entire length of L-Brace. ' (On Two-PVs Nail to Both Plies): : M. c� Web L-Brace must be same species grade (or better) as web member- Note: L-tracing to be used when continuous lateral bracing Is impractical. L-brace mast cover 9a%of web length. L-brace Stze for One -Ply Tnrss Specified Continuous Rows of Lateral Bracing Web S[ze 1 2 Zx3 or2x4 1x4 2X6 US 2x8 2x8 ». — DRECT SUBSn7U77ON NOTAPLICABLE L-Brace Size forTwo-PlyTnrss Specified Continuous Rows of Lateral Bracing Web S¢e 1 .2 2Gi or2x4 2x4 ..,, 2x6 ;� ... 2x8 2x8 ... — DIRECT wBsTmmON NO'rAPUCABIF. T-BRACE / I -BRACE DETML Note: T-Baring / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / 1-Brace must cover 90% of web length. Note: This detail NOT to be used to c6Kert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 1x4or1x6 10d 80oc. 2x4 or 2x6 or 2x8 16d 8' o.c. Note: Nail along entire length �of•T Brace / I -Brace. (On Two-PVs Nail to Both Pries) altemate position �. Ift „ r ;} 1 r1 vt t1 WEB 1: Nark � Section Detail T-Brace Web altemate position Nai15 Web NaILt I -Brace SPACING T-BRACE Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing WehS¢e' 1 2- 2id yr 2x4 tx4 () T-BraceU4 (')1-Brace 2x6 1x6 (7 T-Brace 2x61-Brace 2x8 2x8 T-Brace 12x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size T 2 2x3 or 2x4 2x4 T-Brace 2x41-Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x6 12xBT-Brace 2xBl-Brace T.-Brace / I -Brace must be same species and grade (or better) as web member. (q NOTE If SP webs are used In the buss,-Ix4 or 1x6 SP braces must be strm rated boards with design values #bat are equal to (or better) the truss web - designvalues. For SP trL= lumber grades up to #2 whh lX bracing material, use IND 45 forT-Braceli-Bract For SP truss lumber grades up to #1 with 1X bracing material; use IND 55 for T-Brace/l Brace Job Truss Truss Type QtY Plan 1452 1452-a Al COMMON jPlY i 1 ' Job Reference (optional) SouNem Trpcs Companies, Fort Pierce, FI. 34951 = 3116 In, I{ 0 300 M18SHS 11 314= 46= 3x4= 3x4= 46= 3x4= 3x10 M18SHS 11 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 110.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017frP12014 CSI. TC 0.96 BC 0.76 WB 0.59 MatrixS DEFL. in floc) I/de8 Lid Vert(LL) 0.22 12-13 >999 240 Vert(CT)-OA212-13 >999 180 Horz(CT) 0.13 9 n/a n/a PLATES MT20 M18SHS Weight 2131b GRIP 244/190 2441190 FT = 10% LUMBER? BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. TI: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x6 $P No.2, Right: 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0.1-8), 9=0-8-0 (min. 0-1-8) Max Horz1=159(LC 8) Malt Upliftl=-529(LC 8), 9=529(LC 9) Max Gravl=1529(LC 1), 9=1529(LC 1) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (b) or less except when shown. TOP CHORD 1-2=3258/1114, 2-3-308311077, 3-4 -2966/1095, 4-6=-2377/865, 5-6=-23771865, 6-7--2966/1095,7.8=-3083/1077, 8-9=-3258/1114 BOT CHORD 1-15=109712934,14-15=81412449, 13.14=814/2449, 12-13=450/1809. 11-12=65412449, 10-11=-654/2449, 9-10=938/2934 ' WEBS 5-12=-329f774, 6.12=-650/441, 6-10=-215/564, 8-10=-2971297, 5-13=3291774, 4-13=6501441, 4-15=-215/564, 2-15=-297/297 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.Opsf; h=15R, Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (emrelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This miss 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 529lb uplift at joint 1 and 529 lb uplift at joint 9. LOAD CASE(S) Standard N\ �I B t"'����� J PE7� 1 � 1 1 Ot ATE .,<ORtV 1462-B Dead Load Dell. -114 In US = _ 3x6 6.00 12 Us = e 3X10M18SHB11 3x4= 4X6= 3x4= 3x4= 4x6= 3x4= 3x10M1BSHSII -2I 1I 2tlaf-3 ♦— 0 -6- 42-0,0 7tI &z431z98-2-68 7707018 -0 Plate Offsets (XY)-11:0-0-4,Edge1 fl:0-0-14,Edge,15:0-3-1204-81.f6:0-2-80-3-0117:0.3-12,0-2-81. f11:0-0.14,Edoe1 (11:0-0.4.Edcel LOADING(Psf) SPACING- 24-0 CSI. DEFL in Ooc) UdeO Ltd PLATES GRIP TCLL 20.0 Rate Gdp DOL 1.25 TO 0.84 Vert(LL) 0.26 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.5114-15 >968 180 M18SHS 244/190 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matmc-S Weighb 211 Ib FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0112 oc pudins. T2: 2x4 SP No2 BOT CHORD Rigid calling directly applied or 7-6-12 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP N0.2, Right: 2x6 SP No.2 - REACTIONS. (size) 1=0-8-0 (min. D-1-8),11=0-8-0 (min. 0-") Max Horz1=148(LC 8) Max Uplift1=517(LC 8), 11=517(LC 9) Max Gravl=1529(LC 1), 11=1529(LC 1) FORCES. Ob) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=326711089, 2-3-=308811(151, 3-0=3012/1069, 4.5=23681826, 7.8=-23681827, 8-9=-301211069,9.10=-3088/1051,10-11=326711090,6.6=-21331810,6.7=-2133/810 BOT CHORD 1-17=106512945,16-17-764I2428, 45-16=-76412428,14-15=-42711826, 13-14=615/2428,12-13=-615/2428,11-12=-91712945 WEBS 6-14=296//29, 8-14=590/402, 8-12--232/585, 10-12=-3181313, 6-15=296R29, 4.15=5901401, 4.17=2311585, 2-17=3181312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vu1t=160mph (3second gust) Vasd=124mph; TCDL=4.2psf;, BCDL=5.Dpsh, h=158; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Al plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi' bottom chord live load nonconcurrentwith any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517lb uplift at joint i and 517 lb uplift at joint 11. LOAD CASE(S) Standard /� PE76p�1 �1 r ATE 1 day-l9,.,; � t` �-,� 0_RlO Q:' ��4 5,0 1 0/1ONALt�NG\\\\\� G0� jou Iruss Inuss lype Plan 7452 i 1452-a A3 JUTY jP1Y IOP 2 7 Job Reference o tlonal southem Trues CompaNe& Fad Pipme, M. M951 6.00 12 U7= 5x5 = Dead Load Deli.-31161n sx5 = 314 = 4e = 3x4 3x8 = 4x0 = 3x4 = r = iL0 42-0e 5 9.43 17E-0 2<6a 3b &7-13 ap80 4100 60.1 1 &1-13 7-0O I 864 04-0 4 -0 Plate Offsets MY1— 11:0310 D-2.81 16:0.64.0.2-81 112DS10.D.2.81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in 00c) Vdd Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.20 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.4116-18 >999 180 BCLL 0.0 Rep Stress lncr YES WB �0.77 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC20171TP120i4 MabixS Weight:2271b FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-11-8, Right 20 SP No.2 2-11-B REACTIONS. (size) 1=0-8-0 (min. 0.1-8), 12=0A-0 (min. 0.1-8) Max Hore1=133(LC 8) Max UpIM=500(LC 8), 12=500(LC 9) Max Gravl=1529(LC 1), 12=1529(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 7-8-0oc bracing. WEBS 1 Row at midpt 6.15 FORCES. 0b) - Max. CompJMax. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 1-2--3256/1053, 2-3=-3178/1065, 3-4=3038/951, 4-5=29371960, 5-6=-235517T7, 6.7=-2124f755, 7-8=2356f777, 8-9=29371960, 9-10=-3036/951, 10-11=317811066, 11.12=3256/1053 BOT CHORD 1-18=10332933, 17-18=-8052618, 16.17=-805/2618, 15-16=-50412124, 14-15=-672(2618,13.14=8722618,12-13=-900/2933 WEBS 3-18=237f256, 5-18=-71I428, 5.16=-643I385, 6.16=165/556, 7-15=117/557, B•15=843/385, 8-13=-721427, 10-13=2371256 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsh h=15ft; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 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 500 Ib uplift at)oint 1 and 500 lb uplift at joint 12. LOAD CASES) Standard i )41 � / 10 > _ rr ATE / O_RtOj' I Job russ. Irum lype Qly Plan 1452 1462-B A4 JPII HIP 2 1 I Job Reference (optional) 7-7-4 i 7-74 3x6 4 3x4 4 4 3 44 4 4x44 2 1 6.00 12 5X5 = 5 3x4 = 5x5 = . -9 7 Dead Load De1L =114 in, 34 e 3x4 9 4x4 10 4.44 11 5x7 = 18 17 16 15 14 13 12 5x7 = 3a5 = 1.5x4 11 3x8 = 3x4 = 3x8 = 06 = 1.50 11 3x5 = 3x4 = 1-0-0 841.14 jj5-241 1 267-7 1 2L201 I 33.11-2 41-60� J_ 1A Plata Offsets (xyr 11:0310.O-3.01.17:0.2.8.0.2-71 (11:0310.0-3.0t LOADING(Psf) SPACING- 2-0-0 CSI. DEFL in goo) gdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ved(LL) 0.24 15 >999 240 MT20 2441190 TCDL 7.0 LumberOOL 1.25 BC 0.83 Vert(CT) -0.4417-18 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.26 Horz(CT) OAS 11 nfa nla BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Welght2301b FT=10% LUMBER - TOP CHORD 2x4 SP No.2'ExcepY T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS ZA SP No.3 SLIDER Left 2x6 SP No.2 3-84, Right 2x6 SP No.2 3-8-4 REACTIONS. ' (size) 1=D-8.0 (min. 0-1-1 3), 11=0.8-0 (min. 0-1-13) Max Horz 1=118(LC 9) Max UpIHH=-480(LC 8). 11=480(LC 9) Max Gnw1=1529(LC 1), 11=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid calling directly applied or 6•1-0oc bracing. WEBS 1 Row at mldpt 3-17, 6.14, 9.14 FORCES. Ob) - Max. ComplMax. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 1-2=32751966, 2-3=3149/983, 34=-2591/846, 4-5=2506/869, 5.6=-2437/904, 6-7=22791838, 7-8=2505/667, 8.9=2591/844, 9-10=-3149/984, 10-11=-3275/967 BOT CHORD 1-18-93312950, 17-18=93312950, 16.17=612/2291, 15-16=-612/2291, 14-15=-887/2448, 13-14=-835/2951, 12-13=835Y2951,11-12=83512951 WEBS 3-18=01314, 3.17=7061420, 5-17=100/462, 5-15=-1071396, 6.14=-4351137, 7-14=132/627, 9.14=707/422, 9-12=01311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 740; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (amelope); 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 pat bottom chord live load nonconcument with any other We loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 1 and 480 lb uplift at Joint 11. LOAD CASE(S) Standard v B PE71 � 1 I t IN SX7 = 1.5X4 II SX7 = Dead Load Dell. - 114 19 3x5 = 1.13x4 II 46 = 3X8 = 314 = t.SX4 II 3X5 = 3X4 = 416 = 40 42-0-0 18q_ rdid 11ae 21-0a 2ab0 31-11-f W14 -0�d� seta I ssz I r-so I r-sa I asz I 4 oa1 aq a 1-aa Plate Maeda (X Y)— I1-0310 0.3.01 f4.0-5-442-81 I6•D540.2.81 I9.0.3.10 D3-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in poc) '11deB Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(U—) 0.29 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5213-15 >957 180 BCLL 0.0 Rep Stress Ina YES We 0.56 Horz(CT) 0.19 9 n1a We BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight 223 lb • FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2xS SP No.2 34-13. Right 2x6 SP No.2 34-13 REACTIONS. (size) 1=0.8.0 (min. 0-1-13), 9=0-8-0 (min. 0.1-13) Max Horzl-103(LC 9) Max Uplfftl=472(LC 5), 9=-472(LC 4) Max Grav1=152g(LC 1), 9=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-2-10 at bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2--3281/1030, 2-3=310411045, 3-4=2724/963, 4.5=-285511104, 5-8=285511104, 6-7=2724/963, 7-8=3164/1046, 8-9--3281)1030 BOT CHORD 1-16=-89712955, 15-16=-89712955, 14.15=72312461,13.14=723/2461, 12-13= 719/2461, 11-12=-71912461, 10.11=894/2955, 9-10=-89412955 WEBS 3-16=01269, 3-15=5631351, 4.15=-79/443, 4-13=226/644, 5.13=457/348, 6-13=2261644, 6-11=79/443, 7-11=S63r352, 7-10=01269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15fl; Cat II; Exic C; Encl., GCpk0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.6D 3) Provide adequate drainage to prevent water ponding. 4) This thus has been designed for a 10.0 pat bottom chord live load nonconcument with any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 1 and 472lb uplift at joint 9 LOAD CASE(S) Standard / PE7 1 = r = YA `\ �7 Job InUss inuss Iype Plan 1462 1452Z A6 HIP 2 1 Job Reference o Uonel 50u T..G Mperxea. FM Plelf9, H. 34951 ueea,nauwnau, ,nc urw ae ID:EaPOUIwCWA016wSONTF&?5d4084a0SPF,;; TRk53gPD W9 6e7WRTcbn78YynJaT 6 0.14 LW17-10-0 27-2-0 3660 35-11-2 42-0-0 Bata I saz { cd-o I sa-o 1 6a-0 I ssz I 6o-1a Sx5 = 3x4 = 3x6 = 3x4 = 6x5 = Dead Load Den. - 5116 N 3x5 P 1Sx4 II 3xa = 4x6 = 3x4 = 46 = Us = 1.Sx4 It 3x5 = 1 1-0 42a0 1 6a11 11A-0 21-00 3080 9511-2 40An 01-0-0 i+ aau 4 saz ( sao '� sao 'I 3s2 I T41�4 0 0� 040 tae Plate Offsets (X Y)— rl:0310 0301 rl:0-1-14 Edgel rl1:0.3.10 0301 111:14.3.Edgel LOAOING(psf) SPACING. 2-0-0 CSI. DEFL in (too) gdeg L/d PLATES GRIP TOLL 20.0 Plata Grip DOL 1.25 TO 0.59 Vert(LL) 0.31 15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.5613-16 >879 180 BCLL 0.0 Rep Stress Ina YES WB 1.00 Horz(CT) 0.15 11 We nla BCDL 10.0 Code FBC2017/rP12014 Matrixo-S Weighb2181b FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-10-5. Right 2x6 SP No.2 2.10-6 REACTIONS. (size) 1=0.8.0 (min. 0.1-8), 11=0-8.0 (min. 0.1-8) Max Horz1=88(LC 10) Max Upliftl=-497(LC 5). 11=497(LC 4) Max Gmv1=1529(LC 1), 11=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-93 oc pudins. BOT CHORD Rigid ceiling directly applied or74-7 ocbradng. FORCES. Ob) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3301/1099, 2-3=-324811113, 3-4=288811051, 4-5=263811010, 5.6=3280/1257, 6-7=328011257, 7-8=263811010, 8-9=-288811051, 9-10=3248/1113, 10-11=3301/1099 BOT CHORD 1-18=-965/2974,17-18-965/2974, 16.17=1117/3216,15.16=-1117/3216, 14-15>111513216, 13.14=1115/3216,12.13=961/2974, 11-12=-98112974 WEBS 3-17=4031292, 4-17=-208f782, 5-17=-8401361, 7-13-8401361, 8-13=2081782, 9.13=403/292 NOTES- 1) Unbalanced mof live loads have been considered for this design. ,2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psF, BCDL=5.Opsf; h=15ft; CeL II; Eup 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 pelf bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 1 and 497 to uplift at joint 11. LOAD CASE(S) Standard PE 76�1j� r ATE �i///ccss� 101Rill I IE�G\\\�� Job NSa rusts type y Plan 1 52 1452-B A7 NIP 2 1 'Job Reference o 6onal ID:EaPOU1wCWA016WSO7VTFdz?ScK-084adSP$Tmcgq 53gPD_ U76123Tctm4BYynJaT 5-0•t4 98-0 17-2-1 24-97 3250 3641-2 42-0-0 SA-14 W20 7-69 7.6.3 RH-9 45.2 547-14 Dead Load Del = 51161n 517 = 1Sx4 11 Us = 3x4 = 5x7 = 6.00 12 4 5 6 7 6 I W.'s-10 =I opppp� EA 6x7 = 17 16 15 14 13 12 Sx7 = 3x5 = U4 = 4x6 = 3x6 = 3x4 = Us 30 = 315 = LOADING(psf) TCLL 20.0 TOOL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 - Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code FBC20117rrP12014 CSL TC 0.56 SO OA2 WB 0.77 Matrix-S DEFL Vert(LL) Vert(CT) Hom(CT) in (loc) Wall Ud 0.38 14-15 >999 240 -0.6414-15 >772 180 0.15 11 We n1a PLATES GRIP MT20 2441190 Weight 2121b FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structure] wood sheathing directly applied or 3-0-14 oc puri(ns. T2,T3: 2x4SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 7-15 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2.3-8, Right 2x6 SP No.2 2-" , REACTIONS. . (size) 1=0-8-0 (min. 0-1-8), 11=0-8-0 (min. 0-1-8) Max Horz 1=73(LC 9) Max Uplift1=523(LC 5), 11-523(LC 4) Max Grav1=1529(LC 1), 11=1529(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 0b) or less except when shown. TOP CHORD 1-2=-327311204, 2-3-3219/1211, 3d-3046/1137, 4-5=J89911574, 5-5„3899/1574, 6-7=-3899/1574, 748=390011575, 8-9=304611136, 9-lG=-321911211, 10-11=-327311204 BOT CHORD 1-17=105712940,16-17=-937/2793, 15-16=937/2793, 14.15=-1429/3900, 13-14=-93412793, 12-13=-934/2793, 11-12=10S412940 WEBS 3.17=176/264, 4-17=-141368, 4-15=559/1341, 5-15=-034/329, 7.14=-474/330, 8-14=-56011342, 8-12=141368, 9.12=17W64 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vol t=160mph (3-second gust) Vasd=124mph; TCDL=4.2W, BCDL=S.Opsf, h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 1 and 623 lb uplift at joint 11. LOAD CASE(S) Standard PE 7 _ r 1 I rr ATE r 4ORIO4"��'1� / ij,/Fss'Q (IA11-�G\\\�� Dead Load Dell. - 71161n 5x5= ' 7xs o ' 3x6 = SxS7x3 Q = 11 5,00 F12 5x5 = 3.4 = 5x5 = 3x4 = 31' 4 25 A7 9 T 4 12 , ' bx10 %N bx10 // 2 I�'r 1314 1 '1A S ,}11A t$ 21 20 19 to 17 16 153x5- 3x5 = 5x5 = 5x6 = Us = 5x6 = Sx5 = LOADING(pal) SPACING- 2-0-0 Cal. DEFL In (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.58 18 >819 240 MMO 244/190 TCDL 7.0 Lumber DOL 1.25 I BC 0.99 I Vert(CT) -0.9018-19 I >522 180 BCLL 0.0 Rep Stress Ina YES WB 0.70 Horz(CT) 0.15 15 n/e n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight• 226 ib FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 0o pudin. T2,T4: 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No2 JOINTS 1 Brace at Jt(s): 10 , WEBS 2x4 SP No.3 REACTIONS. . (size) 21=041.0 (min. G-1-13), 15=0-8-0 (min. 0-1-13) Max Hom21=81(LC 8) Max Uplifl21-626(LC 8), 15=-485(LC 4) Max Grav21=1554(LC 1), 15=1554(LC 1) , FORCES. gb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4701210, 2-3=2779/1103, 35=380611587, 5-6=404811672, 6-7=-4569/1841, 7.8=456911841, 8-9= 4024/1556, 9-10=378411477, 10-12=378411477, 12-13=-27681946, 13-14=4691190, 3-4=2611119, 11-12=-205/140, 9.11-290/126 BOT CHORD 1-21=235M% 20-21=-3161489,19-20=101012522, 18-19=1597/4048, 17-18=-1481/4024,16-17=-817/2509, 15-16=2171512,14-15=2171512 WEBS 2-21=-13971689, 2-20=-68712036, 3-19=-67611700, 6-19=-6131364, S-18=-2191577, 7-18�3771285, 8-18=-3151704,8-17—637/393,12-17-741I1755,13-16=-645I2001, 13-15=1401/543 ' NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vosd=124mph; TCDL=42psf; BC0L=5.0psi; h=15ft; 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) Thistruss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 626lb uplift atjolnt 21 and 4851b uplift atjoint 15. 6) Graphical Pullin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(3) Standard ENs � PE 7 � 1 1 1 0x 4OR)D?% /////�` 0,91 I'A II�N�\\\�� HIP Dead Load Der. - We In 6.00 12 W = 1.50 II Us = 4x6 = 1.6x4 H 30 = W = 3 4 M 5 6 7 M a 9 2 20 19 18 17 16 75 14 13 275= 3x5 = 5x5 = 3z8 M185Hs= MA II 3x8 = US= 5x5 = 3x8= 5x6 W0= I$ I24 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.60 16-17 >787 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 Be 0.61 Vert(CT) -0.8316-17 >568 180 M18SHS 244/190 BCLL 0.0 Rep Strew Ina NO WB 0.80 Horz(CT) 0.12 12 rule rJa SCOL 10.0 Code FBC2017/TP12014 Matrix-S Welght:432lb FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid calling directly applied or B-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP Ne.3 REACTIONS. (size) 21=0.8-0 (min. 0.1.8),12=0-8-0 (min. 0-1-8) Max Horz21=57(LC 8) Max Uplift21-1298(LC 5), 12=1298(LC 4) Max Grav21=2852(LC 1), 12=2852(LC 1) FORCES. (lb) - Max. CempJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--7641353, 2.3=543412601, 3-22--774413791. 22-23=7743f3791, 4.23=7743/3791, 4-24=-774313791, 24-25=774313791, 25.26=774313791, 5.28=774313791, 5-27=9097/4437, 6-27-9097/4437, 6-28=-9097/4437, 7-28=-909714437, 7-29=9097/4437, 2930=9097/4437, 30.31=9097/4437, 8-31=909714437, B32=775413797, 32.33=7755/3797, 933-7755/3797, 9.10=543212600, 10.11=7671359 BOT CHORD 1-21=-368t766, 20-21=4261766, 2034=2311/4943, 3435=231114943, 1935=2311/4943, 1936=4335H118, 18-36=-433&9118,1837=-433519118, 37-38=433519118, 17-38=-433519118, 17-39=-0335/9118, 3940=-4335/9118, 4041=4335/9118,16YN=-033519118, 16-42=3682//764, 42-43=368217754, 15-43=3682r/764, 15.44=.3682r7754,14.44=-3682/7754,14.45=-2307/4941, 45-46=230714941,1346=2307/4941, 12-13=374/770,11-12=374r770 WEBS 2-21=256911274, 2-20=1990/4224, 3-19=157813274, 4-19=572/500, 549-1616f767, 5.17=01430,7-16=-553/491,8-16=-745I1578,8-14=-1388/B86,9-14=168713289, 10-13=198714219, 10-12=256711273 NOTES- 1) 2-ply; cuss to be connected togetherwith 10d (0.131"41) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 no. Bottom chords connected as follows: 2x4-1 row at 0-9-0 oc. Webs connected as follows. 2x4 -1 row at 0-7-0 oc, Except member 2D-2 2x4 -1 row at 0-9-0 oc, member 20-3 2x4 -1 row at 0." oc, member 19.3.2x4 -1 row at 0-" oc, member4.19 2x4 -1 raw at 0.9-0 oc, member 19-5 20 -1 row at 0-9-0 oc, member 6-17 2x4 -1 row - et 0-9-0 oc, member 165 2x4 -1 row at 0-" oc, member 7-16 2x4 -1 row at 0.9-0 oc, member 16-B 2x4 -1 row at 0-9-0 oc, member 8-14 oc, member 13-9 at 2) Ali connections ard conshave been considered equaled to applied dto all plies, only loads no If to (F) or6(B (� unless otherwise (B))few Indicated. In the teLOAD CASE(S) section.Ply o �q`��\\P,N M_8[ �/ 3) Unbalanced roof live loads have been considered for this design. Exp C; EnG., �\ 4- 0GEN8F,N'< 4) Wind: ASCE 7-10; Vult=160m h 3-second gust) Vasd=124m h; TCDL=4.2psf; BCDL=5.0psF, h=15ft CaL II; p8; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 ( PE 7 1 jr 5) Provide adequate drainage to prevent water nnndlnn. ,= %&nW@"%70 plates unlessotherwise O 1 ATE d9'19i4C, i AN 4 ORtV j' �� sS�O�A�'�NG\\���� I JOD I mss IMSS type Pan 1452 145243 AB(i MP 1 2 Job Reference o done SouMem Trvss Companies, FanPac Fl.34951 un: 8.220e JW 212010P nt e.220 aJu 2120 a ITek lndueWas, a TMi qun 1610.'23:322010 Paget ID:EaPOUiwCWA016wSO7vTFdz7Sci(-vwJ5i6VwChG21RmC2xBmZ397HUW4Y3XVkDKKVnJaF NOTES- 7)This truss has been designed fore 10.0 psf bottom chord rive load nonconcurrentwith any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12981b uplift atJoinl2l and 12981b uplift at Joint 12. 9) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s)1.76 lb down and 238 lb up at 7-6A, 94 lb down and 139 lb up at 9-6-12, 94 Ib down and 139 It, up at 11-6-12, 94 lb down and 139 lb up at 138.12, 94 lb down and 139 lb up at 15-6-12, 94 lb down and 139 lb up at 17-6-12, 94 lb down and 1391b up at 19-6-12, 94 lb down and 139 lb up at 21-0-0, 94 lb down end 139 lb up at 22-5-4. 94 lb down and 139 lb up at 2454, 94 In doom and 139 lb up at 2644, 94 lb down and 139 lb up at 28.5.4, 94 lb down and 139 lb up at 30-5-41 and 94 lb down and 139 lb up at 32-5.4, and 176 lb down and 238 lb up at 3445-0 on top chord, and 252 it, dawn and 123lb up at 7-", 70 lb down at 9-6-12, 701b dam at 11.6.12, 70 lb down at 13-6-12, 70 lb down at 15-&12, 70 lb down at 17-6-12, 70 lb down at 19-6-12, 70 lb down at 2140-0, 70 lb down at 22-S 4, 70 lb down at 244-4, 701b down at 26.54, 70Ib down at 28-5-4, 701b down at 3044, and 70 lb down at 324.4, end 252 lb down and 1231b up at 34-54 on bottom chord. The designlselection of such connection device(s) Is the responsibility of others. 1 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 uniform Loads (plo Vert 1.3=54, 3.9=54, 9.11=54, 1-11-20 I r -o \ ATE � po�.�a4-�9��,, J00 Truss I russ lype y Plan 1452 1452-6 61 COMMON 3 7 Job Reference all SouMem Fr,mv CompeNeq Fart Rinw. Fl. zuissl e120s Jul216wS ts220sJul 21201s MiTekWCh InlRmC.Ina.Zhu Bn 161013:3220a Pasot ID:EaPOUIwCWA016wS07vTFdz75cK-vwJ516VwChG2lRmCac8mZ398ngDJsXM3XVkDKKyMaF 6.2-7 1U-" 1a-l-r [u 292 ' 6-2.7 I 4-5-9 I 437 l 5-2-9 Dead Load Deft. -118 iq 4,4 = ri0 i-60 7.11-13 13-0.2 204-0 ' 1.M1{I 1 a-11_13 ~ 5-0S i 6-11-14 Plate Offsets (X Y).- 11.0-0-01-3-21 I1:0-1-14 0-0.21 15:0-2-4 0-1-01 I5.0-1-2 0-2-121 I6.0.0.0.0.2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Vdeff Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vat(LL) -0.12 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.26 1-9 >920 180 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(CT) 0.03 6 Na Na BCOL 10.0 Code FBC20171TPI2014 MatrlxS Weight 90 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD GOT CHORD ZA SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD W3: 2x6 SP No.2 WEDGE Left, 2x6 SP No.2 REACTIONS. (size) 6=0-8.0 (min. D-1-8), 1=0-8-0 (min. 0-1-8) Max Horz 1=98(LC 8) Max UpII83=248(LC 9), 1=256(LC 8) Mall Gmv6=732(LC 1), 1-732(LC 1) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=13651480, 23=11911435, 3-0=10341379, 45=11831414, 5E=-623267 BOT CHORD 1-9-470N209, 8-9=2141812, 73=2141812, 6-7-32011022 WEBS 2-9=2881271, 3-9=-1891464, 3.7-112264 Structure[ wood sheathing directly applied or 4-3.12 oc pur0ns, except end verTcals. ' Rigid ceiling directly applied or B-6-11 oc bracing. ' NOTES- 1) Unbalanced roof live loads have been considered'for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vssd=124mph; TCDL=4.2psf; BCDL=S.OpsF, h=151t; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fa a 10.0 psf bottom chord live load noncuncu ent with any other live loads. 4) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 248lb uplift atjolnt 6 and 256 lb uplift at joint 1. LOAD CASE(S) Standard Job rusS Imes type Fly Plan 1452 145243 B2 ItAty COMMON 2 1 Job Reference o 'onal souicem Trvxi campenfex ronrre,m, n. aaaar ID:pojWBcWPYslffd_2[eGgpynKk7-vWJ516VWChG2]RmCUBmZ39Aw%Qroi7(UY)—CX6 6CXaP 8-2-7 10-8-0 1S1.9 21.40 ' 8-2.7 I 4-5-9 I 4SH I 6-27 4rA= Dead Load Dell. -118 in 1$ LOADING(psf) SPACING- 2-0-0 CS1. DEFL. In Ooc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.74 Verl(LL) .0.12 1-8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.26 1-8 >956 180 BCLL 0.0 Rep Stress Ina YES WB 0.17 Hoa(CT) 0.04 5 nla n/a BCDL 10.0 Code FBCr2017/rP12014 MatriXs Weight 95lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-3.1 oc pudlns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-11 ob bracing. WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. . (size) 1=04.0 (min. 0-1.8), 5=0-8.0 (min. 0-1.8) Max Hoa1=81(LC 11) Max UpliR1=264(LC 8), 5=264(LC 9) Max Gmvl=765(LC 1), 5=765(LC 1) FORCES. Ob) - Max CompJIVI . Ten. -All farces 250 Ob) or less except when shown. TOP CHORD 1-2-14401500, 2-3=12651455, 3-4=1265/455, 4-5=1440/500 BOT CHORD 1-8= 47111279, 7-8=216/893, 6-7=2161893, 58=�90/1279 WEBS 3-6=-185/443, 4.6=292(273, 3-8=1841443, 2-8=2921273 NOTES- 1) Unbalanced roof five loads have been Considered for this design. 2) Wind; ASCE 7-10; Val t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.CpsF, h=15ft; Cat. II; Exp C; End., GCp1=0.16; MIWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom Chord live load nonconwrrentwith any other five loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at joint 1 and 264 ib uplift at)olnt S. LOAD CASE(S) Standard GE �\ r PE 7 r 1 ITE 1) ion IrUss 1russ lype Plan 452 1452-B B3G jUry jF1Y GABLE 1 1 Job Reference Lopbonaft Sauthem Truss Compadea, FM Plane, H. 34MI R U2 5JW 2l iota QU e..6J- 21'.'.MII¢K IIIWame9, mG ma eu - 1ven:assul8 raae1 ID:pojWBcIMYsKECI2leGgpynKk7-NStTwSWYz?OuwbLOXef78HiMz nsg_mCmgUmsmynJaO 347-0 31.15 132-1 184-0 -0-0 21 3-0-a S7-ifi 5-03 6• -15 3a0 Dead Load Deg.-11161n 4x4 = I¢15 4X4 = 1%9 II 4R9 = 9EY = 1-00 30e &1-15 132-1 16Aa 20A-a 2D-/,021de a.n.a I s1.1a I 1�i.on i Plate Offsets (X Y)- 11:0-0-01-0-21 I1:0-1-14 0-0-21 12-0-2-12 Edgel 19:0-2-00-2-47 115:0.2.12,Edae1. 116:0-1-14.G-D-21 (16:0-0-0.1321 LOADING(psf) SPACING- 24)-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 VergLL) 0.13 18-20 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.1918-20 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.17 Horz(CT) 0.05 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Welght1361b 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 WEDGE Left: 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 16=0-8-0 (min. DA-8) Max Hort1=81(LC 8) Max Upl8l1=-385(LC 8). 16=385(LC 9) Max Gmvl=652(LC 1), 16=652(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or4-9-11 cc pudins. BOT CHORD Rigid ceiling directly applied or 6-5-2 oabracing. JOINTS 1 Brace at Jt(s): 5, 12, 8 15.36=7871321' SOT CHORD 1-21=844/1341, 21-24=783/1427, 24-25=783/1427, 20-25=783/1427, 19-2D-78311427, 19-26=783/1427,18-26=-783/1427,18-27=71811443,27-28=71811443, 17-28=718/1443,16-17=763/1338 WEBS 5-18�325/181, 8-9=1441287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-secend gust) Vasd=124mph; TODL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpI=0.1B; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable - End Details as applicable, or consult qualified building designer as per ANSI1rPl 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-0-0 cc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 7J Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift atjoint 1 and 3851b uplift at)oint 16. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the lop and/or bottom chord. 9) Hanger(s) or other connecUon'device(s) shall be provided sufficient to support concentrated load(s)130 lb up at 3-0-0, 26 lb up at 4-oa. 26Ib up at 6.0.12, 26Ib up at 8-0-12, 26Ib up at 10-0.12, 26Ib up at 11-3-4, 26Ib up at 13-3.4, 26Ib up at 15.3-4, and 26Ib up at" - 1734, and 1301b up at 184-Don top chard,.and 791b up at 3-0-0, 01b down and 5lb up at 4-0-12, 0Ib down and 51b up at 6-0 ; 4 down and 5lb up at 8.0-12, 0lb down and 516 up at 10-0.12, 0 Ib dawn and S lb up at 11.3.4, O lb down end 516 up at 13-'4 &� dowS and 5 lb up at 15-3-4, and 0lb down and 5lb up at 17-3-4, and 79 lb up at 18-4.0 on bottom chord. The deslgnlseleciio 5:-! / connection deWce(s) is the responsibility of others. \\\\IIIII I Bit11i" PE 76�1 �1 'i- d8�1d51d'� bRrQ�SE(S) seclion, loads applied to the face of the truss are noted as front (F) orback (B). — i A—* 1, -O `` 1, ATE' av-I9,�; \\ �OR'A � 1�NG\\\\ JOD 1 NBB Imss lype Plan 1452 1452-B B3G IWIY IPIY GABLE 1 i Job Reference o Banal Swlhem T." Coru eol u. Fan Plorm, R 34MI LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=54,15-16=64, 1-16=20, 2-9= 54, 9-15=54 Concentrated Loads Ob) Vert 21=62(B)17=62(B) 22-50(B) 23=50(B) Run:&2209 JW212018PMLa200 a Jul 212013MfTeklndueMm Inc Thu 1B f0:23:332018'Paga2 IP.po)WBcVVPYsKEci 2laGgpynl9U-N6tTwSWYz?OuwbLOXef76HiMz nsg_mCm9UmsmynJeO PE 7 1 .r. % TE o I'A I I�NG \\\� joU Imss type ly Y Plan 1452 1452-13 C1 it COMMON 3 1 Job Reference o tion aouNen T1¢a CovpaNes, FaM1 Piece, FL 34951 gB.IZoa Jell sofa P=a.zzu s JU121 ZultlunuL7 fu:w:sl �mrmaID:EaPOUIwCWA016_XCMgU 57-14 W2 i _ 17-U_6 ' 5-7-14 1 3-0.2 4x4 = Dead Load Dell. - 3/16 in It 1-0-0 ,-40 9-0-0 174-0 ' 1-0.0 74-0 1 5-0-0 1 Plate Offsets (X.Y)- 11:040-0.1-3.21, 11:D-1-14,6Q-21, I4:04 4,0.2-0I LOADING(psQ SPACING- 2-" CSI. DEFL in Qoe) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.72 Vert(LL) -0.17 1-7 >999 240 M7'20 2441190 TCDL 7.0 Lumber OOL 1.25 BC 0.73 Vert(CT) -0.35 1-7 >558 180 BCLL 0.0 Rep Stress Ina YES WB 0.16 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 MabbtS Weight 671b FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No WEBS 20 SP No.3 *Except' BOT CHORD W3: 2x6 SP No.2 WEDGE Left 2x6 SP No.2 REACTIONS. (size) 5=05-0 (min. 0-1Sft 1=048-0 (min. 0-1-8) Max Hcr41=86(LC 8) Max UpIH6-=206(LC 9).1=213(1-13 8) Max Gmv5=608(LC 1), 1=608(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (Ih) or less except when shown. TOP CHORD 1-2=1054/388, 2-3=814280, 3-4=.86054, 45=5301246 BOT CHORD 1-7-377/928, 6-7=171017, 55=171/717 WEBS 2-7=303/248, 3-7=-45/4(f9 Structural wood sheathing directly applied or 43-12 oc pud'ms, except and verticals. Rigid calling directly applied or 95.14 oc bracing. ' NOTES- 1) Unbalanced mar live loads have been considered7or this design. 2) Wind: ASCE 7-10; Vuit=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF h=15ft; Cat II; Exp C; Encl., GCpt=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 )4i truss has b i n designed connectionfor a 10.0 psf bottom chord live lead noneoncurrerd with any other live loads. Provide (by others) of buss to bearing plate capable of withstanding 206 lb uplift at joint 5 and 213 lb uplift at Joint 1. LOAD CASE(S) Standard \N�i'�\GENS�� / PE7 / 1 1 �o .may-�9��� Dead Load Den. -118 in 04 = 3x9 II 3x8 = "' — 3x9 It 14F0 1-0-0 9-0-0 16-8-0 17.0.01&0-g 1440 tf-ah 7-8.0 I 7.80 Plate Offsets (X.Y)- r1:0-1.14.0-0-2) r1:0-0.01321 r5:0.1-14 0-0-21 [5:0.0-0,1.3-2] ' LOADING(psl) SPACING- 2-0-0 CSI. DEFL In (loc) Vdea L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.62 Vert(LL) -0.13 1-7 >999 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.27 1-7 >757 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Hore(CT) 0.03 5 nla n/a BCDL 10.0 Code FBC2017frP12014 Matrix- Weight 78lb FT=20% LUMBER - TOP CHORD 2x4 SP NO2 BOT CHORD 2x4 SP No,2 WEBS 2x4 SP No.3 WEDGE Let 2x6 SP No2, Right 2x6 SP No2 REACTIONS. - (size) 1=0-0-0 (min.0-1-8), 5=0-8.0 (min. 0.1.8) Max Horz 1=-69(LC 11) Max Upliftl-222(LC 8), 5-222(1_13 9) Max Gmvl=641(LC 1), 5=641(LC 1) FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 0b) or less except when shown. TOP CHORD 1-2=11541412, 2-3=-8971285, 3-0=-897/285, 4�5 11541412 BOT CHORD 1.7=.M/1020, 6-7= 315/1020, 5-b-315/1020 WEBS 3-7=1361528, 4.7-296/272, 2-7=-296/271 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.10-11 cc pudins. BOT CHORD Rigid calling directly applied or 9-0-12 ob bracing. NOTES- ' 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-1 P, Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf, h=15ft; Cat II; Exp C; End., GCpl=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222lb uplift at Joint land 222lb uplift al)olnt S. LOAD CASE(S) Standard PE Z � 1 ORIV _ r i���/FSS/ohtA11 NG\\\N Job Irum I rum I ype Ply Plan 452 1462-B pG 1QtY I GABLE 1 1 ' Jab Reference o tlonal eouNem Trum eompard s, Fort Pierce, Fl. 34851 4x4 = Dead Load Dell.-1/161n LOADINO(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 230 Piale Grip DOL 1.25 LumberDOL 1.25 Rep Stress Ina NO Code FBC20171rP12014 C51. TC 0.51 BC 0.62 WB 0.74 Matrix- DEFL in Vert(LL), 0.16 Vert(CT) -0.22 Horz(CT) 0.05 Qoc) Udell Ltd 8 >999 240 6 >925 1S0 5 We nla PLATES GRIP MT20 2441190 Weight:110lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-6-9 cc pudins. Except BOT CHORD 2x4 SP No.2 5-3-0 oc bracing: 2-0, 3-4 ' WEBS 2x4 SP No.3 BOT CHORD Rigid ce01ng directly applied or 5-7-9 cc bracing. OTHERS 20 SP No.3 JOINTS 1 Brace et Jt(s):3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (size) 1=0-8-0 (min. 0.1-8), 5=0-8-0 (min, 0-1-8) Max Herz 1=23(LC 10) Max Upllfd= 323(LC 5), 5=323(LC 4) Max Grav1=529(LC 1), 5=529(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All farces 250 (Ib) or less except when shown. TOP CHORD 1-2=11017707, 2-19=1009/674,19-20=10091674, 20.21=1009/674, 3.21=1009/674, 3-22=10091674, 22-23=-1009/674, 23-24=1009/674, 4.24=10091674, 4-5=-1101/707 SOT CHORD 1-9=616/978, 9-25=1085/2034, 25-26=108512034, 26.27=lO8512034, 8-27=1085/2034, 7-8=1085/2034, 7-28=-1085/2034, 28.29>1085I2034, 6.29=1085/2034, 5E=615m7B WEBS 2-9--104/305, 3-9=-10931470, 3-6=:1093/470, 4.6=104/305 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=S.OpsF, h=15ft; Cat II; Exp C; End., GCpF-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for vAnd 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 ANSIIIPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2.0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrentwith any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323lb uplift at joint 1 and 323 lb uplift at joint S. 8) Graphical purlin representation does not depict the size or the orientation of the pudin along the top andlor bottom chord. 9) Hanger(s) orother connection devices) shall be provided sufficlent to support concentrated load(s)130 lb up at 3.0-0, 26 lb up at 4-0-12, 26 lb up at 6-0-12, 26lb up at 8-0-12, 26 lb up at 9-11.4, 26 lb up at 11-11-4, and 26 lb up at 13.11-4, and 130lb up at 15-" on top. chord, and 79 lb up at 3-0-0, 0lb down and 5lb up at 4-0-12, 0lb down and 5lb up at 6-G-12, 0Ib down and 51b up at B-0.12, 0lb down and 5 lb up at 9.11.4. O lb down and 5 lb up at 11.11.4, and 0lb down and 5 lb up at 13.11.4, and 79lb up at 15-0,0 on bottom chord. The designlsetecton of such connection device(s) is the responslbirdy, of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \\\\ nit LOAD CASE(S) Standard 1) Dead +Roar Live (balanced): Lumber Increase=1.25, Plate Inaease=1.25 Uniform Loads (pif) . Vert: 1-2=54, 24=54, 45=-54,1-5=20 aI Continued on page 2 �\ 3F PE 7 �t I r o�.ay-�9%�; jov Ifluss fruss I ype ity Plan 7452 1452-B MG GABLE i 1 _ _ _ Job Reterenm (op6onel) SwNam Truee CompaNee, Fart Plerw, Fl. 05 - - RID:pcMBKZZOJWPYsKEc�i2leGgeaJk?-rlReoXAk VCft 5MAEUEauuete:25.oDK Pega< ID:poIWBcWPYSKEd_21eG9pynKK!-dRs7pXNcIWIYIwaSMAEeUEayu7PPI4L oDKOCynJO LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 2=56(F) 4=56(F) 9=62(F) 6=62(F) \�X\�\?N` M IB�,��� �\CEi PE 7 1 I O ATE 1 44 4-1-7 1-0-4 I 2-9-3 - - Plate Offsets IX Y1— r70-0-8 ai-121 rs at-1a 1-&Bt rs:o-0-o a1-12t LOADING(psf) SPACING- 24)-0 CSI. DEFL. in (Ioc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 4.5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress lncr NO WB 0.04 Hoa(CT) -0.01 3 n/a nla BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight 13 lb FT=20% LUMBER- TOP.CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0.11-5 (min. 0-1-0) Max Horz5=61(LC 4) Max Uplift3=-67(LC 17), 4=-72(LC 17), 5=-125(1_C 20) Max Grav4=1(LC 20), 6=193(LC 1) FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc pudins. BOT CHORD Rigid wiling directly applied or 10.0-0 oe bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsF h=15ft; Cat II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 , 2) This truss has been designed for a 10.0 psf bottom chord live load noncencurmnt with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) at truss to bearing plate capable of withstanding 67lb uplift at joint 3, 72 Ib uplift at joint 4 and 125lb uplift at joint 5. 5) Hanger(s) or other cennectlon device(s) shall be provided sufficient to support concentrated load(s) 26 lb down and 103 lb up at 2-11.0, and 25Ib down end 1031b up at 2-11-0 on top chord, and 68lb up at 2-11-0, and 6816 up at 2-11-0 on bottom chord. The design/selection of such connection devlce(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the buss 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 (fill Vert: 1-3=-54, 1.4=-20 Concentrated Loads (Ib) Vert 6=69(F=34, B=34) 7=88(F=44, 8=44) EN / 1 I ATE , `ORtDP ss//i Ill 1452-B LOADING(psQ SPACING- 24)-0 CSt. DEFL in Qoc) gdefi Lld PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.45 Vert(L.L) -0.04 B-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(C) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress lncr NO WB 0.16 Horz(CT) -0.03 4 nla n1a BCDL 10.0 Code FBC20171rP12014 Matrix-S Weight 41 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pudins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 ob bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 8=0.11.5 (min. D-1-8) Max H=8=153(LC 4) Max Upli t4=-94(LC 4), 5-104(LC 4), 8=186(LC 4) Max Grav4=111(LC 1), 5=234(LC 1), 8=481(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 260 Qb) or less except when shown. TOP CHORD 1-2- 3811115, 2-9=-4431159; 3-9=-3941169 BOT CHORD 1-8-1081383, 8-11=2491383, 7-11-2491383, 7.12=249t383, 6.12=2491383 WEBS 2-8=3031190, 3-6-4311281 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 94 lb uplift at joint 4, 104lb uplift at joint 5 and 186 lb uplift at joint 8. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 5-0-7, 23 lb down and 38 to up at 5-0-7. and 51 lb down and 93 Ito up at 7-10-6, and 51 lb down and 93 lb up at 7.10-6 an top chord, and 4lb up at 5-0-7, 4lb up at 5-0-7, and 21 lb down at 7-10-6, and 21 ib down at 7-10.6 on bottom chord. The designlselection 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 Inraease=1.25 Uniform Loads (plO Vert 1.4=54, 15=20 Concentrated Loads Qb) Vert: 10=-39(F=19, B-19) 12=24(F-12, 8-12) GE I r ATE 1 tfl�'���� a rosenlse ype Plan 1452 1452-8 J1 JACK 4 1 Job Reference o 'onal aouwn,a, rtua" urtnymuw, rwarw,w, r,. uroa, I6.EaPOUIwCWA0161v507vTFdz7ScK-.N7ELBYoVicec9vVne3hT8insnlciBvsVDSzlxeynJeM LOADING (Pat) SPACING- 2-D-0 . est. DEFL in (loc) Udell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.06 Vert(LL) 0.00 1 Nr 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0,00 1 nfr 120 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) moo rda n/a BCDL 10.0 Code FBC2017JTP12014 Matrix-P Weight 5lb FT=10Y LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 REACTIONS. (size) 2=Mechanical, 3=0-8-0 (min. 0.1-8) Max Hoa2=124(LC 1), 3=124(LC 1) Max Uplift2-54(LC 8) Max Grav2=95(LC 1), 3=29(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 141-0 oc pudins. BOT CHORD Right caging directly applied or 6.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0pah h=1S t; Cat II; Exp C; Encl., GCpi=0A8; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 3) Referto girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 2. 5) Non Standard bearing condition. Review required. I LOAD CASE(S) Standard PE 79N t I = �i 'c •��ORtOY: � � Job Iruss Iruss type Fly jPlan 2 1452-8 J2 JACK 6 7 ' Job Reference(optionall S ern Truss Companlea, Von Pieroo. FI. 349a1 i D: a.220a JN WA016wS 7vTeJ 2120 fi?E IrMu;me no. Thu Aup161023:35 z07a Pagel ID:EePOUIwCWA016'wS07vTFdtlScK-JV9ELBYoVicee9vVne3hTBlnrblbLBvWDSzlzayMaN 1+3-0 2-0-0 1-60 I 2.40 1-0-0 1.0-0 Plate Offsets (X Y)- r2.O-0-12,0-1-121 f2:D-1-11 1-2.8] I5.0-0-0 0.1-121 -- - LOADING(psf) SPACING- 24)-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ved(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 5 >999 180 SCLL 0.0 Rep Stress Incr YES WB 0.02 Hoa(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/(PI2014 Matrix-P Weight 71b FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (sae) 3=Mechanicai, 4--Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=43(LC 8) Max UpIIft3=-34(LC 1), 4=-43(LC 1), 5-66(LC 8) Max Gmv4=5(LC 8), 5=223(LC 1) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. BRACING• TOP CHORD. Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-D-0 no bracing. NOTES- ' 1) Wind: ASCE 7-10; VuIt=160mph (3seccnd gust) Vasd=124mph; TCDL=4.2psP,, BCDL=5.Opsf; h=15f ; Cat II; Exp C; Encl., GCpl=0.16; MWFRS (emrelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Thistruss has been designed for a 10.0 psf bottom chord five load nonconcument with any other live loads. 3) Refer to glrder(s) for truss to truss Connections. 4) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 34 Ito uplift at joint 3, 43lb uplift at joint 4 and 66 lb uplift at joint S. LOAD.CASE(S) Standard 9_N � PE 7 1 I J1.-- 4 MID X,���Fss/oitl�1��G\\\��� � p 1.40 3-Fr0 1-0-0 2b-0 Plate Offsets (X Y)— 12:0-0.12.G-1-121, 12:0-1-11.1-2-81 15:0-0-0.0-1.121 LOADINGU4 SPACING- 2-" CSL DEFL In Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grp OOL 1.25 TC 0.08 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) -0.00 3 Na We SCDL 10.0 Code FSC20171TP12014 Matrix-P Weight 12 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 4--Mechanical, 5=0-8-0 (min. 0-1.8) Max Horz5=72(LC 8) Max UpIi03=-48(LC 8). 5=62(LC 8) ' Max Grav3=38(LC 1), 4=28(LC 3), 5--208(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. Structural woad sheathing directly applied or 3." oc pur9ns. Rigid ceiling directly applied or 10-0-0 ob bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf', BCDL=5.0pst', h=15ft; Cat. II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 48 lb uplift at)oint 3 and 62 lb uplift at joint 5. LOAD CASES) Standard u� x��\PN IV\CEfVs�`�`��/� / A- / t I r Job IMSS Imss lype Plen 1452 1452A J31 Itay 1vry JACK 14 1 Jab Reference o donal Soulhem Tn= Campa n, FW Wane, H. M951 Mn: U. aJul z' ulu rruic u.�ue.iuin Buie ruler uwusmee,.nc u o�u:�a:aa �u,o ruyn ID:PIJMcWPYsKEc_21eGgpynM?;\F?EL8YoVcecgWne3cAl cPBvTVDSzdeynJaM 1d-0 td-0 141-0 3-0-0 1-0.o I 2-0-0 Plate Offsets MY)— 12:0-0-12 D-1-121 I5:0-1-8.1-2-01 f5:0-0-0,0-1-121 LOADING(psf) SPACING- 24)-0 CSI. DEFL. in (loo) I/deg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 H=(CT) -0.00 3 Na We BCDL 10.0 Code FBC2017frPI2014 Matrix-P Weight 10 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3-Mechanical, 4=Mechanical, 5=041.0 (min. 0-1-8) Max Horz5=62(LC 8) Max Upl1g3=35(LC 8), 4=-2(LC 1), 6=59(LC 8) Max Gmv3=21(LC 1), 4=14(LC 3), 5=199(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - Al forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ob bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord five load nonconament with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Pm Ade mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 3, 2lb up11ft at joint 4 and 59 ' lb uplift at joint 5. LOAD CASE(S) Standard v' '\GENgF��/� PE 7AN 61 `t rQTATE / /INA Ilk .A I J Job I ros9 truss type Plan 1452 1452-9 J3A MONO TRUSS 7 1 Job Reference o 5onal Scue,em Trues CumpaNes. Fort Pierce, FI. 34951 Run: e.23u a Ju131 rule tone s.zeu aJul n zum nines meusmee, mo. mu rwg is m:xJsu v�a rage -, ID:EePOUIwCVVAO16wSO7VTFdz7brXJVTELOYoVicec9vVne3hTBinsmlrZg%wszbleynJaM . 2-" r 2-6-0 2x5 2-6-0 LOADING(psf) SPACING- 2-0-0 CSI. OEFL. in Qoc) WeillVd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.06 Vert() -0.00 3-4 >999 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.26 BC 0.05 Vert(CT) -0.00 3J >999 180 BCLL 0.0 Rep Stress Ina YES WE 0.00 Horz(CT) -0.00 2 We n1a BCDL 10.0 Code F13C2017/fP12014 Matrix-R Weight 9lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (size) 2=Mechanical, 4=0-8-0 (min. 0-1-8), 3=Mechanical Max Horz4=45(LC 8) Max UpIHM=-52(LC 8), 4=14(LC 8), 3=3(LC 8) Max Gmv2=65(LC 1), 4=82(LC 1), 3=41(LC 3) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc pudins, except end verticals. 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=4.2psf; BCDL=5.Opsf, h=15ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has 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 hearing plate capable of withstanding 52 It, uplift at joint 2,14 lb uplift at joint 4 and 3 Ib uplift at joint 3. LOAD CASE(S) Standard z' Na PE 7 � 1 �1 I /// 1 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Poo) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.07 Veit(CT) -0.00 4-5 >999 180 SCLL 0.0 Rep Stress Ina YES WB 0.03 Hoa(CT) -0.00 3 nla We BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight 131b FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 SOP CHORD Structural wood sheathing directly applied or 4-0-0 no puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-D-0 no bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4--Mechanical, 5=0-8-0 (min. 0-1-8) Max Hom5=83(LC 8) Max UpIID3=59(LC 8), 5=66(LC 8) Max Gmv3=54(LC 1), 4=40(LC 3), 5=220(LC 1) , FORCES. Pb) - Max Comp.IMax Ten. - All forces 250 (to) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=121mph; TCDLW.2psf; BCDL=5.Opsf, h=15ft; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumbar 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 59 lb uplift atjolnt 3 and 66 lb uplift atjoint 5. LOAD CASE(S) Standard A 7 �1 rATE <OR)OP:'=� 1452-a 1-PO 5E-0 Plate Offsets (X,Y)— 12:0-0-12.0-1-121, f5:0.1.8.1-2-01.15:0.0.0.0-1-121 LOADING(Psf) SPACING- 2-" CSL DEFL in Qec) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 ' Vert(LL) -0.01 4-5 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES - WB 0.05 Horz(CT) -0.01 3 nla We BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight 18lb FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 4--Mechanical, 5=0.8-0 (min. 0-1-8) Max Hom5=113(LC 8) Max UpIW---93(LC 8), 5=80(LC 8) Max Grav3=96(LC,1), 4=71(LC 3), 5=267(LC 1) FORCES. gb) -Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shovm. Structural wood sheathing directly applied or 5-6-0 cc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind; ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2pst; BCDL=S.Opsf; h=15R, Cat. It; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent with my 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 93lb uplift at joint 3 and BO lb uplift at joint 5. LOAD CASE(S) Standard PE7� 1 ) 1 — r ATE 7 ` zORtD�'� ,OnIA1t�NG\\\\�� �� � Y � Job ITUSS I ruse lype Plan 1452 1452-8 AS MONO TRUSS 2 7 Job Reference o tional Swf m Tr= Comps erl Pierce. Fl. M951 1-0 0 5&0 la 1 4-8-0 1 Plate Offsets (X Y1— MO-0.12.0-1-021 f5:0-1.8.1-2-01. f5:0.0-0.0.1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ilde0 Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ver[L-) 0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) .0.03 4-5 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.05 Horz(CT) -0.02 3 n1a n/a BCDL 10.0 Code FBC2017[rP120114 Matdx-P Weight 18 lb FT= 10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) Max Hom5=117(LC 8) Max Uplftf--97(LC 8), 5=81(LC 8) Max Gmv3=100(LC 1), 4=75(LC 3), 5=272(LC 1) FORCES. Qb) -Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-8-0 cc pudins. BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=158; CaL 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 nanconcurrent with any other live loads. 3) Refer to glyder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of vrithstanding 97lb uplift atjoird 3 and 81 lb uplift at joint 5. LOAD CASE(S) Standard xzzi PE7 1 �1 1 A_ f ATE 7 �i_�``��GORtO_j'\��� n a - i MU Dead Load Dell. =1116 in Plate Offsets (X Y) - 12:0-0.12.0.1-121 f5:0.1-8.1-2-01, f5:0-0.0 0.1-121 LOADING(psf) SPACING- 240-0 CSI. DEFL in Voc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vmt(LL) 0.07 4-5 >978 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.13 4-5 >569 180 BCLL 0.0 Rep Stress Ina YES WB 0.08 Horz(CT) -0.05 3 nla nla BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 241b FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (sus) 3=Mechanical, 4=Mechanical, 5=0-" (min. 0.1.8) Max Hom5=155(LC 8) Max Uplifl3---136(LC 8). 8=101(LC 8) Max Grav3=148(LC 1), 4=110(LC 3), 5=335(LC 1) FORCES. Qb) -Max. Comp./Max Ten. -All forces 250 Qb) or less except when shown. WEBS 2-5=2951272 Strut nal wood sheathing directly applied or 6." oc pudins. Rigid ceiling directly applied or 10-0.0 no bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15R Cat I I; Exp C; Encl., GCp1=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 nonconcurtent with any other five loads. 3) Refer to girder(s) for truss to truss wnnecdons. ' 4) Provide mechanical connection (by others) of truss to bearing plate capable of wlthstanding 136 lb uplift stjoint 3 and 101 Ib uplift atjolyd S. LOAD CASE(S) Standard i PE79N/ I /\-* ix- r ATE / 0 e r.F 2x4 G I LOADING(psf) TCLL 20.0 SPACING- 2-" Plate Grip DOL 1.25 CSI. TC 0.04 DEFL Vert(LL) In Poo) nla - I/dell Na Ud 999 PLATES GRIP MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vart(CT) nla - We 999 BCLL 0.0 Rep Stress Ina YES WE 0.00 Hom(CT) -0.00 2 nla Na BCDL 10.0 Code FBC2017/rP12014 Matdx-P Weight 5lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0 (min. 0.1-8), 2=2.0.0 (min. 0-1-8), 3=2-M (min. 0-1.8) Max Horzl=26(LC 8) MaxUpiiftl=14(LC 8), 2�31(LC 8) Max Grev1=47(LC 1), 2=34(LC 1), 3=25(LC 3) FORCES. (lb) -Max. CompJMaxTen. -All forces 250(Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps4 BCDL=5.Opst•, h=1511; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.80 plate gdp DOL-1.80 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Bearing atJoint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift atJoird land 31 lb uplift at)olnt 2. LOAD CASE(S) Standard / PE 7 � 1 / 1 I r TATE 01�. d, �j c� .�<ORIIOP'����� ob Truss iruss type JUW JFIY Plen 452 4524i M1N4 VALLEY 2 7 Job Reference (oplona0 6ourhem Tm Cmnpenlas. Fad M.. FL 34951 Run: 8220e JW 2120te PrmL•e.Z20aJu1212018 rw=FeklMusWes, Inc ilw iw 1810.23:37201a Pegal • 10:EeP.OUIwCVVA016wSO7vTFdY75d(-Fte_mgZ20EvKPD19mUbcG7s9�,6GIcpLohmS_7XynJal 3 2x4 � 1.50 II I ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.25 Verl(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Be 0.19 Vert(CT) We - Na 999 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) 0.00 We n/a BCDL 10.0 Cade F802017/rP12014 Matrix-P Weight: 13 lb FT =10°/ LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied a 440-0 oc pudins, except BOT CHORD 2x4 SP No.3 and venloals. WEBS 2x4 SP No.3 60T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-D-0 (min.0-1-8), 3=4.0-0 (min. 0-1-8) . Max Horzt=B4(LC 8) Max Upiiftl�35(LC 8), 3-62(LC 8) Max Gmvl=116(LC 1), 3=116(LC 1) FORCES. Qb) - Max CompJMax Ten. - All tomes 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat 11; Exp C; End., GCpk0.18; 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 nonconcurrem Win any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at Joint 1 and 62 lb uplift at)oint 3. LOAD CASE(S) Standard xGENs PE7 1 �1 I ATE 9,1 „ A n 1.Sx4 II 2 3 2A4 1.5x4 II I ' LOADING(psf) SPACING- 24)-0 CSI. DEFL. In (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) rda - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 We Na BCDL 10.0 Code FBC2017nP12014 Matrix-P Weight, 20 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SWcturel wood sheathing directly applied or 60-0 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 0o bracing. REACTIONS. (size) 1=6-M1 (min. 0.1-8),3=604) (min. 0-1-8) Max Horz1=105(LC 8) Max Upll tl=57(LC 8), 3=101(LC 8) Max Grav1=190(LC 1), 3=190(LC 1) FORCES. (lb) - Max Comp./Max Ten. -Al forces 250 (lb) or less except when shown. NOTES- 1) Wlnd: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft; Cat. II; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 57 lb uplift at joint 1 and 101 It, uplft atjolm 3. LOAD CASE(S) Standard ENS I 1 _ -or ATs , Z 10s /i_.�itAi 1 L