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HomeMy WebLinkAboutTRUSS PAPERWORKSOUTHERN TRUSS COMPANIES, INC. SOUTHERN RANDY@SOUTHERN rRUSS.COM TRUSS 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 (800) 232-0509 / (772) 4644160 / (772) 318-0016 Fax: C O M PA N I E= S Project Name and Address: OaklandLakes Occupancy: X Single -Family Lot: 61 Block: County: Saint Lucie Multi -Family Truss Company: Southern Truss Companies, Inc. PY Commercial Truss Engineering Program: Mitek Engineering Plates By: Mitek Plates SCANNED Contractor / Builder: Ryan Homes BY Model: 1452 Elevation: B Options: St- nn"Atw STATEMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance with Florida Building Code FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by the following provision: ROOF FLOOR Top chord live load: 20 P.S.F. Top chord live load: -- P.S.F. Design criteria: ASCE 7-10: 160 MPH Top chord dead load:Z_P.S.F. Top chord dead load: --- P.S.F. Engineer. M. Bleakly Bottom chord live load: * P.S.F. Bottom chord live load: -- P.S.F. ,Brian Address: 2590 N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load: --- P.S.F. Fort Pierce, FL. 34951 Duration factor. 1.25 Duration factor:____ Mean height: 15' Exposure:_ • 10.0 P.S.F. bottom chord live load nonconcment with any other live loads. This is an index sheet submitted in accordance with the Department of Professional Engineering. Tallahassee, FL. Engineering sheets are photocopies of the original design and approved by me. No. Truss ID. No. Truss ID. No. I Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 Al 21 J31 41 61 81 96 2 . A2 22 J3A 42 62 82 97 3 A3 23 14 43 63 83 98 4 A4 24 J5 44 64 84 99 5 A5 25 J58 45 65 85 100 6 A6 26 1 J7 46 66 86 101 7 A7 27 MV2 47 1 67 87 102 8 A8 28 MV4 48 68 88 103 9 A8G1 29 MV6 49 69 89 1104 10 B1 30 50 70 90 105 11 B2 31 51 71 1 91 106 12 133G 32 52 72 92 107 13 Cl 33 1 53 73 93 108 14 C2 34 54 74 94 109 15 C3G1 35 55 75 95 110 16 031 36 56 76 17 07 37 57 77 18 J1 38 58 78 19 J2 39 59 79 20 J3 40 60 80 As witness by my seal, I Nearby certify that the above information is true and correct to the best of my knowledge and belief. d Name: Brian M. Bleakly Lic. #76051�,� �.: _ ; - . , '�"� g w �, .. � � .... _.� +k. i u S N.. TYPICAL DETAIL @ CORNER_, -.HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. ®UP TO 265J = 2-16d NAILS REO'0. 132.5# per Nail (D.0.LFoctor=1.00) nds the nails only have 0.83 of UP TO 394# = 3-16d NAILS REO'D. lateral Resistance Value. n11 n n n II 12 SO SO SO F !Qn use. 2-16d toe nail O TO & Bc. Typical jack 45' attachment use 3-16c tee nail O TYPICAL CORNER LAYOUT & �-16d Typical Hip —jock' attachment CHORD HANGERS FASTENER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — --- 2-16d nails — — — —— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — --- 2-16dnails -———— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — 8C — — — — — --- 2-16dnails — —-— HIP! JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails — — —— !SOUTHERN TRUSS j COMPANIES Brian M. Bleakly Struct Eng #7 VIMUM GRADE OF LUN T.C. 20 SYP 2 B.C. 2s4 M? 2 I'M 2x4 SP NO-3 LOADING (PSF)1( � 17 L D TOP 20 ID/7 BOTTOM 00 10 SPACING 24' a Fort Pierce Division 2590 N. Kings Highway, Fort" Pierce, FL 34951 (800)232-0 72)318-02068-4160 ax: 4951 772-464-4160 TYPICAL DETAIL @ CORNER --HIP NOTE:I NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. - QA UP TO 265J = 2-15d NAILS REQ'D. 132.5# per Nail (D.O.LFactor=1.25) nds toe nails only have 0.83 of UP TO 394# = 3-16dNAILS REQ'D. lateral Resistance Value. 12 J1 use 2-1a< toe nail al jack 45' hment CORNER JACK GIRDER I:F7 TYPICAL CORNER LAYOUT 0 3-1 nail Typical Hip —jack' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1—',J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — —— —— 2-16dnails —- — —— J5TO HIP JACK GIRDER TC — — —— —— 2-16dnails —— ——— BC — — — — — — — 2-16d nails — — — — — TC — — — —— -— 3-16dnails —— — —— BC — — — —— — 2-16dnails —- ——— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — - 3-16d nails — — — — — BC — — — — — —— 2-16dnails —- —-- . MINIMUM GRADE OF LUMBER T.C. 2x4 SYP �2 B.C. - 2x4 SYP 2 WEBS 2x4 SYP No.3 LOADING (P5F) L a TOP. 2a BanOM 00 10. SPACING 24' O.C. rBCSRt. 2a17 INCR.' 25S SOUTHERN TRUSS COMPANIES mtR//.....outhernWncmm Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fox:(772)31 B-0016 Struet Eng #76051 2590 N. Kir Bangers Face Mount Hanger Charts iTeke Joist Sind .. ISP StoekNo. 'net. Ho: Steel 6eu .. - Oonemioa (n) •'..Fas4nv5rlatlule''' DF/SP Allmahle loads (11�)' m ¢ 'Code:. Ref. MIN Mn ... Haader ' 'Joist l9 - H �' h "A OW'' Nall Ifty .. Wall- Roor Roof UpGtt 10D% 115%lliS%l ISM JL24 I W24 ZD 1.9/16 3 1-12 15n6 _ 4 10d 12 100xl-12 470 540'; 580 1 320 W016951. 321) I S. 115, F2 / 1 16d 1 2 10dxl-12 560 JL24[F-TZ — 16 l-m6 3-18 1.112 — _ 4 10d HDG 12 10dz1.12 HDG 465 535 1 560 I 2BD 31. RI, F32 4 116d HDG 2 1W z1-12 HDG 5501 615) 615 280 2x4 JU524 WS24 18 J-M6 3.1B 1-3/411 1 4 Intl 2 1 100 1 675 775 1 835 i 510 - S1A124 IrZ4 16 14l16 3-1/4 2 113lI6 1111 — 4 Ind 1 2 1Wx1-12 SOD 1 560 1 605 1 380 665 , 72D 1 383 I j S. 4 16d 12 10d x 1-12 S90 1 HD26 H12b I 14 1-06 3-12 2-12 1.118 srvl 4 16d 2 10dx1-/2 6t5 6" ' 745 1 365 I R5, � F2 Ma � 675-1 6%( 7451 595 J126 1128• 20 1-8A6I 4-314 1-t/2' 15116 .'- - 6 '. �10d :4' 1 10dz1-72. 1710 ' 805 1870 I 650 I 6' .-, 16d 1 4 10dxt+12 8/0 { 960 1W5 ao J126IF-TZ WC26Z 1. 18 14h6 4-12 11.12 - — — 6 Intl HDG .,-' 1odc1-12 HDG 695 1 800 970 I 730 31, R1, F32 '6' 116d HDG i 4 } 10d:1-12 HDG 830 950 i 1035) 730 '. JLIS26. : WS26 18 11-8116J 4-13MS 1-314 .,1 — 4 J 10d 1 4 " 10d . 870 !loon ! 1080 Ills =i 5, R5, F2 -MUS26'. .,' MU526' 18' 1-am S-im 2. . 1 — 6- -: Ind.. 1. 6.1 .' tqd 1285 114751161M I US 1 131, RI, F32 2z6' ' - SUH2b :' ' - UMW ., 16 I I.MS �118 2- 1-ffiI6 _ '6' 10d 4-I 10dz 1-12 750I WO 910 755 6 1 Ind 1 4-1 .lDdil-12• I SO 110D0 I 1080 1 755 , HMM3 lW26. 16 11.0 5-7/I6A 3 1 2 1 14 1' 16d 6 i - 1fA 2760I 3140 3345 1925 I I i MD26 -') HU26 ' - J:'14. Ii-mSI 3-12 2-12 -1-18 Min Na 14 16d 'Fri 2 - 10dx 1-142 615 ( 695 1 745 I 365 j 5, 1 R5, 615 1 695 715 150 HD28 - lium 14, 1 14tl6. 5-1'/4 2-12 - 1.18 .. - � - Min Ma ( 8 d 16d 14 7 6 { 1Ddx1-02 I ." i 1230 1390 11490 780 , f2 1123011390114901 825 JL26 LU26 20 1-SM6 4-3/1 1 i-12 ISM — 6 1 10d 4 10dxl-12 710 805 ; 870 611 1 6 16d 4 I 10d x i-12 840 } 960 1 1045 0 . JL261F-TZ LUC26Z 18 1.9116 4-12 1-1/2 — _ 6 I10d HDG 1 4 1 10dzl-12HDG 695I 800I 870 730 1 31, R1, F32 6 16d HDG 4 110dx1-12 HDG 930 950 1035 730 Jf28 LU28 20 1-9/16 6-38 1-12 15118 _ 10 10d 6 100x1-12 1180 1295 1295 B55 5 10 16d 6 iDdxl-1/Z 1400 18M 1740I' 855 J128�R — 18 1-'W16 6-18 1-12 — — 8 tOd HDG 14 I todzl-12 HDS 930 loss, I760I 730. 31, RI, I F32 8 16d HDG 4 I10dz1.12 HDG 1f051121511215 730 JM26 LUS25 18 1-9/16 4-1116 1-W4 1 — 4 Ind 4 i 101 870 J 1000 loan ills a 5 R5 F2 atsla 11MA 18 14A6 6-518 1.9/1 1 6 10d 1 4 1 10d 11170 1270 1375 1115 1 MUS26 MLS26 18 1-'YI6 5-1/I6 2 1 — 6 10d 16 10tl 1285 11475116051 US 1 31, R1, 2z8 MU528 MUS28 18 14/16 7.1116 2 i 8 10d 18 .10d 11710' 1970 j 2140 i 1230 F32 SUH26 U26 16 i-9M6 5-118 2 13116 _ 6 10d 4 tOdz1-12 750 1 840 1 910 I 755. 1 6 16d 4 I lOdxt-12 880 AOD0' 1090 755 SUR28 — I 16 t-9/I6 6.5/8 2 1.3116 _ 8 Intl 6 10dxl-12 IODO 1120I 12101 8DO , 1 5 8 16d 6 10(1x1-12 1175 13351 14401 800 H11526 HUS26 I 16 1.5/8 5-7116 3 2 — 14 160 6 16d 2760 13140i 3345 1925 HLIS28 HUS28 16 1-518 7.3116 3 2 — ' 22 16d 8 16d 4170 4345! 4345 2570 F2 I1D29 H1128 14 1.9/16 S1/4 2-12 1-11, Min 8 16d 4 10dx1-12 12t0 1390 14901 780 Max 6 1230 1390 149D 825 HD210 FN210 'I 14 14/16 7-3n6 2-12 1-18 Non 10 Ind 4 lOdx1-12 ISM 173511865I 780 MU t4 6 �$ 243012610i 1170. 1)Up58b3fthazehealhcremed6G% far windorselamc bads, m fuIr rimeae aha0he pem,med 2)16d sbkes (0.148 ilia. x 3-1//' Wd may he used at D.84 of tlie table load where 16d mmmms am specified. lMt does not apMto JIS, HI15, MIS stall hall tonges. 3) Fw JIS, H115, and MUS hanks Nails must he driven ate 301to 45*ML fhnxlgh theJoist ortruss trno the hmdeto adieve thetaole bads 4) eln e-10d x 1-12' nalis ere 0.148' d0. x 1-l/P bng, lOd naOs am 0.148' dkL x3' long, l6d raUs are 0.162' dax3-12' long. Newpmducis or updated product irdomla0mi am desgrlaled'n hhu ford. - CorrDsionFinlsh EStainless Steel F1,60ld Coat I HDG UTriple Zinc 112 Continued on nest page Mount Hanger Charts MiTeW •.. JoLstSire .. LLSP " SluekNv, - ... Ref-Na Steel Mo Olmenvons Curl' 1. FaslenerSchedule°'�°%; DFBP Allowable leads (Itis.11 .. o . . Max ,. Header.. `: Just"-" �W ' H - D . -Mon/ A :,i I W1 '-;. Nag Beer I Roof I Uplite 10016 115% 125'6 160% { 1 118244 LLIS24-2 I 18 3.1/8 1 3-7/16 1 2 1 1 - 1 4 116d 2 1 166 1805.1 920 1 965 1 325 SUH24-2 U24-2 16 3-18 13-18 2 1-18 - 6 10d 2 led 75D 840 ! 910 i 380 6 led 2' 110d 880 1DOOi 1D80 380 (2)2x4 Hf124-2 HU24-2 14 348 3-1/2 12-12 1-18! - 4 12 2 led 615 1 695 7 745 1 385- _. HIIS24-2 14 3-1B 3-7116 I 2 1 1 - 4 16d 2 I led 850 i 90 1040: ' 495 WK24-21F 1 14 3-18 3.7116 2 1 1 1 - 1 4 1 16d 2 1 16d I 850I 965'I 10401 495. .-7 JUSZ&2 i-1-WS26-2--_ ._ 18 1 3.48-.i 5174-. -2_ 1 1 = 1:`4 1'16d 4 16d 11040 11185112201 1355 91.1 ' _ SUH26-2- -02fi-2" j 16 -I 3-18 Ir 5-1A6 E• ! - 2 1-18 -: 1D 1Od'.I.4 letl: 125D 11405 15151 755 •. :1a 16d 1' .4'1,' 10d 1 1470 i 1670 18M 1 755 HD24-2 HU24.2 . ' j ' 14. 348 3-12, i 2.12 1 181 - i -. 4 1166 1 2 1 10d 1 915 j M5 745 ' 385 • I LIS26.2 ."HUS26-2' : " 14 1 3-1/8 5-114 '. 2. 1 I -�' 1 "4 led' 1 4 ' 16d. 1085 1235 1300 -1155 I (2) 2x6 ." - 'HUS26.21F HLISC26-2--1= 14 3-1/8 5-1/4 2 1 1 =. I,'4 116d 1`4 -.76d 1 10851 12351 1300j 1155 HD26-2 "�,HU26-2 14 9.78. 5-t14.I2-12 �... 1-18 M� Nu 8 12 16d " 4 10d 1230 1850 1208.5 1390114g01 2235 i 780 1170'j ..6 • H02fi-2ff HW26-2 14' 3-18 � 111 1 '1/4 2-12 , i6 M� 1.,12 •'8 16tl 1._., - 4 6 1Ud. 7230 1850 13901 2M 1490 22351 78D 1170 JU526.2 L11526-2. 18 3.1/8 5-1/4 1 2 1 4 16d 4 16d 11040 11! 1220 j 1355 JUS28-2 LU528-2 18 13.18 7-118 1 2 1 - 6 16d 4 I led 13251 1510 1645 1355' SUH26-2 U26-2 16 3-1B 5-1/161 1 2 1-1/8 1 _ 10 10d 4 I led 125011405115151 755 I. nol 16d 4 Tied 1470 I 1670 1B001 755 SLIH28-2 - 16 3-1/8 6-1/4 I 2 1-1/8 _ 12 1 10d 4 10d 1500 1685 1815 755 1 1 12 16d 4 ! led 1765 19151 11235 1915 755 HLIS26.2 HUS26-2 14 j 3-18 5-1/4 2 1 1 - 4 16d 4 led 1085 � 13M 1155 HUS26.2F HUSC26-2 I 14 3.18 5-1/4 2 1 - 4 16d 4 led 1085 1235 In 1111 HUS28-2 HUS2B-2 I 14 3-18 7-118 j 2 1 - 6 16d 6 1So 1625 1850119951 1810 5 (2)2x8 HLIS28-21F HUSC28.2 14 3-18 7-1/8 2 1 - 6 16d 6 16d 16251 1850 I 19951 1810 R5 HD26-2 HU26-2 14 3.18 5-1/4 2-12 1-1/8Nlm a 12 16d 4 6 1'd 1230 1m-- 13M 2am- 14901- Fizz 1 � 780.Ma 1770 H026-21F HUC26-2 14 9-18 5-1/4 2-12 - Min B 1� 4 6 1� '1230 1850 139D � 1490 2235 79D 1170 Max 12 N028-2 H112B-2 14 3-18 7-18 2-12 1-18 firm Max 10 14 1� 4 6 1� 1540 2155 17W 2430 1865 2610 780 1170 I I HD28.21F HUC28.2 14 3.18 7-18 2-12 - Min 10 l6d 4 6 1a 1540 .2155 1735 21. 1865 2510 780 1170. Max 14 -JU528-2 ,LUS28,2 .:18 3.1B 7-18' " 2 1 ' - .6 16d ' d .16d: 1325 1510 ISIS 13M JUS210.2 .' LUS210.2 18.- 3.18' 9-18 t. 2 1 • - . 8,.: 16d, ..6 .:16d 1845 2105 2290 19M . SUH28-2 ; -,. . 16 { 3-t18 i 6-114-.I 2 11/8 12 10d�. -4 10d 1500 1fi8517815 755 12 led' :4 •10d .1 1765 1915 1 1915 755 SI1H21 o-2 :'. � U210 2 16 3-1/8B-911fi -2 - 1 18 ^ - � 16 J6.: ,..-10d . 16d` 6 1:10d : 6 •1 -"10d: 2000 2350 2245 2670 2420 2880 1135 1735 HUSZ82 NUS292 14 3.18-1 7118 2 i " fi 16d _6 led,:11625 1850 1995 1810 HUS28-21F HUSC28 2 - 14 348 7 iB 2:" 1 - '�6 led :.6.16d. 1625 IBM 1995 1810 (2l ZX10 �,. 1028-2 ' HU28 2 14 3-1I8„ 71B 2-111 7 1B hLn'.- Nax 10 ..14 leer '�4 _fi :.. 10d 1540 2155 1735 2430 1865 2610 . 780 1770* { .H0282ff_. F01C28.2:.,. 1d 3.7R 71B 2.12 1-' 10 16d., °4 . 6 leer: ., 1540. '2fi5 17J5 .2430 IBM 2610 70 1170� Max:. 14 HIIS210-2 •--. HLIS210.2 ;�'. 14 371B 9-1/8 2ii 1: 'i=" 8. 16d,. .'8 i.led:'.2170I 2465. 2660 2212 'F1115210-21F >-; IIUSC210.2 '.74 -".3-18: ,478 P21 1 '• 8 '16d -'B: •16d� 2170 2465, 2660 '.2210 . �H0210.2 ':; HU210-Z '` •... 14 3-1 : : 9 2-12 .�.:-:. 11B ,•_,:..Mons N nd 14 -.20 16G•� ..., ..6.. 'to f tgd ......' 2155 3080 2430 3475 2610 3725 ,:1170' Y950' HI121G21F i .HUC21P2-+.. 14' 3-78 9 2-1R= 14 ':: '. 6 10; ler.. " ,; '. 2155 3080 2430 347513725 261D 1370 1. qL Ma 20 HD0210-2ff .: NUCO210-2':..14 9114 j 9' � 3r 1-12 -:; :12 'WS3. �'Z W39. 5015'5590 SM .2975. ads have been Increased 60%for wind or seismic Wads; no %Mar increase shall be pennided. keJs (0.148 ft x 3.1/4- long) may be used at0.84 of the table Wad where 16d commons are specified. This does not apply toJUS, HUS, MILS staid na0 hangars. and HUS hangers: NalLs must be drhu at 30'to45an&through the joist or base Into the header to achimm the table loads ,. .02A nod Stews are l/4' x 3' long sad are hcblded whir HBO hangers. gi led nab are 6148' dla x 3- ft 16d are 0.162' die x 3-12' long• xds or updated product hdwmadon are designated in blue fold- Flelsh UStainless Steel ~"]Gold Coat MHDG 1TripleZmc W-*�''R' 114 1 - Continued on next page ColroslonFlnish EStainlessSteel MGoM= f?HDG ®Triple Doc Hangers Face Mount Hanger Charts MiTeW .. J061 Size - LISP Stock No. Ref. No. Gad a Dimeriaons (m).. - .. Fastener Scheduk'M DF/SP Movnhle Leads (Lhs-) v 8 M . :Code Red. .Joist' ' W : H D A Mid Maz . Nall ' Nall" Floor 1DD% Root . 115X 125% UpIHII 16016 SUH314 HD314 i U314 M14 16 14 2-BA61 i 2-9M6'11-SM6 10-9/16I I 2 2-1/2 1-18� 111 1-1/8 - i 118 Mkn Max 1 IS 10d 6 11Ddx1-12 i22501 2525 1 27251 1135 1 16 u 16d 1 16d 6 i10dx1-12(264513D0013010.11135 8 110dx1-12 12 1 24651280 3851 41701 29801 4435 120/5 1280 3x16 HD314F HUC314 14 2.9/16 11-6116 2.12 - NN Max 1 16 I 24 1 16d 8 '1Ddi1-12 12 1 246512780I 36951 4170 -- 4435 . 1280 41 2M5 1 H0316 H U316 14 2.9/16 i 13•SA6 2-12 1-iB 'max Nin 18 � 16d 8 r 12 110d x 1-112 2M 13125 40D51 t 44M 144351 33551 15M 1 2045 1 H03161F ! RUM% 14 I2-MB 13-SA6 2-12 - xI jWjjm 16d 12 10dzY•12I "35I (2J3zB,� 1 H0362 I I HU362 14 I: 6118 61B 2.12 1.18 Min 10 , 16d 4 10d ', 1540 1735 11865 780 Max 14 `.6 2165 2430 2610 1170 H0362 HU38-2 14 5-18 I 6.18 2-12 1-1/8 Min 10 16d 4 10d 12155 1540 1735118551780 Max 1 14 � 12430126101 1170 (1J 3 x 10 I HD310-2 I HU310-2 14 I 5-11B 8 2-12 1-18 14 16d 100 2155 24M 1" max 20 1D 3080' 3475 1iM (n3x12 i H0372-2 ,I HU312-2 ( 14 5-18.� 10 .�2-12 iii 1-1/8 Min Max t 24 1 ' 15tl 8 . 12 1 - 124651 , 'IDd 2780 129801 406 3695 41,B 4470 7310 (2)3x14 M12.2 I HU312-2 14 15-18 10 2-12 1_18 Maxl 24 16d 10d 1065 12 14 14--, � 1 1 JUS26-3 .III+ LUS26.3 ! 18 1 4-WS 1 4-12 1 2 1 - I -- 4 i 16d 1 4-; 1611 j 1D401 1195 12201 1355 .... SUH26-3 - U2G3 16 458-i A : i B-1/4 .2 ) 1 ... - i 8 1 10d I . 2 _ 10d . 110001 1120 11651 380 1_.' 8 1 16d 1 2 ,!' 10d 1 1165 1165 1165 380 2 x 6 26-3'•.. , -.. V. f. HU26-3 f. HU26-3 14.. 14.. 4-58 4-58 4-12 4-12 ... 2-12 2-12 1-18 1-18 min 8 ' 16d 16d., j 4 i - 6 4 , �� 1 : �- 1230 1390 14901. 790 5, Max 1 12 1850 2085 2235 1170- ' HD26-3IF '' : � HUD26-3 14 4.58 4-1/i t. 2-12 �(3) - Min I Max 8 '12 I 16d 4 1; - Iod 123011390 1490 780 R5, F2 6 11850 2M 2235 117D JLW6-3 I LUS26-3 18 4-5/8 I 4-12 2 1 - 1 4 16d 4 16d 1048 1165 1220 1355 JU528-3 I 11S28-3 18 4-5�8 6.318 2 1 - 1 6 16d 4 16d 113251 1510 1645 1355 SUH26-3 I U26-3 16 14-SS 5-114 I 2 1 _ 8 10d 2 1 10d 10DD1 1120 1165 3B0 8 16d 2 I 1� 1116511165 11651 388 HD263 HU26.3 14 4-W8 4-12 I 2-12 1-MB Min 1 ' 8 16d 4 I Ind 12301.1390 1490 ( 780 Ma 12 6 IBM 12055 2235 117D (3) 2x 8 HD2631F I HUC26-3 14 4-0 4.12 2-12 - Min I 8 t6d 4 10d I 23011390 1490 781 Max 12 6 aWo 2085 2235 717D HD2B-3 - 14 4w 16-318 2-1/2 1-18 Min 18 1� 4 1� 7540 1735 1865 780' Max 14 6 2155 2430 2610 1770 H028-31F - 14 4.518 I 638 2-12 - Min 10 16d 4 1 1oa 1540 1735 186S 780 Max 14 8 2155 2430 2610 1170 '- JUS2BB .' ..f) LUS28-3 : r 18 1 4-581 63M l 2 ': 1 - - � 6 i 16d": - 4..1 .16d - 1325 1510 1645 1355. L)15210-3 -=..: 18' 4-518 B-318 - "2: --1- .. -'< :. 8 1 !16d - 6 16d - 1B451 2105 2290 1980 . _' - SUH21D-3 1 UZ10-3` .. 16 4•SIB &31B 2. 1 - .14 I 10d 6 ' 10d 1750 1965 2120 1135 14, .16d ...6.`1. 10d - 2068 2335 2520*1 1115 HD28-3 I - � 14 4-WB 1_. 6341-'2-12 1-18 Min /0 ..: 16d .. 4 .- _ - Ind _ 1540 1735. IBM 780 ' Max 14 6 2155 2430 2610 1170 (J)2x10 ,. , -. 8D26-31F.' .. '.=-..',� - 14- -+518 6318 �� 2-i2 '. Ern' 10 16d, ..-. 4 18d` .'...• ,.. 150 1125 1865 788' . -Max 74 8 2155 -2430 2610 117D, r - H02163�' ..,_..:- HU210.3 -- 14 ;. ......._ 4-5/8 8.1/4 .•:. _.:: 2-12 1-7/B ..-, �6Tm 14 .''t6tl. '.. .- 8 '- 10tl I. 2$ .2430 26f0 1170 Max. 20 10 3080 3473 3nS -1950 - HD2163F - HUC270.7 14 '- .45IB 61M 24/;2 N'm' -Mai: 14 16d �1 8 ` 90d '.. ,_-1 2155 2430 2670 .1170:.. 20: 10 3DB0 3475.3725 195D += -. HD0210-3F•.1 H00021D•3 14--'4-510. 9.8 172•=:.:..12: W53. .. R.:-V1S7 .{50155590 5590 2875 31, R1, F32 1) Uplift loads have been Increased 60%forwi M or semnic loads no touter Increase and be permitted 2116d sinless (0.148 tlia x 3-1/4' Wd may be used at 054 of the fade load whore 1Gd mnmoms are spedfied. This does rd as* Is AIS, HUS, MUS slant nail hangers. 3) WS3 Wood Sam are 1/4" x 3' long and ae Included wM1 HDD harws 4) HUM IDd see; are 0.148' Can. x 3' long, IN nails 0.162' d1a x3.12' long. New pma ds a Wdated product kdoana5en are designated In hhmfmf. .-. D�.1 w Continued on nerd page 117 KSnD_ers Mount Hanger Charts MiTek` DSP Smok Ho. JUS46I Rel.He. Umu I Una 1B 1 -' - .. FastmeYSchadub.. DF/SP Allmvab s . ' -'. ".CRodde.Joisigna . Header W 3-SM I 5 1 D 2( AMMiN 1 - 4 Na1' 16d 4 I Nan 166 1 1w . 0P1H 10401 11 11851 179 12201 fi0% 1355 SUH46 i U46 I II 16 3.9/161 413116 2 1 1-18 - 10 I 10d { 4 1 10d 1 12501 14DS 1 1515 1 755 1 755 10 16d 4 1 10d 11470 1 167(l 118001 HUS4fi HU546 14 13-SM I 5 1 2 1 - 4 16d I 4 I 15d 11085112351 1300 1' 1,55 I 4 6 s HUS461F I NUS046 I 14 1 3-501 { 5 2{ 1 - 1 4 16d 1 4 I 16d 10/1511235 1 13001 1155 HD46 HU46 14 3-9116 5"4/16 i 2-142 t 1-18 Min I 8 16d 4 10d 1230 11390 114901 780 1170 Max 1 12 111 18.5D 12085 j 2235 j i .FIDd6E HUG46 14 9-9/16 &tA6 I2.12 Mn 8 1� 4 tOd 1185012011512235 '123011390114901 780-, MAY 1 12 6 1117D • 'JU546 -! WS46 "° I' 1B .I 3•SIB 2. 1 1. -:•..I 4 ! :16d i 4 } - ,fid "� 1104011185 12201 1355 ' ,. ;-JU54B ' LLUB 1 •1B ..3.5/B i' &7/8 :(:.2 h 1 - ! 8flOd 4 {- 16d:..- 1325115- 10116451 1355 " SUH46 U46} 16 f ' 9-9/I6 41317fi I 2 : 1 1IB - .1 ' 4 -' 10d"' 12501 74051 1515 755 755 1 106d' ' 4 .'10d:,1 1/70 1fi70 iBDO .. HU546...... HUS46 2`.+46d :'. 1035 1235113DO1 1155I HUS46IF �HIISC46. 14 - 3.518 5 2 l ifd- . 1085 11235 113DO 1155 ' HU848 ;:, }. HU54B.. 14i :3.5M j. 7 1 2 1 1 I 6 "16d 6 1 :..16d' A 1625 11115011995 181D' . 14US4.BF I HUSC48'. 14 'i 3.5)B 7, 1:�' 2 !-;1 -" ! 6` 16d ' 6 1'' ,lfid 162511135 0 1995 1810 ..1 4xB i .. HD46 . HU46 >I ..� 14 1..� 3.9dfi .:. , &1/,6 2.12 1.1/B_. bBD _ 6 1 16d "4' 1 " 10d 1730 1390 1 1490 780 1170 'Max'. 12 fi 185D 1 2085 1 2735 HD46F I HU046 .' i 14 3-9/I6 &1116 I 12.12 I - L Min 8 . 16d 4 1 - tOd - 1730 { 13901 1490 :780 1170 _ 5, R5. :Max 12 --t-:. 6 1a50 2085 2235. Hue . . � HU48. . { -14 3-9116i &15N612.121 11 Y 1-11.8: MO: Max 10. 14 . l� . 4 1� �.' 1510 1735 16101 10 1170 6.' ZI55 2130 Z610 HUC411 fff 14 3-9116 &106 2.121 - . Mn 10 . 16d 1 415/0 10d - .1735 1865' 780 Max:l 14 S 2155 2430 2610 .1170 JUS4t 1 U1548 18 3-5IB 6-7/8 2 1 - 6 16d 4 16d 1325. 1510 1545 1355 JU5410 WS410 1 18 3-5/B &7A1 2 1 - I 8 16d 6 16d i 1845 .2105 2290. 1980 SUH410: W10 I 16 &9/16 &3A! 2 i 1-1I8 _ 16 tOd - 6 1 106 2DOO 22451 242D I..1135 i 16 16d 6 10d 123M 2670128801 1135 HUS48 HUS48 1 14 1 3.5/8 7 1 2 1 - 6 16d 6 16d DM 18M IMI 1B10 HU5481F I HU5048 14 3.5JB 1 7 2 1 - 6' 16d 6 16d 11625 1850 ISM ' 1610 HD48 HUB 14 &9/i6 &15/16 i 2-12 1-1/8Max Min 10 ,6d 4 10d 1540 1735 1865 1' 780 14 6 2155 24M 2610 1170 4 x10 HD481F I HUC4B 14 3-9llfi &15116 2.12 - Min 10 16d 4 6 190 1540 1735, 1865 '780 Max 14 2155. 2430 2610 . 1170 HUS41D HUS410 14 3-WB &71B 2 1 - B 16d 8 led 2170 Zoo 2660 2210 HUS4101F HUSC410 14 3-WO &7/B 2 1 8 16d 8 16d 2170 246S. 2660. 2210 HD410 HU410 14 &9/16 &13116 2-12 1-18. Min 14 16d 6 100 2155 2430 2610 1170 Max 20 10 30B0 3475 � : 19M HD41OF HUC410 14 3-9116 &1 3M6 2-12 - Min I 14 160 6I 10tl 2155 2430 2610 "1170 Max 20 10 360..3Q5 3725 19.10.. H00410IF HUC0410 14 3.9h6 9 3 1-12 12 W53 6 W53 W15 -5590 55901 2975 31, R1, F32 1) UpBD bads nave been Increased 60%forwindorae-smic load; mMlner increase shall be immured. 2)18d sinkes (0.148 cra x 3.1/4' bn0) map be used at &84 etdmtffile lead where 16d rmnmom are spedfied. This does nata" to JUS, HUS, MUS slam sal hmpm 3) WS3 WODd Screws are 1/4-x 3- long and are Included with HDO WWs. 4) NAM 10d nails we 0.148' die. x 3' lung, 16d rats are 0,162" ft x 3-12' long. New products or updated producr Information are de48rmled In bhmismL Dartosica Finish I•Stainlrss Steel EIGDId Coat JjHDG I•Trlple Zinc 119 r FTo NIMUM GRADE OF LUMBERp Ctord 2u4 SYP /2 SPF /1/#2 yr Dallvr a mW4 2x2(•) OR 2114 Sp #2N OR 5PF i:1/j2 or Dollar Wibv 20 SYP p or poltor (•) •20 ma BE LAPPED FROM A 216 IPOm1EO OR SWARS) ' (••) (/DC�f{edl !BOOX (OV� 7lAwRW TOE-RNLEO FORS NFiV1 HOGNL EN BUM" GIP. 0. RF r%R N. Wa TG Dtrg PSF CUT F O xae on tArGeQ Ai RWUIRED Max UNLE39 SPECIFIED ON ENOIHEEH'S S% DESIGN. APPLY ta4 'T'-BR10E, e0x Wall OF V EY We 9�Ealw ANC OMo[ OR DEIfFR.• ATfAOHCo TRTH Gd eozrt[pO.IGe 2,e rGRS AT a OF on DONHHUEUS )A aRAGINO. EQUALLY SPACE. FOR YALLCY MESS ORNTER 1NW T-f MAXIMUM VALLEY WMCAL RETOHT MY HOT DWEEO 12'-0'. Top mono OF TRUSS BENEATH VALLEY SET MW BE 89 0 TRM. VpopEta ATrAOHm, RATED SHEATNINO APPLIED FNOR TO VAIItY TRUSS MI TAIJAIMN O&NIS AT 29 OF OR AS OTAERWISE SPECIFIED DR ENGINEERS' SFµED DESIGN OR PY VµLEY�TRUSSES USED M UW OF PUITUN SPACING AS SPECIFIED ON D MEERS STALED DESIGN. RUSs ("'I' U7HTIR VALLL"W IDS MMUKP MPNma MR OTH. Mpg we OF TIE TOPFCHORVI (n) LNIORTOESTPP AO BE BUILT AS LONG AS T.NE VERTICAL HEIGHT DOES BOTTOM CHORD 94Y BE SQUARE OR PDCHED CUT AS SHOWN. W 47 r r I I I"l 9 won Uck IT not Ve aspoamI0 of wa dMtpoW, *10 mnu6 et Den 19Od:AW. pITi7m Tnm my E ump! Tv Sink pnD ad*s I/gmlmlp one bra TMTh R ONop nq�" to prmol I SOUTHERRNA6h Rort Pierce DIvlT2lan ^d dxMeekG du6T W"Oae R°"d lummml E°`5I I" mq M" TRUSS ie2G IOn9. N hw.T•, EH opplwuaA Su'B I SWmoWl dm1 Am W v Ed Inm Fool D, FI. Ge �� IH Amld♦nµ kD{�p t Dnr1R mild pkla emvxdH Eood Darn COMPANIES (emG)EG:-Deov bT 4e4-41eG Tmm a W M7u�atoTd�andd faluxd F IcT{imd IT I EDogld End EIm1 mwn.., •••—, .. .., . Tbo TE2)a1B-oats � nm Van I� 1epR TwuliOoRIIE11o1Pmntl E�tlrt SSINSI m: Rays--- F HIP .TAIL TO LL 20 20 PSF TO DL 10' 16 PSF BC DL 10 10 PSF Be LL 00 00 PSF TOTAL LOAD 40 46 PSF dINCOW f1ElUq 1.25 1 1.26 G�aubI� ��d •-�ra�c�s �c��.ai1 1 fror�_ ...a,. moelbtl Naga bww. tltlaalpllala.olutunmuPi?rvi�.�.•w�. l SOUTHERN =ploDmm domes tlwp IM.Aw .. am(1 ommnta/ ad tam(vnm TRUSS IVIS n p�ctltlutlm saw at ld.wdlaaa �pN aFr le I Monlmun To(aI Load 80 RSF we1 rasa mi W b ended and r®tmod b twl h tl �(' P^ o.C. COMPANIES 454 41 ao SPACING AT 24_Iryanri op as 6ua°iid� Taaa den( b°Imal - - 10]IO) Peak! 9 mpg - 'O'0 .4Z 1V SNOWS m9nP �m Inmamu VW OF N LBP 3inW1 vb a �^7 nyl W Mpd3 ' m punyw �' 1 Ill 3L Alsw P 4, 6111fp M op aloe-slc(xu):.oe ..ynw oglpod VBN Pu Z s 4 PAMwl w Pla3Pn1 Pan Palma W el u nmul 091f-4sf(Z Boca—zLz(ooel SHIN d W OJ Jolnoj uanoAna SL'L 1 ! Lf '(WI), ! mf¢ 1!'�yold yod o sd P^n ww�+ rygd Pl�uou1�L a �+P4 'e�nl ml uo�mpyy '�ur4^al �Eupl 'H Oesz 5.l'1 i]1 -uewlnw P1b �iw� P°W mutnd 1A-SX US 1V°o� *X LIOIS)AIQ eo391d dad (P,� 3olo03 uoRoln(I SZ'L 1° 16d04 4 P N kle � D4eq W1 Mo NVW h!°�0P Fm Na��11y1�5 .:01003 uo11an0 CC'l 1° lodSS Eu i� H P*u � 9 kpq MInn °DPP° . Fn'PLNd via at MaoMn3 M nnnl Eupora mmd AmKnl mul mu 6u1Pool unwlxoyl inolmP= •wd J�I-P nM )0 4kMkd n M LW a �S UV>J 6uluac^/� � 'XVW '3'0 .0-,i. a poV3 Hiol9 HOV3 NI S11tM P9i—f' HI1M OOOMA1d.X03 ,Z/LXOX g H0M MoMbOld WN11V* ZL I VIrr ZN M N* 11 \/� OI 9X9 9X9 SXS 4X9 0 �XS. yxg 'M* L £X9'L 3 9x9 9X9 9X9 9X4 9 6x£ -M,Z OXG'Z bXZ v Z9 9£ ,ti£ ,0£ 3d11. — _Ol .d(l_ SIyVdS__ -- — 1NIor - _ 'O/O .4 1V 511VN P9l H11M HOVIN '11318 3SV H,1 eW bxZ '4l Ol ,Ol 03M S31 9dS '30VH0 3VMS 33VUS '0/0 1V SIIVN P9 H11M HOVILV 1381`13W ,4 93M 30 HL7N31 X00 ONV a31L39 NO '09W3W AL 01 .B,L 03M SV 93133dS '30VNO 3WVS '30Vd0 .1. 01, ONIOV90 ON .e,L Ol ,0 ONIOVN9 03111nb3N MN31 03M JN WO ONIOVHB 03M imolwo TMGUYW ,AV � 3,W ANOM wive 6Y o 30�VA MliJ Ad 2-10 OB am lied o-v at am J000 wI �gLpilwMI anymn um Disown Dl OL!' 0d '1Wd HIOW AC 'aM4 Hdat aW Ott esd 3L10V a noHid 'M i •emu Id 3H3H#AW I1mir m 'OOHI 035010, 01•L 336V OH NV3W AC'aMLL Hdn—OVJY :SHOaaHOo GM ONM Mod 3HL HO! 318940111W SI IM30 SO0 'ONMMdS NnM1d a7HV103H Hal HOLM 307M1S BAMMOH3 at MM4 'sen6 2 Pmd1L0 tl°aS°aH°YJ naLl a MEG aBnWaOl7 31 M XO10%OOId el 'OHOHO doL AVW e0 dOL OL SNflHlld HOVllV 113HIONV LOAD AL13Laa lam la 30nds 3N0 LVNL os 03MCOVIS 3e 13nH MONS al" MAN 0NV d0L -"n no ,f 1V S1M11113A X3VU Wd 3OVJ3 S311/1d O3HSV0 H0a NOK30 IMM5 OL HWH 3o1N9 3u=Ao3cwvmo- z r96M.:gq 3oz PA-M 11003u1H5 3Ox PnYJ dui1130WnwnwlHlw ` SCAB -BRACE -DETAIL I ST-SCAB-BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (Dr T-Brace) is Impractical. Scab must cover full length of web +A 6". THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS REQUIREDAT'113•POINTS OR I -BRACE IS'SPECIFiED., APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6"•O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. i I MAXIMUM WEB AXIAL FORCE = 250D Ibs MAXIMUM WEB LENGTH =•17-0" 2x4 MINIMUM WEB-SIZE- scna BRACE MINIMUM WEB GRADE OF #3 lk\ Nails / See6on Detail, ® e Scab -Brace Web I Scab -Brace must be same species grade (or better) as web member. I T-BRACE / [-BRACE DETAIL ,Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is Impractical. T-Brace / I -Brace must cover 9D'/o of web length. Note: This detail NOT to be used to covert T-Brace / 1-Brace webs to continuous lateral braced webs. Nailing Pattetn T-Brace size Nall Sae Nail Spacing Ax4or1x6 10d B"oc. 2x4 or 2x6'or 2x8 16d B' O.C. Note: Nail along'entlre length of•.T.--Brace / I -Brace (On Two-Ply's Nail to Both Plies) alternate position 11. Brace Sae for One -Ply Truss Specified Continuous Rows of Lateral Bracing WebS'¢e1 2 24vr 2x4 1x4 (q T-Brace 1x4 (') I -Bra 2x6 1x6 (7 T-Brace 2x6 I -Brace 2x8 j2xl3 T-Brace 12xB I -Brace Nar1.s Brace Size for TwD-Ply Truss Specified Continuous Rows of Lateral Bracing \� SPACING Web Sae 2 • o '^r.aA ....-.1^--- ^--' -- - - Section Detail T-Brace Web' . L-BRACE DETAIL Nailing Pattern. L-Brace s¢e Nail S¢e . Nait Spacing 1x4orB 10d W.0.c. 2x4„6, or B 16d 8" D.C. Note: Nail along entire length of L-Brace..' (On Two-Ply's Nail to Both Plies): ; WE Web Nags Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 9(1%of web length.' ' ^ L-Brace must be same species grade (or better) as web member. - L-Brace Size for One-P)y Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x6 2x8 2x8 - DIRECT SUBSTITUTION NOT APUCABLE L Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web SIze 1 1 2 2x3 or2x4 2A «. 2x6 2x6 "" 2xB 2x8 - DIRECT SUBSTITUTION NOT APUCABLE. 145P-a 3x_ 300 M18SHS 11 314 = 4x6 = 3x4 314 = 4x6 = 3x4 = 3x10 M18SHS II d1N All = 3116 in Iy 0 &2-6 7.106 7-70-6 7-1M &24i Plate Offsets (X,YH It•0�14 Edgel r1.040-4 Edge] 19'0-0-14 Etlge] 19'0-0-4 Edgel LOADING(psf)', SPACING- 24)-0 CS]. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 022 12-13 >999 240 MT20 244/190 TCDL 7.0' Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4212-13 >999 180 M18SHS 244/190 BCLL 0.0' Rgp Stress Ina YES WB 0.59 Horz(CT) 0.13 9 nla n/a BCDL 10.0 Code FBC2017)TPI2014 MatrixS Weighc213lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2'ExcepC T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 24 SP Not, Right: 2x6 SP No2' REACTIONS. (size) 1=0-8-0 (min. 0-1.8), 9=D-8-0 (min. 0.1-8) Max Horz1=159(LC 8) Max Uplift1=529(LC 8), 9=529(1-C 9) Max Grav1=1529(LC 1). 9=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=325811114, 2-3=3083/1077, 34=2966/1095, 4-5=2377/865, 5-6=2377/865, 6-7= 2966/1095, 7-8=3083/1077, &9=3258/1114 BOT CHORD 1.15=-10972934,14.15=-8142449,13-14=8142449,12-13=450/1809, 11-12=-6542449, 10-11=-6542449, 9-10=9382934 WEBS 5-12=3291774, 6-12=650/441, 6-10=2151564, 8-10=297297, 5-13=3291774, 4-13=-6501441, 4-15=215/564, 2-15=297297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (&second gust) Vesd=124mph; TCDL=4.2psf, BCDL=5.0psf; h=15f; 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 nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint 1 and 529 It, uplift at joint 9. LOAD CASE(S) Standard N`cE B F'`���� PE 7 051 I W N 1452-B Dyad Load Dell. = 114 in = _ 5.00 72 3x6 - 5x5= 7� 3,5 = .. .- .- 3x70 M78SHS l l 3x4 = 4x6 = 3x4 = 314 = 416 = 3x4-= 3x10 M18SHS 11 1.0-0 g2-6k 17.0-73 24-t1-3 32.9-70 410- 7-1n1i 7-106 I g2.6 -0-0 la Plate Offsets (X Y)— It 0-0-4 Etlgel IY04114 Edger 15:0-3-12 0-2-81 16•0-2-8 0-3-01 17'0-3-12 0-2-81 f11.0-0-14 Edge1 H1.0-0-4 Edge7 LOADING(psf) SPACING 24)-0 CSI. DEFL. in (loc) Ildell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(L-) 0.2614.15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ven(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 Na BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight 211 Ib FT =10% LUMBER - TOP CHORD 2x4 SP M 31 'Except- T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDPE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (sue) 1=0-8-0 (min. 0-1-8), 11=0-8-0 (min. 0-1.8) Max Horz1=148(LC 8) Max Upliftl-517(LC 8), 11=517(LC 9) Max Gmvl=1529(LC 1), 11=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc pudins. SOT CHORD Rigid ceiling directly applied or 7.6-12 oc bracing. FORCES. (lb) • Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=326711089, 2-3=3088/1051, 3A=301211069, 4-5=23681826, 7-8=2368/827, 8-9=301211069, 9-10=308811051, 10-11=326711090, 5-6=21331810, &7=21331810 BOT CHORD 1-17=1065/2945, 16-17=-764/2428, 15-16-764/2428,14.15=427/l826, 13-14=615/2428, 12-13=515/2428, 11-12=917/2945 WEBS 6-14=296729, 8-14=590/402, 8-12=2321585, 10-12=3181313, 6.15>296f729, 4A5=590/401, 4-W7 231/585, 2-17=318/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h=15ft, Cat. It; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 1 and 5171b uplift at joint 11. LOAD CASE(S) Standard fi 1452-B Dead Load Dell. = 3116 in 5.00 12 5x7 = SYS = 3x5 = 3x4 = 4x6 = 314 = 3x8 = 4x6 = axn = 3x5 = led LOADING (PSI) SPACING- 24)-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(L-) -0.20 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0A116-18 >999 180 . BCLL 0.0 Rep Stress Ina YES WB 0.77 Hoa(CT) 0.13 12 We nla BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight 2271b FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. WEBS 2z4 SP No.3 WEBS 1 Row at midpt 6-15 SLIDER Left 2x6 SP No.2 2-11-8, Right 2x6 SP No.2 2-11-8 REACTIONS. (size) 1=0-8-0 (min' 0-1-8), 12=0-8-0 (min: 0-1-8) Max Hom1=133(LC 8) Max Uplift1=500(LC 8), 12>500(LC 9) _ Max Gmvt=1529(LC 1), 12=1529(LC 1) FORCES. (Ib) Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD '1-2=325611053, 2-3=317811065, 3-4=3036/951, 4-5=2937/960, 5-6=2355fTT7, 6-7=21241755, 7-8=2356/777, 8-9=2937I960, 9-10=30361951, 10-11=3178/1066, '11-12=3256/1053 BOT CHORD '1-18=1033/2933,17-18=805/2618, 16-17=8052618,1516=-50412124, 14.15=6722618,13-14=-672/2618, 12-13=9D02933 WEBS 3-18=-237256, 5-18=711428, 5-16=-6431385, 6-16=-165/556, 7-15=1171557, 8-15=-6431385, 8-13=721427, 10-13=237256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vesd=124mph; TCDL=4.2psh BCDL=5.0psf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; M W FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 lb uplift at joint 1 and 500 lb uplift at joint 12. LOAD CASE(S) Standard 1 / PE 7§051 �1 *'V._ II i * ii c\ •�CORIO : �N 2 i 1452-8 5.00 12 515 = 314 = 515 = Dead Load Deft. = 114 in 5x7= 18 .. ._ ._ -_ 1L oxr= 3x5 = 1.Sx4 II 3x6= 3x4 = 3x8 = 4x6 = 1,5x4 II 3x5 = 314 = 1117 TM1-9 >4 0 741-14 7-1-2 5-5.7 6-2-9 7-1-2 7-0-14 Plate Offsets (XY)- 11:0-3-10 0.3-0] f7'0-2-8 0-2-71 111:0-3-10 0-3-0I LOADING(psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 125 CSI. ' TC • 0.79 DEFL Vert(LL) in (loc) 0.24 15 I/deft >999 Ud 240 PLATES MT20 GRIP 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.44 17-18 >999 180 BCLL 0.0 BCDL 10.0 Rep Stress Inv YES Code FBC2017frP12014 WB 0.26 Matrix-S Horz(CT) 0.19 11 We We Weight 230 Ib FT = 10 k LUMBER - TOP CHORD 2x4 SP No.2'ExcepC T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 34-4, Right 2x6 SP No.2 3-8A � REACTIONS. (size) 18-0 (min, 01.13),11=0-M (min. 0-1-13) Max Horz 1=-118(LC 9) Max Upliftl=480(LC 8). 11=-180(LC 9) Max Grav1=1529(LC 1), 11=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. WEBS 1 Row at midpt 3-17, 6-14, 9A4 FORCES. (lb) -. Max. Comp./Max. Ten. - All forces 250 (ID) or less except when shown. TOP CHORD 1.2=3275/966, 2-3=3149/983, 3-0=2591/846, 4-5=2506/869, 5-6=2437/904, 6-7=2279/838, 7-8=2505/867, 8-9=25911844, 9-10=-3149/984, 10.11=32751967 BOT CHORD 1-18=9332950, 17-18=9332950, 16-17=-6122291, iS16=61212291,14-15=-687/2448, 13-14=835/2951, 12-13=8352951, 11-12=83512951 WEBS 3-18=0/314, 3-17=7061420, 5.17>100/462, 5-15=107/396, 6-14=435/137, 7-14=132/627, 9-14=7071422, 9-12=0/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This trilss has been designed for a 10.0 psf bottom chord live load nonwncument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 1 and 480 lb uplift at joint 11. LOAD CASE(S) Standard MAL /� /�� \CENg������ii / PE 7 051 ;E= 1 *2 1 * i �j�Fj/S��NA 11E G \\XN -,452-B Sx7 = 1.5x4 II 5x7 = Dead Load Defl. = 114 in 3x5 = 1.5x4 It 416 = 3x8 = 30 = . 1.5x4 11 3x5 = 3x4 = 4x6 = 1yd Z4240 1 7-014 1460 214I-0 2a60 3411.2 40.80 5&11 6S2 14i-0 4io 6S2 5814 0-1-0 14b Iq 0 Plate Offsets KY)— 11:0-3-10 0-3-0] [4.OS-4 0-2-81 I6.0-54 0-257 19:0-3-10 0-3-0] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.96 Vert(LL) 029 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.79 Vert(CT) -0.5213A5 >957 180 BCLL 0.0 Rep Stress Intl YES WB 0.56 Horz(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MatdxS Weight 223 Ib F7 =10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3.4-13. Right 2x6 SP No.2 3-4-13 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. REACTIONS. (size) 1=041-0 (mint 0-1.13), 9=0-8-0 (min'. 0-1-13) Max Horz1=103(LC 9) Max Upldt1=472(LC 5). 9=472(1-C 4) Max Gravl=1529(1-C 1), 9=1529(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - Atl forces 250 (Ib) or less except when shown. TOP CHORD 1-2>328111030, 2.3=316411045, 3-4=-2724/963, 4-5=2855/1104, 5-6=2855/1104, 6-7=27241963, 741=316411046. 8-9=3281/1030 BOT CHORD 1-16=897I2955, 15-16=8972955,14-15=723/2461, 13-14=7232461, 12-13=71912461, 11-12=7192461, 10-11=8942955, 9-10=8942955 WEBS 3-16=0269, 3-16=-5631351, 4-15-79/443, 4-13=-2261644, 5-13=457/348, 6-13=226/644, 6-11=79/443, 7-11=5631352, 7-10=0269 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=4.2psh BCDL=5.Opsf, h=15f; Cat. II; Fxp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 1 and 472 lb uplift atjoint 9. LOAD CASE(S) Standard PE 7 051 N t9 1452-9 5x5 = 314 = 3,6 = 3x4 = 5x5 = n 8 Dead Load Dee. - 5/16 in 3x5 = 1.50 II 318 = 4,6 = 3x4 = 4x6 = 3x8 =. 1.5x4 II 3x5 = aJ 424/U t 60-14 t1E-0 21-0a 3p50 3511-2 4480 a 4-&1I Sd2 Ba-0 9.6-0 SS2 I&U 0-t p441 t-0a m is Plate Offsets MY)- (1:0-3-10 0.3-0] rY0-1-14 Edae) 111.0-3-10 0-3-01 (11.1.4-3 Edoe] LOADING(psf) SPACING- 2-M CSI. DEFL: in (Ioc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.59 Vert(LL) 0.31 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.56 13-15 >879 180 BCLL 0.0 Rep Stress Ina YES WB 1.00 Horz(CT) 0.15 11 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 218 Ib FT = 10% LUMBER - TOP CHORD 2z4 SP No2 BOT CHORD 2z4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP NO2 2.10-5, Right 2x6 SP No2 2.10-5 REAdTIONS. I (size) 1=04I-0 (min: 0-1-8), 11=0-8-0 (min:0-1-8) Max Horz1=88(LC 10) Max Up[M=497(LC 5), 11=497(LC 4) Max Grav1=1529(LC 1), 11=1529(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc pur ins. BOT CHORD Rigid ceiling directly applied or 7.4-7 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3301/1099, 2-3=324811113, 3-0=2888/1051, 4-5=2638/1010, 5-0=3280/1257, 6-7=3280/1257, 7-8=2638/1010, 8.9=288811051, 9-10=3248/1113, 10-11=330111099 BOTCHORD 1-18=-965/2974, 17-18=965/2974,16-17=111713216, 1516=-1117/3216, 14-15=111513216, 13.14>111513216, 12.13=961/2974, 11-12=-9612974 WEBS 13-17=4031292.4-17=2081782, 517=840/361, 7.13=-840/361, &13=20&782, - i9-13=4031292 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=15fk 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 nonconcument with any other live loads. 5)Provide meclianimi connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 1 and 497 lb uplift at joint 11. LOAD CASE(S) Standard PE7051 S/ONA 11E\\\ 0 5x7 = 5.00 F12 4 1.5.4 It 316 = 314 = +9 6 6 7 5x7 = 8 Dead Load Deft. = 5116 is i MAE= k 0sw-M -010AI., 5x7 = 3x5 = 17 76 15 3x4 — 4a6 = 3x8 = 14 t3 12 314 = 4x6 = 3x4 = 55x7 = 3x5 = LOADING(psf)SPACING- 2-0-0 CSI. DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(L-) 0.38 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.6414-15 >772 180 BCLL 0.0 Rep Stress Ina YES WB 0.77 Hom(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight:2121b FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except* - TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc puriins. T2,T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. BOT CHORD 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 2-3-8 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 11=0-M (min. 0-1-8) Max Horzl=73(1-C 9) Max Upliftl=523(LC 5), 11=523(LC 4) Max Gravl=1529(LC 1), 11=1529(LC 1) FORCES. (lb) -. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=3273/1204, 2-3>321911211, 3-4=-304611137, 4-5=3899/1574, 5-6=-3899/1574, 6-7=3899/1574, 7-8=390011575, 8-9=.3046/1136, 9-10=321911211, 10-11=327311204 BOT CHORD 1-17=1057/2940, 16-17>9372793, 15-16=9372793,14.15=1429/3900, 13-14=9342793, 12-13=9342793, 11-12=1054/2940 WEBS 3-17=176264, 4-17=141368, 4-15=559/1341, 5-15=434/329, 7-14=4741330, 8-14>56011342, SA2=14/368, 9-12=176264 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=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip OOL=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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 1 and 523 lb uplift at joint 11. LOAD CASE(S) Standard 1452-a i I+ 515 = 7x8 i 3x6 — Sx5 = 71 . 7x8 0 5.00 12 5x5 = 3x4 = 5x5 = 3x4 = YLI 3f2,.,S2 5 6 7 e•9 T 14 12 5x70 \\ 1 21 20 19 18 17 16 3x5 = 515 = 5x6 = 3x8 = 5,6 = 5x5 = Dead Load Deft. = 7116 in 500 // m 73 24 ^ ly 1= o 424o LOADING(psf) SPACING- 2-0-0 CsL , DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vart(LL) 0.58 18 >819 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.90 18-19 >522 180 BCLL 0.0 Rep Stress Ina YES WE 0.78 Horz(CT) , 0.15 15 We n/a BCDL 10.0 Code FBC20177fPI2014 Matrix-S Weight 226 Ib FT = 10% LUMBER- BRACING- TOP CHORD 2x4 SP NO2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. T2,T4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 _ JOINTS 1 Brace at Jt(s): 10 WEBS 2x4 SP No.3 REACTIONS. (size) 21=0-8-0 (min. 0.1.13), 15=0$-0 (min. 0-1.13) Max Horz21=81(LC 8) Max Uplift21=626(LC 8). 15=-485(LC 4) ' Max Grav21 =1 554(LC 1), 15=1554(LC 1) FORCES. (lb):. Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4701210, 2-3=-2779/1103, 3-5=3806/1587, 5E=4048/1672, 6-7=-456911841, 17-8=4569/1841, 8-9=402411556, 9.10=3784/1477, 10-12=3784/1477,12-13-2768/946, 13-14=-4891190,3-4=-261/119,11-12=2951140, 9-11=-290/126 BOT CHORD 1-21=2351489, 20-21=316/489, 19-20=1010/2522, 18-19-1597/4048, 17.18=148114024, 16-17=817/2509, 1576=2171512, 14-15=2171512 WEBS 2.21=1397/689, 2-20=-68712036, 3-19=67611700, 6-19=613/364, 6-18=-2191577, 7-18-3771285. 8-18=3157704, 8-17=6371393, 12-17=74111755, 13-16=645/2001, 13.15=14011543 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.OpsF, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 626 lb uplift at joint 21 and 485 lb uplift at joint 15. 6) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard \CENgF.`t'��i PE 7 051 %��`\�40Rl4 %� �� 1452-8 '114I 76--2-00 12-11-14 135� 554 ~ 5+7 59'-04-2-2 1 35-456-1-04 I V2.0 P2-0-0 Dead Load De0. = 318 in 5.00 12 5,7 = 1.5x4 II 3x8 = 4x6 = 1.5x4 11 314 = 5a7 = 3 4 5 6 7 T2 B 9 wam= W'wl pmm 21 20 19 1B 17 3x5 = 5x5 = 1.5z4 11 3x8 M78SH5= 3x8 = 16 75 14 13 3x8 = 3x5 = 515 = 5x6 W8= LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) I/deft Ud 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 BC 0.51 Vert(CT) -0.8318-17 >568 180 M78SH5 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(CT) , 0.12 12 nla n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 432 Ib FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid Ceiling directly applied or 8-2.0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 21=048-0 (min. 0.1-8); 12=0-8-0 (min. 0-1-8) Max Horz21=57(LC 8) Max Uplifl21=1298(LC 5), 12=1298(LC 4) Max Gmv21=2852(LC 1), 12=2852(LC 1) FORCES. (Ib) -. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=7641353, 2-3=-5434/2601, 3.22=7744/3791, 22-23-7743/3791, 4-23-774313791, 4-24-7743/3791, 24-25=-774313791, 25-26>7743/3791, 5-26=774313791, 5-27= 909714437, 6-27=9097/4437, 6-28=9097/4437, 7-28-9097/4437, 7-29=-9097/4437, 29-30-9097/4437, 3031=9097/4437, 8-31=9097/4437, 8-32=7754/3797, 32-33=-775513797, 9-33-775513797. 9-10-5432/2600, 10.11=767/359 BOT CHORD 1.21=-3681166, 2D-21=-0261766, 20-34=2311/4943, 3435=2311/4943, 19-35=-2311/4943, 19-36=-433519118, 18-36=433519118, 18-37=-0335)9118, 37-38=4335/9118, 17-38=433519118, 17.39=-433519118, 394D=4335/9118, 4041=43355118, 16-41=4335/9118, 1642=368217754, 4243=3682f7754, 1543=368217754, 1544=368217754,1444-368217754, 1445=2307/4941, 4546=2307/4941, 1346=2307/4941, 12-13=3741170, 11-12=-3741/70 WEBS 2-21=-256911274, 2-20=1990/4224, 3-1 9=1 57813274, 4-19=5721500, 5-19=16151767, 5-17=0/430, 7-16= 553/491,8-16-745/1578, 8-14=-1388/886, 9-14-15B713289, 10-13=1987/4219, 10-12=-256711273 NOTES- 1) 2-ply truss to, be connected together with IOd (0.131'x3').nails as follows: Top chords connected as follows: 2x4 -1 row at 0-0-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 dc. Webs connected as follows: 2x4 -1 row at 0-7.0 oc, Except member 20-2 2x4 -1 row at 0-9-0 oc, member 20-3 2x4 -1 row at 0-9-0 oc, member 19-3 2x4 -1 raw at 0-9-0 oc, member 4-19 2x4 -1 row st 0-9-0 oc, member 19-5 2x4 -1 row at 0-9-0 oc, member 5-17 2x4 - i�qu1t�� at 0-94 oc, member 165 2x4 -1 row at 0-9-0 oc, member 7-16 2x4 -1 row at 0-94 oc, member 16-8 2x4 -1 row at 0.9-0 oc, me, 1i 2x4 -1 row at 0-9-0 oc, member 14-9 2x4 -1 row at 0-9-0 oc, member 13-9 2x4-1 row a1(3-9-0 or, member 13-10 2x4 -1 row E 2) All loads are considered equally applied to all plies, except 8 noted as front (F) or back (B) face in the LOAD CASE(S) seclion\ly 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=4.2psf, BCDL=S.OpsF, h=15ft; Cat. 11; Exp C; E d...Mpi-0118; PE 7 0559 ; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 1 5) Provide adequate drainage to prevent water ponding. &Mjal@&W5'0 plates unless otherwise indicated. I 2 NOTES- 7) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 1298 lb uplift at joint 21 and 1298lb uplift at joint 12. 9) Hanger(s).or other connection device(s) shall be provided sufficient to support concentrated load(s)176 lb down and 238lb up at 7-6-0, 94 lb down and 139 lb up at 9-0-12, 94 lb down and 139 lb up at 11-&12, 94 Ib dawn and 139 lb up at 13-6-12, 94 lb down and 139 lb up at 15-6-12, 94 lb down and 139 lb up at 17-&12, 94 lb down and 139 lb up at 19-6-12, 94lb down and 139 Ib up at 214)-0, 94 lb down and 139 lb up at 22-5-4, 94 lb down and 139 lb up at 24-5-4, 94 lb down and.139 lb up at 26-54, 94 lb down and 139 lb up at 28-5-4, �94 lb dawn and 139 lb up at 30-5-4, and 94 lb dawn and 139 lb up at 32-5-4, and 176 lb down and 238 lb up at 34-6-0 on top chord, and 252 lb down and 123 lb up at 7$-0, 70 Ib down at 9812, 70 Ib down at 11-&12, 70 Ib down at 13-&12, 70 Ib down at 15.&12, 701b down at 17-6-12, 70lb down at 19512, 70Ib dawn at 21-M, 70 Ib down at 22-5-4, 70 Ib down at 24-5-4, 70Ib down at 26-54, 70 Ib down at 2854, 701b down at 30-54, and 70 Ib down at 32-5-4, and 252Ib down and 123 Ib up al 345-4 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 (of) Vert 1-3=54, 3-9-64, 9-11=54, 1-11-20 Concentrated Loads (lb) Vert 3=129(B) 6=94(B) 9>129(11) 20=252(B)13=252(B) 22=94(B) 23=94(B) 24=94(B) 25=94(B) 26=94(B) 27=-94(B) 28=-94(B) 29=94(B) 30=94(B) 31=94(B) 32=94(B) 33=94(B) 34=47(B) 35=47(B) 36=-47(B) 37=47(B) 38=47(B) 39=-47(B) 40=47(B) 41=47(B) 42=47(8) 43=-47(B) 44=-47(B) 45=-47(B) 46= 47(B) MF',`/1 PE 051 i {� ! *El 0 14b2-B IBt (COMMON I— 6-2.7 10-&0 15-1-7 204-0 62-7 45-9 4-5-7 5-2-9 Dead Load Deft. = 118 in 44 = 1-0-0 7-11-13 134-2 20-4-0 1N1 611.13 54-5 fs11-14 Plate Offsets KY)— 11:0-M 1.3-2] I1:D-1-14,0-0-21.15•D-2-0 Lt1-0] 15:0-1-2 0-2-121 16:0-0-0 0-2-121 - - LOADING(Psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.68 Vert(LL) -0.12 7-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -026 1-9 >920 180 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(CT) 0.03 6 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight 90 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 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. 0-1.8), 1=0-8-0 (min. 0-1-8) Max Harz 1=98(LC 8) Max Uplifl6=-248(LC 9), 1=256(LC 8) Max Gmv6=732(LC 1),1=732(LC 1) FORCES. (lb) -. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1365/480, 2-3=1191/435, 34=1034/379, 4-5=1183/414, 5-6--623/267 BOT CHORD 1.9=-470/1209, 8-9=214/812, 7-6=214I812, 6-7=320/1022 WEBS 2-9=288/271, 3-9=.189/464, 3-7=112264 Structural wood sheathing directly applied or 4.3-12 oc pudins, except end ver8cals. 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) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf,bohom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 248.lb uplift at joint 6 and 256 to uplift at joint 1. LOAD CASE(S) Standard il-'•'.B Dead Load Defl. = 1/6 in &4= 1-0-0 7-N-13 134-3 2OA-0 21d-0 1-(4.rt 61t-13 54-6 611-13 �d Plate Offsets (X Y7— IYO-T-14 0.1Y21 11:0-0-01-3-2] (5.0-1-14 0-0-21 15:0-M 1.3-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.12 1.8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.26 1- >956 180 - BCLL 0.0 Rep Stress Ina YES WB 0.17 Hom(CT) 0.04 5 nla We BCDL 10.0 Code FBC20171TP12014 Matrix- Weight: 95 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No2, Right: 2x6 SP No.2, REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 5=0-8-0 (min. 0-1-8) Max Horz 1=-81(LC 11) Max Uplilt1=264(1_C 8), 5=264(LC 9) Max Gmvl=765(LC 1), 5=765(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1440I500, 2-3=1265/455, 3-4=-1265/455, 4-5=1440I500 BOT CHORD 1-8=47111279, 7-8=216/893, 6-7=216/893, 5-0=390/1279 WEBS '3-6=`IM443,4-6=-2921273, 3-8=184I443, 2-8=292273 BRACING - TOP CHORD Structural wood sheathing directly applied or4.3-1 oc puriins. BOT CHORD Rigid ceiling directly applied or B-6-11 cc bracing. -NOTES-'- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Cpsf; h=151t; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 264 lb uplift at joint 1 and 264 lb uplift at joint 5. LOAD CASE(S) Standard C J� PE 7 051 \k 1452-8 83G 44 = 4x4 = tx4 II Dead Load Den. =1/16 in 1-0O A 300 &1-15 i k 2a 2 Itf-0 -0a 14M St-15 5&3 St-t5 14Y0 1-0-0 Plate Offsets (X,Y)— [1.0-0-01-3-21 11'0-1-14 0421 120.2-12 Edge1 19'0.2-0 0-2-41 MEO-2.12 Edgel 116.0-1-14 0-0-21 116:0-0-0 1-3-21 LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) Ildell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.65 VBrt(LL) 0.13 18-20 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL' 125 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 nla n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 136 lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP No2 TOP CHORD Structural wood sheathing directly applied or4-9-11 oc puriins. BOT CHORD 2z4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-2 oc bracing. WEBS 2z4 SP No.3 JOINTS 1 Brace at Jt(s): 5, 12, 8 OTHERS 2z4 SP No.3 WEDGE Left: 2x6 SP No2, Right: 2x6 SP N0.2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 16=048-0 (min. 0-1-8) Max Horc1=81(LC 8) Max Uplift1=385(LC 8), 16=385(LC 9) Max Gmv1=652(LC 1), 16=652(LC 1) ' FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=1474I860, 2.22=1442/849, 2-3=665/626, 3-5L-6651626, 5-7=774/584, 7-8=-774/584, 8-10=-774/584,10-12=7741584,12-14=-662/631,14-15=662/631, 15-23=1440/848, 16-23=-1471/859, 2-29=788/315, 29-30=736/317, 4-30=727/316, 4-31=731/336, 6-31=7061337. 6-32=713/359, 9-32=-675/358, 9-33=-677/363, 11-33=714/365, 11-34=706/343, 1334=731/342, 13-35=726/322, 35-36=7361323, 15-36=7871321 BOT CHORD 1-21=-84411341, 21.24=783/1427, 24-25=78311427, 20-25=78311427, 19-20=-78311427, _ 19.26=78311427, 18-26=783/1427,18-27=718/1443, 27-28=718/1443, 17-28=718/1443,16-17=-763/1338 ' WEBS 518=3251181, 8-9=144/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f*. Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the buss 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 ANSI/TPI 1. 4) provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-M oc. 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 of withstanding 385 lb uplift at joint 1 and 385 lb uplift at k rl \\\ 8) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. N\ \P ��_ / 9) Hanger(s) or other connection devicesufficient s) shall be provided sucient to support concentrated load(s)130 lb up at 3-M, 26 lb u R9-)2 �CEN,9 26 lb up at 6.0.12, 26 Ib up at 8-0-12, 26 to up at 10-0-12, 26 lb up at 11-3-4, 26 lb up at 13-3-4, 261b up at 15-3.4, and 26�i%l, V 17-3A, and 130 lb up at 18-4-0 on top chord, and 791b up at 3-". 0 lb down and 5 lb up at 4-0-12, 0 lb down and 5 lb up-k' 6-0. 0 down and 51h up at 8-0-12, 0 lb down and 5lb up at 10-0-12. O lb down and S lb up at 11-3A, O lb down and 511 up 1&3-0, O do 1 E 7 051 ; and 5lb up at 15-3-4, and 0 lb down and 5 lb up at 17.3-4, and 79 lb up at 18-4-0 on bottom chord. The design/sel _s I [ connection device(s) is the responsibility of others. ajMM 6RVd;74SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). q \ dy :452-B LOAD,CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert 1-2=54, 15-16=54, 1-16=-20, 2-9=54, 9-15=54 Concentratedi-oads (lb) Vert: 21=62(B)17=62(B)22=50(B)23=50(B) 1452- 1_ 5-7-14 I 9-0-0 I _ 17-0-0 5-7-14 3a-2 8-0-0 04 = 3 Dead Load Deft. = 3116 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.17 1.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.35 1-7 >558 180 BCLL 0.0 Rey Stress Ina YES WB 0.16 Horz(CT) 0.02 5 We n/a BCDL 10.0 Code FBC2017rFP12014 Matrix-S Weight 67 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or4-3-12 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3'ExcepC BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. W3: 2x6 SP No.2 WEDGE Left: �x6 SP No:2 REACTIONS. (sae) 5=0-8-0 (min. 0-1-8), 1=0.8-0 (min. 0-1-8) Max Hom1=86(LC 8) Max Uplifts-206(LC 9), 1=213(LC 8) Max Grav5=608(LC 1). 1=608(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD � 1-2=1054/388, 2.3=814280, 3-4=-8661254, 45--5301246 BOT CHORD 1-7-377/928, 6-7=1711717, 5-6=1711717 WEBS 2-7=303248, 3-7=45/409 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=4.2psh BCDL=5.Opsf; h=151k Cat. II; Exp G End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 5 and 213 lb uplift at joint 1. LOAD CASE(S) Standard 1452-9 57-14 9-0-0 t24-2 18-0-0 _ ~ 57-14 3L2 3-0-2 I 57-14 Dead Lead Dee. = 118 in 4x4 = i 17 3x9 11 3,8 = "' — 3x9 II 1-0-0 1.4-0 9-" i 1641-0 17-0.018-0-0 1 7-8-0 741-0 -_ - - 0-4-0 Plate Offsets (X;Y)— T1:0-1-14,0-0-21,f1:0-0-0,1521 15:0-1-14,0-0-21 f5A-0-0 1.3-21 LOADING(psf) I SPACING- 2-0-0 CSI. DEFL in (loc) I/deg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(L-) -0.13 1-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.27 1-7 >757 180 BCLL 0.0 Rep Stress Ina YES WB 0.20 Horz(CT) 0.03 5 n/a We BCDL 10.0 Code FBC2017/1-PI2014 Matrix- Weight: 78 lb FT=20% LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD 2z4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right 2A SP No.2, REACTIONS. (size) 1=0-B-0 (min. 0-1-8), 5=0-80 (min. 0-1-8) Max Horz 1=-9(LC 11) Max Uplifti-222(LC 8), 5=222(LC 9) Max Gmv1=641(LC 1). 5=641(LC 1) FORCES. (Ib) -. Max. Comp./Max. Ten. - All forces 250 (lb) or tens except when shown. TOP CHORD 1.2=N 54/412, 2-3=897/285, 3-0=8971285, 4.5=1154/412 BOT CHORD 1-7=3a3/1020, 6-7=-31511020, 5-6=-31511020 WEBS 3-7=136/528, 4-7=-296/272, 2-7=296/271 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10.11 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-4-12 oc bracing. NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 1 and 222 lb uplift at joint 5. LOAD CASE(S) Standard 14U-a GABLE I 3 4x4 = Dead Lead Dee. = 1/16 in 3x9 II 4x4 = 1x4 II 4xa = 44 = 3x9 II LOADING(psf) TCLL 20.0 TCDL 7.0 SCLL 0.0 BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TO 0.51 Lumber DOL 1.25 BC 0.62 Rqp Stress Inor NO WS 0.74 Code FBC2017/IPI2014 MatrixS DEFL. in Vert(LL) 0.16 Vert(CT) -0.22 Hou(CT) 0.05 (loc) I/deb Ud 8 >999 240 8 >925 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight110lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc puriins. Except: BOT CHORD 2x4 SP No.2 5-3-0 oc bracing: 2-3, 3-0 , WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7.9 oc bacing. OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 3 WEDGE Left: 2x6 SP No.2, Right 2x6 SP No.2' REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 5=0-8-0 (min. 0-1-8) Max Hor41=23(LC 10) ' Max Upli81=323(LC 5), 5=323(LC 4) Max Grev1=529(LC 1), 5=529(LC 1) FORCES. (lb) -. Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1101007, 2-19>1009/674, 19-20=1009/674, 20-21=1009/674, 3-21=1009/674, 3-22=-1009/674,22-23=-1009/674,23-24=1009/674,4-24=1009/674,4.5=11017707 . BOT CHORD 1-9=616/978, 9-25=1085QO34, 25-26=108512034, 26-27=1085/2034, 8-27=1085f2034, 7-8=-10852034, 7-28=10852034, 28-29=10a!i=34, 6-29=10852034, 5-6=-615/978 WEBS 2-9=104/305, 3-9>1093/470, 3-6=1093/470, 4$=104/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vun=160mph (3-second gust) Vosd=124mph; TCDL�.2psf; BCDL-5.Opsf; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-0-0 M. 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncument with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at joint 1 and 323 It, uplift at joint 5. 8) Graphical purtin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 lb up at 343-0, 26 Ib up at 4-0-12, 26 to up at 6-0-12, 26 lb up at 8-0-12, 26 lb up at 9-11-4,-26lb up at 11.11.4, and 26 lb up at 13-114, and 130 lb up at 16-0-0 on top chord, and 79 It, up at 3-0-0, 0 lb down and 5 lb up at 4-012, 0 lb down and 5lb up at 640-12, 0 lb down and 5 lb up at 8-0-12, O lb down and 5 Ib up at 9-11-4, 01h down and 5 Ib up at 11-114, and 0 Ib down and 5lb up at 13-11-0, and 79 Ib up at 15-0-0 on bottom rho! j I I I I I - The desigNselection of such connection deAm(s) is the responsibility of others. v�`i �. 8 ,��� 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (8). �� N t ,EN /ice LOAD CASE(S) Standard \� �Q-� �\GENgF�`t� 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 7 i Uniform Loads (plf) 7 PE 7 051 1 '_ Vert: 1-2=54, 2-4=54, 4-5=54, 1.5=20 . 1 Continued on page 2 t TA 1452-B LOAD CASE(S) Standard Concentrated Loads (lb) Vert 2=50(F) 4=50(F) 9=62(F) 6=62(F) �\O�;�PJME (t PE 7 059 �t t ♦ TA �i��♦��<ORID : � �� 1-0d 4-1-7 -0 4 2-9-3 Plate Offsets MY)— [2.0-0-8 0-1-127 15.0-1-10 1.8-6] (5:0-" 0-1-12] LOADING(psf) SPACING- 24)0 CS]. DEFL in (loc) IldeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.27 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.01 4-5 >999 180 BCLL. 0.0 Rep Stress Incr NO WB 0.04 Horz(CT) -0.01 3 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 13lb FT=20% LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD 20 SP N0.2 WEBS 2z4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-11-5 (min. 0-1.8) Max Hoa5=61(LC4) ' Max Upli83=-67(LC 17), 4=72(LC 17), 5=125(LC 20) Max Gmv4=1(LC 20), 5=193(LC 1) FORCES. (Ib) -. Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-1-7 oc pudins. BOT CHORD Rigid calling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsF; h=15$ 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 cepable-of withstanding 67 Ib uplift at joint 3, 72 to uplift at joint 4 and 125 lb uplift at joint 5. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 25 lb down and 103 lb up at 2-11-0, and 25 lb down and 103 lb up at 2-11-0 on top chord, and 681b up at 2-11-0, and 68 lb up at 2-11-0 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=54, 1.4=20 Concentrated Loads (lb) Vert: 6=69(F=34, B=34) 7=88(F=44, B=44) I� PE 7 051 *2 : NA i 1c52-6 1 1-9-14 6-0-7 10.5-12 L_d�e a.6e 4-1-5 1-0-4 1-9.14 6+ 7 IU-. 11 ILL lL F 1-4-4 �ast1' 4-6.9 I 4.1-5 1 Plate Offsets (X Y)- r2:0-0-8,0-1-121I2:0-1a 1-7-14t r8:0-0-0,0-1-121 LOADING( pst) SPACING 2-0-0 CS]. DEFL in (loc) Uden Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.04 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.43 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.16 Hoa(CT) -0.03 4 We Na BCDL 10.0 Code FBC2017rrP12014 MatrixS Weight 41 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanicel, 8=a11.5 (min. 0.1-8) Max Hwz8=153(LC 4) Max Uphft4=-94(LC 4), 5-104(LC 4), 8=186(LC 4) Max Grav4=1 YI (LC 1), 5=234(LC 1), 8= 481(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shovm. TOP CHORD 1-2=3811115, 2-9=-4431159, 3-9=3941169 BOT CHORD 1-8=108f383, 8-11=249/383, 7-11=2491383, 7-12=.249/383, 6-12=249/383 WEBS 2.8=303/190, 3-6=A31/281 NOTES- 1) Wind: ASCE i7-10; Vult=160mph (3-second gust) Vast=124mph; TCDL=4.2psf; BCDL=5.0psh h=15R, 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 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 94 to uplift at joint 4, 104 lb uplift at joint 5 and 1861b 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 to down and 389b up at 5-0-7, and 51 lb down and 93 lb up at 7-10 6, and 51 It, down and 93 lb up at 7-10-6 on top chord, and 4 lb up at 5-0-7, 4lb up at 5-0-7, and 21 lb down at 7-10S, and 21 lb down at 7-10-6 on bottom chord. The design/selection of such connection clevice(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 (plt) Verp'1-0=-54, 1-5-20 Concentrated Loads (Ib) Vert:'10=-39(F=19, B=19) 12=-24(F=12. B=-12) 1452-B LOADING(psf) SPACING- 2-0-0 CSI. 'DEFL in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 1 n!r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 1 nlr 120 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 nla nla BCDL 10.01 Code. FBC2017/rP12014 Matrix-P Weight 5lb FT=10% LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD 2z4 SP No.2 REACTIONS. (size) 2=Mechaniml, 3=0-&0 (min. 0-1-8) Max Hom2=124(LC 1), 3=124(LC 1) Max Uplih2=54(LC 8) Max Grav2=95(LC 1); 3=29(LC 3) FORCES. (Ib) -. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- TOP CHORD Structure: wood sheathing directly applied or 1-6-0 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=4.2psf; BCDL=5.Opsf; h=15ft; Col. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 54 lb uplift at joint 2. 5) Non Standard bearing condition. Review required. LOAD CASE(S) Standard 1452-B t-0-0 l 14-0 0-0 2-M t-0-0 I t-0-0 Plate Offsets (X Y)— [2:0-D-12 0-1.12] [2:0.1-1 t 1-2-8] 15:0-0-0 0-1.121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ltd PLATES GRIP TCLL 20.0� Plate Grip DOL 125 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 RGp Stress Ina YES WB 0.02 Horz(CT) -0.00 3 nla nta BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight: 7lb FT=10% LUMBER - TOP CHORD 2z4 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=43(LC 8) Max Uplif 3=-34(LC 1), 4=-43(LC 1), 5=66(LC 8) Max Gmv4=5(LC 8), 5=223(LC 1) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (to) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-M oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0pzf; h=15ft; Cat. II; Fxp C; Encf., 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) Refdr,to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34lb uplift at joint 3, 43 lb uplift atjoint 4 and 66 lb uplift at joint 5. LOAD CASE(S) Standard f PE 051 �\1 1 TA ii0o�. <ORID �NG?�N Q 1452-B 1-0 0k 3-0-0 1 4-0 2-2-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 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' RGp Stress Ina YES WB 0.03 Horz(CT) -0.00 3 n/a Na ' BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 121b FT=10k LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.&0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 (min. 0-1-8) Max Hom5=72(LC 8) Max Uplift3=-48(LC 8), 5=62(1_C 8) Max Gmv3=38(LC 1), 4=28(LC 3), 5=208(LC 1) FORCES. (lb) -: Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cal. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconartent with any other live loads. 3) Refer -to gxder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 3 and 62lb uplift at joint 5. LOAD CASE(S) Standard \IN\PN ME 8 i PE 7 051 TN 1452-B 7-" 1-4-0 Plate Offsets KY} 12:0-0-12,0-1-121,15:0-1-8 1-2-01, f5:0-0-0.0-1-121 LOADING lost) SPACING- 240-0 CSI. DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Ina YES WS 0.03 Horz(CT) -0.00 3 n!a Na BCDL 10.0 Code FBC2017/rPI2014 Matrix-P Weight 10 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP N0.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=G-M (min. 0-1-8) • Max Horz5=62(LC 8) Max UpIM3--35(LC 8), 4=2(LC 1). 5=59(LC 8) Max Gmv3=21(LC 1), 4=14(LC 3), 5=199(LC 1) FORCES. (Ib) -. Max. Comp./Max. Ten. - All 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-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 35 lb uplift at joint 3, 2 lb uplift at joint 4 and 59 lb uplift at joint 5. LOAD CASE(S) Standard J3A 2X2 2.fi0 LOADING(psf). SPACING- 2-M CSI. DEFL in (loc) Vde6 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 34 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.05 Vert(CT) -0.00 34 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 We nla . BCDL 10.0 Code FBC2017rrP12014 Matrix-R Weight 9 Ib FT = 10% LUMBER- BRACING - TOP CHORD=2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP N0.2 BOT CHORD REACTIONS. (size) 2=Mechanical, 4-0-8-0 (min. 0-1-8), 3=Mechanical Max Horz4=45(LC 8) • Max Upiift2=52(LC 8), 4>14(1-C 8), 3=3(1-C 8) Max Grav2=55(LC 1), 4=82(LC 1), 3=41(LC 3) FORCES. (Ib) - Max. Comp./Mm Ten. - All forces 250 (lb) or less except when. shown Structural wood sheathing directly applied or 2-" 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=4.2pst; BCDL=5.Opst,, h=15$ 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 noncancurrent 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 52lb uplift at joint 2, 14 lb uplift at joint and 3 It, uplift at joint 3. LOAD CASE(S) Standard 1 1452-B 1d-0 40-0 1-d-0 2S0 t-0-0 1-0-0 3-M Plate Offsets MY}- (2:0k12,0-1-123 (5:0-1-8,1-2-01 f5:0-0-0 04-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 45 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) -0.00 3 nla Na BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 131b FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2z4 SP No.2 WEBS 2z4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechaniml, 5=0-8r0 (min. 0-1-8) • Max Horz5=83(LC 8) ' Max Upltff3=-59(LC 8), 5=-66(LC 8) Max Grav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) FORCES. (Ib) -: Max. CompJMm Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Cpsf, h=15ft; Cat II; Exp C; End., GCpi=0.18;' MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live lead 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 at joint 3 and 66 lb uplift at joint 5. LOAD CASE(S) Standard PE 7g051 i 1* � rA �iO� �`�4ORID : �� ob 1h0 I 5�6-0 r 1� 0 4-2-0 Plate Offsets(XY)- 12:0-0-120-1-12115:0-1.81-2-01 [5:0-0-0.0-1-12] LOADING(psf) SPACING- 240-0 CSL DEFL in (loc) 0defl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4.5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 45 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(CT) -0.01 3 nla n/a BCDL 10.01 Code FBC2017/rP12014 Matrix-P Weight: 18 lb FT=10% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 - TOP CHORD BOT CHORD 2z4 SP N0.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechaniwl, 4=Mechanical, 5--0-8-0 (min. 0-1-8) Max Horz5=113(LC 8)• . Max UpliO3=-93(LC 8), 5=80(LC 8) Max Grav3=96(1-C 1), 4=71(LC 3), 5=267(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 5-641 oc pudins. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opaf; h=1511; Cat II; Exp C; End.. GCpi=9.18; 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 nonooncurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 93 lb uplift at joint 3 and 80 lb uplift at joint 5. -. LOAD CASE(S) Standard 7n� v nl id52-B TRUSS Plate Offsets (x Y)- [2:0-0-12.a1-12], (5:0-1-8.1-2-01, r5:ga0 o-t-121 LOADING(psf) SPACING- 2-M CS]. DEFL in (loc) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.17 Vert(CT) -0.03 4.5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(CT) -0.02 3 n1a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight: 18 lb FT=10% LUMBER - TOP CHORD 234 SP No.2 BOT CHORD 2X4 SP Not WEBS 2z4 SP N0.3 REACTIONS. (size) 3=Mechanical, 4=10echanical, 5=0-8-0 (min. 0-1-8) Max Horz5=117(LC 8)' Max Upl'dt3=-97(LC 8), 5=81(LC 8) Max Gmv3=100(LC 1), 4=75(LC 3). 5=272(LC 1) FORCES. (Ib) -.Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . NOTES- 1) Wind: ASCE 7-10; Vuh=l6Omph (3-second gust) Vesd=124mph; TCDL=4.2pst, BCDL=5.Opsf; h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 97 lb uplift at joint 3 and 81 Ib uplift at joint 5. LOAD CASE(S) Standard PE 051 tS * Oi OY-f ��//SS�ONA e, \��\ n L, Job, . I 1" 7.6-0 M. 6-2-0 .. Eal Dead Load Deb. = 1/16 in Plate Offsets (X,Y)— (z0-0-1z 0-1-12). 15:0-1-81.2-0) (5:0-0-0.0.1-121 LOADING(psf), SPACING- 243-0 CSI. DEFL in (loc) I/defl Lfd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-6 >978 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 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 We n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight: 24 lb FT =10 h LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD 2k4 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4-Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=155(LC 8), , Max Uplift3=-136(LC 8), 5=101(LC 8) Max Gmv3=148(LC 1), 4=110(LC 3), 5=335(LC 1) FORCES. (lb) -: Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS :2-5=295272 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.. BOT CHORD Rigid ceiling directly applied or 10k0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15tt; Cat. II; Exp C; Encl., GCpi--0.16; 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 noncencurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 3 and 101 lb uplift at joint 5. LOAD CASE(S) Standard CC/ PE7051 I —W-1 ; �� ��LORiD : ���� �j///ASS/ONA ),ENC.) N� � a •!r J 1452-B 2x4 4 2-0-0 2-0-0 c nn1`43— LOADING(psf) SPACING- 2;% CSI. DEFL in (loc) I/de0 Ud TCLL 20A Plate Grip DOL 125 TC 0.D4 Veit(LL) We - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) nla - We 999 BCLL 0.0 Rep Stress Inc' YES WB 0.00 Hou(CT) -0.00 2 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=2-0-0 (min. 0-1-8), 2=24)-0 (min. 0-1-8), 3=2-m (min. 0-1-8) Max Hom 1=26(LC 8) Max Upliftl=-14(LC 8), 2=31(LC 8) Max Gmvl=47(LC 1), ?=34(LC 1), 3=25(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight 5lb FT =10% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42pst; BCDL=5.Opsf; h=151; Cat. II; Exp C; End., GCpi=0.18; M WFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Bearing at jolnt(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 1 and 31 lb uplift at joint 2. LOAD CASE(S) Standard Mat a � PE 7§051 N�� <524 - r a 4-" 440 2x4 9 1.50 11 2 3 LOADING(Psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) We - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - Na 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 We Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 13lb FT=10% LUMBER- BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-041 oc bracing. REACTIONS. (size) 1=4-0-0 (min. 0-1.8), 3=4-0-0 (min. 0-1-8) Max Horz 1=64(LC 8) Max Uplift1=35(LC 8), 3=-62(LC 8) Max Grav1=116(LC 1). 3=116(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown NOTES- 1) %Vmd: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL= 4.2psi, BCDL=5.0pst h=15ft; Cat. I I; 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 psi bottom chord live load nonconcumant with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint 1 and 62lb uplift atjomt 3. LOAD CASES)°Standard ew-g - ~ 60-0 1 �-0 1.5x4 II 2 3 2x4 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.56 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) 0.00 We nfa BCDL 10.0 Code FBC2017frPI2014 Matrix-P Weight: 20 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2z4 SP No.3 REACTIONS. (size) 1=60-0 (min. 0-1-8), 3=6b0 (min. 0-1-8) Max Horst=105(LC 8) Max Upli l-57(LC 8), 3=101(LC 8) • Max Grav1=190(LC 1), 3=190(LC 1) FORCES. (lb) -;Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING- ' TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.OpsF h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift atjoint 1 and 101 lb uplift at joint 3 LOAD CASE(S),Standard 0�' \,\CEfdSF•� ���i PE7 051 I * 1 do 1 ORIO �\N��