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Home My WebLink AboutTRUSS PAPERWORKi SOUTHERN TRUSS COMPANIES, INC. SOUTHERN RANDY@SOUTHERNTRUSS.COM TRUSS 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 COMPANIES I (800) 232-0509 / (772) 464-4160 / (772) 318-0016 Fax: Project Name and Address: Oakland Lake Occupancy: X Single -Family 1 Lot Block: County: Saint Lucie Multi -Family Truss Com any: Southern Truss Companies, Inc. ANNED Commercial Truss Engineering Program: Mitek Engineering S� Plates By: Mitek Plates St. Lucie County Contractor / Builder: Ryan Homes f FILE COPY Model: 1833 Elevation: B Options: Lanai 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 To chord dead load: p P.S.F. Top chord dead load: ___ P.S.F. Engineer. Brian M. Bleakly RECET ottom chord live load: * P.S.F. Bottom chord live load: -- P.S.F. ay Botto Address: 25901 Kings 1L951 chord dead load: 10 P.S.F. Bottom chord dead load: --- P.S.F. Fort Pierce, FL. 3 MAY 13 Duration factor: 1.25 Duration factor: --- G019 Mean height: 15' . Lucie County, permitting Exposure: C 10.0 P.S.F. bottom chord live load nonconcurrent 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. I Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 Al 21 C3G 41 61 81 96 2 A10 22 C16 42 62 82 97 3 A11G 23 CT8 43 63 83 98 4 A2 24 DIE 44 64 84 99 5 A3 25 D2 45 65 85 100 6 A3A 26 J2 46 66 86 1 101 7 1 A4 27 J4 47 67 1 87 102 8 A4A 28 J6 48 68 1 88 103 9 A5 29 J8 49 69 89 104 10 A5A 30 V12 50 70 90 105 11 A6 31 V16 51 71 91 106 12 A6A 32 V19 52 72 92 107 13 A7 33 V3 53 73 93 1 108 14 1 A7A 34 V4 54 74 94 109 15 1 A8 35 V5 55 75 1 95 1 1110 16 A9G 36 V7 56 76 17 BIG 37 V8 57 77 1, 18 B2E 38 V9 58 78 19 C1 39 59 C2 79 20 40 60 80 As witness by my seal, I hearby certify that the above information is true and correct to the best of my knowledge and belief. Name: Brian k. Bleakly Lie. #76051 a > ` TYPICAL DETAIL @ CCR.NER. - HIP NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 132.5# per Nail (D.O.LFactor=1.00) ®uP To zss# a 2-16d NAILS REM). nds toe nails only have 0.83 of UP TO 394 = 3-16d NAILS REQ'D. lateral Resistance Value. . < < 12 S(X) a0A S(A) use 2-16d toe nail MP GIRDER H7 Typical jack 45'—C—��--- attachment TYPICAL CORNER LAYOUT CORNER JACK GIRDER u Typical Hip —jack' 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 ——-— -—— 2-16d nails --—-- J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC —— —— — —— 2-16dnails -—--- HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — '. MIMMUM GRADE OF LUMBER LOADING (PSF) SfR. 01CR: aNL /2 ��017 T.M. 2:4 SYP L D B.C. 2z4 SYP 2 701, 20 WEBS 2a4 SYP No3 BOTIOM 00 10 SPACING 24' O.C. SOUTHERN TRUSS C O M PAN I E S Fort Pierce Division 2590 N. Kings Highwo , FL 3495 (800)2 2-0Fort1509e (772)464-4160 WdP;//—X-jthwnb _,.tea Faz:(772)318-0016 Bribn M. Bleakly Struct Eng #75051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-454-4160 TYPICAL DETAIL C CORNER - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.d.LFactor--1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 1OVER HIP GIRDER CORNER JACK GIRDER 1-0 40 -10 ALLOWABLE REACTION PER JOINT UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS REQ'D. use 2-16d toe nail TC & BC. Typical jack 45' attachment TYPICAL CORNER LAYOUT Typical Hip -jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — JS TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC ---—- -- 2-16d nails —- —- TC — — — — — — — 3-16d nails — — — — BC — — — — --— 2-16dnaiIs —-—— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — 3-16d nails BC — — — — — — — 2-16d nails — — — — SOUTHERN MINIMUM GRADE OF LUMBER _LOADING (pgF) SiR. INCIL• 25% T.C. 2x4 SYP ¢2 L p �ap17 B.C. - 20 SYP 2 TOP 20 WEER 2t4 VP No.3 Banat 00 10 SPACING 2e O.G TRUSS Fort Pierce Division 2590 N. Kings Highway COMPANIES (6DD)F2°32-0509 ( 2) 464—j4160 ht+a//— tram Fox:(772)318-0016 Brion M. Bleakly Struct Eng #76D51 2590 N. Kngs Highway, Ft Pierce, FL 34951 772-464-4160 Hangers Face Mount Hanger Charts MiTev - &IdV= 'UspSteelRoof StD& No.' - '11eL ela: .. rid •x" - Fast®trSdmdWe'1': DF/SP AOuvd6k lnedsiFe . Header: Add _. IN -H 11 A •Max NaL .- :.. HaD f0096 715% 17'1A JL24 I LB24 20 1-8116 3 1-1/2 111111 isms — 4 ( 10d 2 106x1-12 470 1 54O i SRO 1 320 ` S. R5, F2 4 1 16d 2 10d x 1.12 560 1 640 1 695 1 379 JL241FTZ — 18 i-SA6 3-1/8 1-12 — _ 411Od HDG 2 1 16dx1-12 HDG 1 465! 05 580 28D 31, RI. ( F32 4 l 1Sd HDG 2 IN x1-12 HOG .550 1 615 i 62,52 i 260 2x4 J11524 11824 18 1.9716 3-1/8 1-3141 1 4 ( 10d 2 1 10d 615 775 ; 835 510 SLK24 U24 I 16 1-9/16 3-1/4 2 1-3116 _ 4 10d 2 lodx1-12 500 t 560 i 605 1 38D I 51 4 ( 16d 1 2 1 10dx 1-1/2 -590 ; S65.t 72D i 3BO • j FN26 NU26 I 14 1-4116 &72 2-72 1-118 Mtn d t6d 2 4 10dx1-12 615 051 745: 305 R5. F2 y�5 1 69S) 70 ! 5SO JL7B. II um 20 1,1-9/16� !!!!!! i7 43/4 37-12, 3333e 15116 . — j 6 . 10d 14- tOdz1N -. 710 870 I 650 6 led I d ' 7Ddx1-12=' 1840 960 , 7045 650 " 'JL26�TZ . j .1-. IUC26Z .+ 18 _ I 1-9/16 412 112li i . — _ 16 i' Os 100 HDG '.4' 10d x1-12 F0)G 1 I I SDO 970 I 730_ 31, RI, F82 6 116dF 4 f 10dz112 HDG' 830 S 950 10351 730'• JUS26 i UMS 7B N-9/16 4-13116 1-y4 1 — 4 i 1Dd 4 7Dd - 870 ! 10001 10BO 1 1115 S. Re. F2 ' MI1526 MUS26 .18 1-9116 &In61, 2,1.1 — i 6' .10d 1'61 111d . f 1295114751lsml 865 ) 131, R1, FZ2 2X6 SMI2fi '- f126 is- 1-8116 .5-1/B 2.- �13fI8 — 4 ludxt-12• 1 750 1 840'1 910 1 755. 6 j 16d 1 4 1 IN11-12 I BB0-11000! 10801 755 FIIIS7G HUSS ! 16 1-518 5-7116 - 3 -1 - 2 — 141 led 1 6 1 led 276D' 3140 11 5-1 1925 1 f ! HD26 - HD28 '!HUZB'. HI26 { ( 14 + 14 II i11YI6 111.MG .3-12 5-t/4 2-12 2-12�1-7/e 1-7(8 ANn ea ",I ' 14 8 i a 16d tad 2 !--, 7D0x1-72 141 10dx7-12 815 1695 745 1 365. I i 5, R5, i � . � 1 745 I 1123af139011490 595 :1 JL26 LU25 20 1-S/I6 4-314 142 15116 _ 6 lod 4 ! 10dxl12 1 710.1 8051 870 650 1 1 -1 6 led 4 10dxl-12 I RD.i See I1D4$1. 650 JL25IF-TZ WGM 18 t-9116 4-12 1-= — _ 6 10d HDG 4 1 10111-12HDG , 60 ( SOO ! O 730 I 31. RI. F32 6 led HOG 4 110dx142HDG 830' 950-110351 730 ll Jt28 11r18 20 1-9116 6-318 1-12 15/18 _ 10 tOd 6 tOdxi-12 118011295 12951 ass 5 R5F2 70 t6d 6 1 1Od x 1-12 1400 (1800 1740 855 JL2BIFTZ — 18 11J/i6 6•118 1-12 — _ 8 lOd FmG 4 10dx1-12 HDG 93611065:1160! .730. 31, RI, I F32 8 led HDG 4 1 IN11-12 HDG .11051121511215 '730" JM26 LUS26 18 1-m6 4-13f16 1.34 1 — 4 10d 4 1 10d 870 1 1DDO I1080 1115 S. its. F2 Aws WS28 18 1-SAS 651B 1114 1 6 10d 1 4 1 10d 111101127011375 1115 144 MUM MLGM 18 1.9/16 5-1116 2 1 — 6 1 10d 1 6 1 10d 112&51 1475 16US 1 80 '1 31. R1, US MUS28 MU528 18 1-9,16 7-1/16 2 1 10d 8 .lDd 11710 197D1 2140 1230 1 F32 SUH U26 16 1-9116 5-1/8 2 1-3116 — T 10d 4 1 1Odx1-12 7591840.1910 755 led 1 4 1 10dx1-12 1 88011D00I 10B0 755 SUH28 — 16 1-MGG518 2 1.3116 _ 8 j 1Dd 6 IN! 1-12 A'112011210 am 5 8 1d 6 1Ddx 1-12 1175!133511440 S00 HUS26 H11326 16 1-V8 5-7/16 3 2 1 — 141 led 1 6 1 16d 2760 3140133451 1925 � HUS28 MIS28 16 1-SS7-3116 3 2 — 22 led 8 16d 4170 4345 434_5 2570 F2 RDZB HU28 14 1$116 5-1/4 2-12 1-1/8 8 16d INx1-1/2 6 780 f az 1230 1390 1490 825 H0210 HMO 'I 14 1.9M6 7-3/16 2-12 1-Ila Mao 1D lad 4 6 10dxl-12 1540117351 ISO 780. on t4 21S 2430 2b10 1t70 1) UpiO bads have been baeased 60%farvk d wseiank load; noftllw meow sha0 be pem Med. 2)16d dnkar (0.148 dfa. x 3-1/4' Wng) maybe Used atOB4 althetaWe bad wham 16d mmmms aze spedfled. nds dos not appiyto JU%IMS h16S sbanell hangers. 3) Fff,=, MIS, and M11S hangar: Ws mstbe &hw eta 3r to 45angk twovgh VmW estrus bdothe header to addeveOietable bads 4) NA0S:1Odx 1-12' nails m 0.146' dla. x 1-12' bng, l0d raU are 0.148' ds-x3' lDrC l6d rallsara 0.16r dax3-12e Wng• Newpmduds wupdatal pm W 0a na0m ae designated W blm fart CUrrodal Flntsh Nstainless5ieel CGOldCoat j3RDG NTdpis Zinc 112 Cadinued an next page Hangers Face Mount Hanger Charts 11MiTOW Jamshe 16P SlddrNa ReC No. - ShrJ Gauge .::- . ;:. ..hedulew. rarteneisc DF./W I AOowabk Leads (lbs.) � C-w ' - Code Ref.' - Header,:... -Joist ' W N D A Ma✓ Ma 1 'Nel aw Nag Rdar .Root UpGlt1 160% 715% 725% 160% JUS24.2 I WS24-2 16 3-18 1 3.7/i6 I 2 1 - 4 16d 12 16d I 8D5.1 920 1 965 i 325 E (212x4 S11H24-2 I U24-2 1( 1 16 111 3-18 &1B tt I 2 1-18 _ 6 10d 2 10d .i5O1 100 ( 111 ? 380 380 j 6 16d 2 10d 880 1000110801 HD24-2 1 HL124-2 i 14 3-1/8 342 1 2-12 1-118 - 1 4 1 16d 1 2 10d I 615 1 034 745 1 385 Z4-2 14 3-118 3-7/16 1 2 1 - 1 4 16d 2 16d I 850 1 965 1 10401 495 I j 4-9F I 14 3-1B 3-7/16 2 1 1 - I 4 1 16d 2 16d I R50 1 965-1 1040 495 ---".-JU526--2--'i lllS7Yr2--j-18-i 3-iT8=.�3--1T4-{-2 1-?, - �'4' T 16d.t 4"16d'}7040 111115112201 1355 •1 ` S10i26-2 U26-2 j 16 ' '3-1B 1 btTt61 2 1' 1B; - 10 10d I 4 10d 11250 1405, 15151 755 j 755 . 10 1 166 1 4 I'1Dd-1147011670 1B001 HD24-2 I HU24-2 i 14 ! 3.1/8'1' 3-12'p 2.12i1-1B1. -j 4 1 16d I -2 T10d 1 615 1 695 745 � 385 i 2x6 HUS26-2 I HU82G2 1 14 j 3-118.1 5-114 2 1 . 1 ' I o 1 4 16d 1 4 .E 16d I 1085 1235 130D 1 1155 i HUS26-21F I RUSC26.2 h 14 3.1/8 1 5-1/4- 1 2 1 1-. 1 4 1 16d 1 4' -16d 1 1085 11235 13M 1155 '. HD26-2 Ii HU26-2 I 14 3-iB 5.1/4 t� 2-1211-18� On Max 8 12 '16d r-4 = 1 n 10d 1230 18501 139D 2DR51 t 14901 2735' 780 7770 I 1 H026-20= - HUC26-2 i 14 ; 3-1/8 5.11.4 .i iii 1 2-112 _ ! I NOn Mmr 8 12 16d - - 4 10d 12301 1R5U 139D 120851 1490 27351 i 7R0 1170 I 6 , JUS26-2 Lllsffi-2 1 18 3-1/9 5-1/4 1 2 1 I - 4 16d 4 16d 1640 119511220 13M JUS28.2 L1628-2 18 3-18 7-18 1 2 1 1 - 1 6 16d 4 1 t6d 1325 1510 1645 1355-91 SUH26-2 ' � 1126.2 111111 16 Ij f 3.18 IIII 5-1/16 1 2 1 1-18 _ 10 tOd 4 10d 1250 14D51 1515: 755 1. t0 t6d 4 10d 1470 1670 160D1 755 SUH28-2 - i i6 3-1/8 tE 1 8-1/4 I 2 1-18 _ 12 10d a 10d 1500 1685 1815 '755 i 12 1fid 4 1 10d 17651915t 19151 755 HM26-2 ME26-2 I 14 13-181 5-114 z 1 1 I - 4 16d a 16d tD85 1235 + 13DD 1 1155 HUS26-21F NLLSC26-2 I 14 3-1B 1 5-19 2 1 4 16d 4 16d 1085 1235 13DD 1155 HUS28-2 H11S7&2 ( 14 19-iB 1' 7•iB ( 2 1 j - 6 16d fi 116d 1625 165011995 1 1810 L2)2xR HUM-21F I HUSC28-2 14 3.18 7-18 2 1 - 6 16d 6 16d 1625 111501 1%5 1810 51 HD26-2 HU26.2 14 I 3-1/B .9-1/4 2-12 1-118 Max a 1 12 16d 4 6 100 .1230 .19501 13M1 ZDSW 149 2Z351 --780. 1170 1 1 h2 ND26.2ff NUC2$2 14 3-1/8 5-1/4 2-1/2- PAia a j 18d 4 tin 3230 1&W' 1390 20851 1499 2735 780 ' 1 1179 1 max12 fi HD28-2 HU28-2 t I 14 3-11B 17-18 2-12 1-1B Max 70 14 16d 4 6 tOd ISO 2155. 1735 243012610 1865 790 117D 1 1 HD28-2ff NUC28-2 1 I 14 Illj 3-18 7-1/8 2-1/2- win 10 1� 4 10d2155 1540 17351 2430 18115 261G 790 1170 M 14 6 '.-21628-2 1U528.2-,-: 18 a-1B.{ 7-1/8- '.2 I 1 I_ - .6 -16d' 1 4 16d 1325 1510 1 1645 1355 ' JUS210-2 .j LLIS210-2. 18 3-1/8 1. 9-11B - . 2 '1 - 8 16d 1 6 l: 16d. 1 1W 21051 2290 19M - _ SUH28-2 - . - 1fi . 3-18 6-ik 2 1-18 " _ -12... 10d - 4 And 4500 16R5 1815 755 12 16d -4 "10d 11765 1915 1915 755 M11210-2 Ik1 D:2 16' 3.1B B-9n6 2 1A;% _ 16: 1s 10d: 16d a-'-.10d: fi I' 10d. 20M 2350 2245 2610 2420 2880 -•1135 1735 . HUS28.2 FR1528-2 14 3.1/8, 7-1B ..2 1 : = . 67 16d 1. 6 16d 1 762s 1850 I 1995 1810 RUS26-21F I HMMS-2 14 .3-18 7-18' 2 1-'. -.=. 6 i6d' ' 6 --16d 1625. 1850 1995 -1810 ' (212x10 P028-2 -�� HU2B-2 14 3-1/8 7-11B 2-12 7-48 ,. hTor Max 10 .14 164 ... 4 .10d •:: 1540 2155 1735 243D 1865 12610 7B0 1170 6. " HD29-21F HUC28-2' 14' : 3-1812d2 t 111 '-•- � = M'n 10 •l6d - 4 10d c; •.. 1540 2155 7735 24301 1865 MID 78U . ' 11711 M2n 14 . , 6 . ' HUS210-2 HUS210.2.-1 14 . 3;iB :9-1/8 ,.2.: ': 1.' -- 8 ',16d: '8; 16d' 2170 2465 2660 -2210 HU5210-21F HUSC210.2- ..14 :3-iB.:41B : 2. T' ::-' 8 :16d. 8'' tfid< 2170 2465 26fi0 .2210 :.s_,.. .3.118- .. :.:9 ..,,. 2-12 -. _ r1B' .. -. Min 14' .� 16G ::;: - S. 0. .-1 . " - -^ e10d c �;- ZirsS" 3080 243g 3475,325 2610 117I1 1950.. - HD210-2ff ` . - •HIIC210-2 .14 3-1/8 _ 9 2-12 - A5n -14 ; 16A:.10_ _ - - .-.6 ". {pd :.. 2155 30M 2430 3476 z610 376 1170. 1950: t Ma ' 26 :1g10210-:. RHwzta-r --.14 I. 3.1y 1=_�9.-:: r. 3_• t-72 -.:12' 1453 . '.6 1V53 501s 5500 5598 .2975. 31. R7: F3z 1) UpRR bads have been inaeased GD%fmv/md orsehrnie bads; 07bOter Inuease shag be pennitle0. 2)1ad dnkm (0.148 dia. x 3-1/4' beg) may be used at 0.84 of the fable load where 16d cmnmma are specified. This does m1 appN?o.PA HIS, MUS slantrog hangers. 3) For JUS and HUS hangers Nab must be driven ataWto 45'my ftough UleJafslorhl�iNn the treadermanNere Hatable laadc 3 -r7A 4) WS3 Wood Screm are 1/4' x3' beg and are Inchtled w104 HDg hanger. 5) NAGS 10d rags m D.14B' dfa x3' beg, 16d are 0.162' dia. x3-12' bng. New pmdum or tested p oduct bdomiden are designated in bloetmd. H Corrosion Finish i•Sfairdess Steel OGDId Coat 1:8HDG tit'dple Zinc k D 114 CoOmed on next page Corrosion Finish WStalydess Steel EtGDWCOM rRDG MTdple ZGm F:anprs Face Mount Hanger Charts MiTev . :.. .Joist Sim . - -. USP Stack Na' .. ReLtia Strel Cara e DarmuJons pa) Fishnetsdedide2A!.- .. 13FW . AUmble Leads Pm) e w & , .. Cade . Rd. Header: -. .:talst .., - W. N D ,: : A :. ldiJ Ma-. .. NamQW ..: Na0 Flupr l0 %115% Aoof : 12514 I4pIRtt 160% Wad =4 16 2-M617D-9116) i 2 1- - j 18 170d a !1°dxt-12122i012525 2725i 1135 j 18 1 16d 1 6 11Ddxl-1re 264513000 13010 i 1135 1 Y H0314 ! M11314 j j 14 2-9f161 77.5116 2-12 1-1/8 14ht 16 t6d e I tnz 10di1-12 246s1 3695 14170 2780 2960i 1280 4435: 2045 23 SX16 HU14F ROMM14 14 2A/16111-06 2-12 - i Wm Ma , t6 24 �F1782, lad 1==1odx1-12 1 � 12 1 246512re0E2980i 3695 14170 144351 1280 1 2045 HI1316 i HU316 14 2-9/I6i13-576 I 2-1,2 1-IM . �° Ala ! 18 26 I t6d 8 12 I 10dX1-12 Zo 13125!33S 40D5 14435 14435 156° i 2D45 . HD3161F 11=6 14 2-9n6l 13-S116�2-1/2 - 1 j ACm 118 lad I 8 tz 1 lad x 142 t400 277013125133551 4435 1560 44351 2D45 Max' 26 jj '(2)sx8: .i HD38.2 i .!111 H1138-z t 14 5-118x ( b7f8 P�2 1-1/Bf S Minj Ma -j 10 14 tfid.� 4 i �6- i°d 1`'�t7735j1665j 780 2155.2430 2610 1170 HMS-2 HU38-2 14 5-1/8 I j 61/B 2-12 i 1-1/8 We 10 16d 4 Ind 154011735 18651 780 Ma 14 6 215512430 2(l0 1170 11 (2)3x10 H0310-2 I HMO-2 f 14 15-1/8 1 I 8 2-12 1-118 Min I Max ! 14 26 1� 10 1� 2111 f 2430 1170 30B01 3415 =1 3725 i 1625 (2)3x12 H13312-2 1 HU312.2 i t 11 14. ' 1 5-1/81 10 '2-12l 1-118I ° Min 116 M" i 1_ Ma ! 21 1 164 ! 8 1 12 ! 4246512780 led i 12980 1 lDGS 3695 d17(I 4470 234°' m 3 x 14 H0312-2 NU312-2 I 74 I 5-18 10 2-12 1-1181� 1dm 16 tad 8 7ad ( II 3695 Z780 ! 417014470 29801 1055 1 2340 12 :.- 1 JU526•3 .I W526-3 1 18 1 4-ir8 { 412 S 2 1 1 4 .- ! 4 f 16d 4.1 16d ! 1M 112 1220{ 1355 S18263 1 U2o-3 _ 16 I A-518 5-1/4 2' 1 1 j r 1 ' 8 1 10d 1. 2 1. lad [ 1011 ! 1120 1165 ! 311 8 j 16d 2 . S' lad i 7165) 1165 1165 j 380 t�3X6 FN263 14. 45e 4-IA! z-i2 1-irej - WN Max 1 8 1 12 1 16d 4 1.' 10d 1 11210 139a 14901 780. 5 6 1850 20M 22351 1170 ' Hpn w mm-3 ! t 14 F 4Sie' 4-12 2-12 _ M'm ! s ! 76d 4 tad 123011390 14901. 780 115� !Matt1 12 - 6. 1 1850 120M 22351 1170 JU526-3I W526-3 18 4-5181 4-12 2 1 4 16d 4 lad 11040 11851122D 13M a1S2B-3 1 WS28.3 18 4-5/8 6-318 2 1 6 16d 4 16d 1 13M 1510 1645 1355 SIOI2r3 U26-3 16 4-5/d 5-1/4 11 2 1 I - 8 lad 2 I 10d 10001 1120j 1165 8 t6d 2 I lad (77&5 1165 11651 380 HD2" HU26-3 14 4-SIB 4-12 2-12 14/8 Min 1 8 lad4 lad123011390 1490 j. 780 Ma 12 6 1850. 2035 2235 I. 1170' (3) 2 x 8 H026.31F I HIIC26.3 14 45B 4-1/2 2-1/2 - Mm 8 16d 4 tOd 1130 J 1390 14901 780 Ma 12 6 185012085 2235.1 1170 HD28-3 - I 14 4.5(8 j 6-3/8 2.12 1-1/8 MN 10 tad 4 lad 154011735 1865 780 M. 74 6 2159 7430 26101 7170 ' H028.31f - 14 byre I fi-3I8 2-112 _ Mtn 1 10 16d 4 10d 1 1540 1735 18651 780 Ma 14 6 2155 2430 2610 1 1170 J11528.1 '.:' •..; W516-3:- ' 1B 4-518.{ .6-38 2 ::1. ' " - 6 16d �'j-'4 'I ' 16d+: 1375 1510 1645 1355 W6210-3 -' 18 4-518 1 8-318- 2. 1_ . 8: 16d 6- 1 .' 16d: .1945 2105 2290 198°:, SlIH210-3 !_! O-3 - 16 '. 4-SIB 8--W ,2, 1 _ ' 14 lad 6 ' '10d' 1750 1965 Z120 -7735 - 14 16d. fi: . '10d' - 2U60 2335 2520 1135 • H028-3 ';I - 14 111 4-Sm �.6-3M 111 �2-12 1-1/8 to 10 ., lad _ - 4.: 10d. 154P 1735 1865j 780 ' ' Max .14 6 � 2155 243017&10 1170 . 14 4518 6�118 272 `- ecn. .t0 .-Gd .a - :: 10d'- " ts4a 773s- teas. 780 11a ' 44. „fi- 21551243012610 1170, ' . - 210-3. HU210-3 14.. 4518. &V4 2"121A/8 M•m' Max .7a 20_161 :, 'fi: `. . 1°d '_ 2155 2130 2a10 1170.' 10 3�0 3475 37S. 1� • '• 1R127D-3ffi t . HUC210.3, 14 4-SM :.. B-7H 2-1/2 - -.. :M'n .14 16d .::- 10d 2155 2A10 2610 _t170. 'q •Mai 20 - 10 3080 3475. 3725 1950' , .,I H00210.3F- HICO210-3 14 : 4-5/B.1_ 9:- 3:- 1=1/2 :-•: .12 -W83 _6_ . - .m -75iilsl m90 Ism 2971 .1 1 Iii.m.F32 1) Up30 bads have been Increased 6D%torwulE msektdc loads; mfudher kaease sha0 be petm8hd. 2)166 drdmm(0.148 duo.x8-1/4'lmtg)may be used at064 oftataNe loadwhere tad txrm ons are sped(red. This does natapplytoJAM ME ehntra0 hangars 3) WSS Wood Scros are 1/4' x 3' 1009 and are hduded wM = hangars 41 NAM lad nets are 0.148'tra x 3' hng, 16d taD are s162' dia x 342' term. New products or updated product Itch ma8m are designated In blue feet. ^t 4-1A N �D Cori twed on nod page 117 Rangers Face Mount Hanger Charts Wek° . 'S01cIi Na iheLNo. ra e ".D"ona�dors - Fashnei sdmdide','m DF/SF mourable loadsStul = u � .CodeJnLstSire. Hot Joist W N D i:'A A6ol Mar Nail No!] - . Floor Root- UpllH' 10094 77596 125% 16096 JUS46 I UIS46 11 18 i 3-5/8 1. 5 1 2 1 1 4 t6d 1 4 1 16d 110,1011185 1220-1 1355. SIAf46 i U46 I !!! 16 � ! 3-9f16� 4-13116 2 1.1/8 — �I 10d ( 4 1 led i 175011405 11 ;_ 75151 755 { 10 I 16d I 4 I 1Dd 1470 i 1670 Beal755 HU546 HUS41 14 13•S181 5 1 2 1 1 — 1 4 16d 14 16d 11085112M 73001 7155 1 4x6 NUSdfiIF I HUSGdfi 14 13 M 5 1 2 1` 1 - 1 4 1 16d l 4 ) 16d 110115 1 1235113DD1 U55 H046 I Fi1146 F 14 III ` 3-9116I Si/i6 12-124 1-1I8 ff t led 106 t2D85 t2 i 18501 i P2351 1170 H0461F HUC46 i 14 3-9116 5.1N6 12-1/2 f — wm I 8 16d 1 6 led e i 123011390114901 780 Max 1 12 1 185012DB5 i 2Z35 i 1170 j JUS46 - : 11646 I 18 3-S/8 1 5 i 2 1 I , 4 i. 16d 4 16d I 1040 11195 11220 ( 1355 g • -' J11S48 1 LDS48 i 18 i 35A3 1 6-7/8 1 2 1 1 i 6• -16d i 4 - t 16d . 192511510 1545I 1355 . ' SUH46 a U46 • tfi 3-SA61 i 4-73/16 2 :1 - ! 1-1/8 j — i 10 ! 10d 1 4 - I 10d - 1250 1405 1515"i 755 1 1 10 led .I 4' J led 1470 1670118001 755 1 HU546 .. j HUS46 I' 14 1 3-SA1 5 2- 1 — J. 4 t6d t 4 1. led 11085112351 13001 1155 1 F0646¢ _ Hi6C4fi 14 B-SM 1 5 1 2 1 - 1 4 16d.:1 41 16d j 1065 1235 , 13001 1155 HUS46, I HUM. 14 3-5/8 i 7 - !' 2 I 1 1 fi i 16d 6 { 16d 16251 1850 11995 1 1810 i 4xB HU54BF i HUSCAB I 14 '1 3-SM1 7 j 2 i 1 - r 6 1 l6d i 6 1 lad -1 1625 1195011BM;,-1810 FM4fi t i HUIfi '-I 14 i 9-91161 { i.' 5.1/16 2-12 I_! 1-118 Min Max e 12 1 16d 4 ' 10d 1230 13M i 14111 6 185II 2085 2235j 1770 8046F 1j1 1 fiUC46 -I. i 14 19-9861 5.1M6 ; 2-121 ( , _ i'>fin.B 4' j 1� I 1230 i 13901 1490 780. 5, R5, Maxi l2 6 1185512085 2235 1770 HD48 HU48 .1 14 13-9f161 - 6.15116 12-112 1 1- 1-1/8 I 10. 16d 1 . 4 lad t54p 1Td5 18651 760 F2 Max 14 6 2153 24301 2b10 1170 {{ i' HD48F :. llit n t HUC48 111 I 74 1 .. 6. i 6-15A6 i 2-12i —.. M'in 10 -76d 1 4 lad ` 154011735 1865 {, 780 . Max 1 14 6 2155 2430 125101 1170-. JU648 LUM 18 6-718 2 1 6 led 4 led 1325 1510 1645 1355JUS410 US410 1 18 B-7/e I 2 1 8 16d 5 160 1845 Z705 2290 1980 SU14410 U410 16 r3-M1 8-3l8 2 1-iB — 16 led 6 led 1 2000 22451 24201 1135 16 t6d 6 led 12350 2675 i 28801 1135 Hi1S48 1 HUS48 I 14 3-W8 7 2 1 6 16d 6 16d 1US 1850 iB951 1810 HUS481F HilSC48 14 3-SM 7 I 2 1 6 16d 6 led 1 MS 18M 190 1810 { HD48 1 HU48 14 I9-9116 6.7sns 2-12 7-1/8 Min 70 t6tl 4 tOd 1540 tt35 ism 780 Max 14 fi 2155I 2430 26f01 1170 4x10 ND491F ! 4 HUC48 14 3.9116 6.15fl6 2.12 — Min 10 16d 4 led 1540 1735 t865.!'780 Matt I 14 6 2155 2430 26101. 1170 HUS410 HU5410 1 14 3v'/8 B-718 2 1 8 16d 1 8 i6d 2170 210 2ft.1170 HUS4101F HUSC410 14 3LSM 8-7/8 2 1 8 16d 8 led 2173 2210 NU410 14 3-9I16 8-73fi6 2-12 1-1/8 Min 14 t6d 6 1� 2155 170HD410 70 3080 3950HD410ff MC410 % 3.9116 B-13116 2-1/2 — Mm 14 16d S 10d2155 217020 10 3080 3aw HM9101F HUM410 14 3+L76 9 1 3 1-72 12 IW53 6 150151 559DI 5590{ 2975 91, R1, F32 1) Up6(tloads have been increased 6D%for wind mseismic loals, nofudher hncrram shag 0e permi8ed. 2)16d sinlous (0.148 dia x3-lA' looii) maybe used at liM althetable load wham l6d commons are spedfled. ibis does nd apply to JUS, HUS, MI6 darrtra➢ hangers 3) WS3 Wood Screws me 1/4'x 3' long and me included with HDD hangers 4) NA95:led nails are 0.148' dis x3' fig, 16d na'ts are 0.162' ft x3-12' long. Newpm&wls or updated pmded Indmma8a are desigoeted in blue fmlf- Corrosion Finish N6tamiess Steel 06old Coed FHD6 UTriple Zinn a 119 MINIMUM ORAOE OF LUMDER ' Top CHrd 20 SYP' /2 BPF 111I12 0, bw.r BoR O1wr4 2A3(+) OR 20 SP I)211 OR SPF #1/F)2 or better Wibp 20 SYP #3 or bollor (•)'IAO MAY U RIPPED FROM A 290. "BIRDS OR eaVAMP (+") ATTACH EACH YAW TO EVERY SUPPORTING TIIUSS, WITH' (21 lid BOX (0.130' R U51 AILS ME —NAILED FUR FB0 0 MOE 7.10 111 t1ON0, MEAN HOOH& ENCLO31D OL DWG. ' EYP. 0. nuwrmCW.. WING To DL.A PSF. CIR //ppGMM be offWIOa{ A9 RtAUI1ED 4'-0" Max SUPPOIMNO 8'-011 Max 8'—O"Max Spacing I peelHPlH Maio 20'-01, Max SES AT 24" O.C. MAXIMUN SPACING, SOUTHERN TRUSS COMPANIES Fort Plerce Dh 2670 F{ 1Ory• to Fort PImm PL t (6COA32-OeDo (772 AE Nu(772)J B� 01 ED ebt;a& 1 E UNLESS SPECIFIED ON ENGINFFA'S SFAED IMS' APPLZ 1.4'I"-BATE, e0R UNMI OF x[fa� ,��L sn,• w7Ee B4[C iPS0IE9 AHG oA0 OR e[rlEx •ATTACHED A AV LLY SPAT NN YrN11CAL VALLEY WE08 OHiATER NTxW 71 7 BMaIHo1 MANIMUM VALLEY VERTICAL MONT MAY NOT ENOEEB IW-0", TOP OHORD OF TRUSS BENEATH VALLEY SET MUST BE BAGED flRHI PROPEIIII,V ATTAOHEO, RATED BHTATHINO APPLIED PRIOR TO VALLEY TRUSS InJATION OR PVRUNS AT 24e DD, OR AS DTAERWM SPECIFIED ON EHEINEERS' SEED DESION BY VALLEY TRUSSER USED IN UEU OP PURLIN iPA01HG AS SPECIFIED ON UioiNELR9 BEALEp -DrOION. OI Ts Rry p 7H (�++) EiNTATH TIC 9ALLEY W NPFA9VRjD F1ANO�IHE !APE OF 711E 70PFCNcc VSe (++) ITor FEft iroSSPPAAN."T,2BE BUILT AS LONO AS TLIE VERTICAL HE10HT DOES PURIM OHORD FAY SE SQUARE OR PRCHED OUT AS SHOWN. (2)72d SMMOaAC TIT ••nvE CHUB µ BOTTOM no VALE. p II OPTIONAL STUD � O•" END VERRC& OPTIONAL HIP JOINT DETAIL . FRAMINO TO LL 20 20 PSF TO DL 10' 16 PSF DC DL 10 10 PSF BO LL 00 00 PSF TOTAL LOAD 40 46 PSF dNCO31 MM 1.26 11.26 vll.ln co1:Fn'� MEAN HEIGHT ENCLOSED 1=1.25 E)<PO' L OBE 7 tJ m n en.. No . usual group A .Or0up B gm A gmu B gimp A Omup B 0 n log m a ,-h B— 1 a..p a+77 e-0 tD-1 1 -1 11-4 x C • SPF —J —1 —7 A7 F—B-DI-3* a -a U HF ° h_a ,, 4—s• a—e a-s B—a p DAno 3-3 B-3 e— e' J—e- a-10• °°-0 e_ °�—° 1n0 u -0 3 3—e a—o e-3• a-e• tD—J• 0-J' DSP-FL -0 e—D a-D 8-7 a—e 0—e144* a —J ■ e a— n—■ ] V _tt —11 SPF °-0W—W Jrvo o-o -v o—x p-o a —a — e- o HF a- 0 4—a m O _J e-0 7-4 a—e D—a• a 5P0— DFL 0WAH AaO °-1a a—J0-p a—tt SPF x J 4-0 '� "'4 °— °— B_g a- D—e' -0c V HF-3 _ 9— 1 ■-11 °�' e-a B—B• G O — 9-p a—et.-4ME ,•.vim A ; 4— —1 a-4 a—p. . 9 --O-e — J-0 T rSP DFL 0 — _ At _a. 7-1 6-4 B�II l L D a—o 0-0 am. .L� Ylt ■,d)It lll. 0WE -Muss DETNL N01E91 Irx LOAD DE ummN OOOm W LA401 pYIA oDN °NDDUSDyUDr6pNkpryDND. 0 PSFP%OaoltW IDADI. an PLYWOOD0. A1r BD" XOtir�13 +D 1 SpA XqW o. AT�� I"ManNSM 4a001. DE A WHIMU 1 OF BOX OF W® P 0 aP o Los 7■J 0eFA7 W114aUT fah IEBa i •-a _g .Oe4 PBN aPINE' "EEL PIATLe. D DIP11 a Ilvdng N net ule rnpoelmw DI Ve18 carper, Fmy nw.......... nor Inm laNlvvtvt ?mum an I an vn vwg°Dvd to mh pmflvivnd Nrh to mml I9*9 5OUTHERN addaenp � a7 auImtoquVed p mm dom6np onump it pmmmnl 6mdry 1ddd1 may b h Fort Pierces Division appinbao.sn'BRIBlsamnryvhulPmvnal"1°d"v0M1°A1 TRUSS xa4D wnp. w rosy- d*m la long Yo4og0 t N n P�' mul d tlpod � Mmdmun Total Land BO PSF F.rt Lmy FL 4481 COMPANIES (eoa)xax—as0a �77x)4e4—ht e0 Tnnu an Ip 6v grated ad )velmod h fnlvmd h a d dphl and v6mb'FrNon F°up7x)J 07 a aMn m IlieaDnyy Ig ppppppNd dlsalb• to g01vp rhvNa. @ry " Ev 6wcvd av SPACING AT 24" O.C. nur/F......a..u.....- ryaoglH mt"Ne Wa diilpd Tmeaa viwg 6e ax 1 nwomu emu Meg Typical piggy -back Quail MINIMUM GRADE OF LUMBER Top Chard 2a4 SYP /2 or, bettor Doll Chord 2x4 SYP tz or, bolter Webs 294 SYP yr bettor HUM 10 SEALED DESRIri FOR MiSM FWES SPACE PIOCIMM YERRCALS AT 0 OO MAX TOpHV BOROM gIO O BPl10E9 MUST BE STACCERED SO THAT ONE SPLICE ATM DBIE01LI TooFq'A�7NAENDO�R�q�nLRAOj ORD. IF PMGYW= MSF 9E APPLUEI 71f/iTH 7RC IOP- MOF B7PP6 TR0 Ru REFER TO ENMEM SFJUED DESIGN MR REOUIRED PLMM SPAMNO. 7HI3 DETAIL b APPUCABIE FOR THE FOLLW HO WWI) CUIMMONA WaCA�iIDp�ANYmmr M ROOF. 7 MI. RR,IGMT•1C�*M1OSED BLDO. 149 NPH WP 0: 70' MEAN HIM. gig 10 WWO Do In PSF DIC %WMVt00. IDW W ANYNN WEd)'Ta OW PSF: WIND SC OLL�D PSF. FRONT FAO§_j1P_,) MAY BE OFFSET FROM BACK FACE PUG© AS wYN�eO AS BORI WES ME SPACED 4 00 NNL la�r OPTIONAL SPLICE D *ATTACH PIGGYBACK WITH WEB BRACING CHART ` WEB LENGTH REWIRED BRACING 0' TO 7'0" NO BRACING 10 "T" BRACE. SAME GRADE, SPECIES A'S WEB 7'0" TO 1a' MEMBER, OR BETTER AND BOX LENGTH OF WEB MEMBER. ATTACH WITH Bd NAILS AT 4" 0/C. 2x4 'f° BRACE. SAME GRADE, SPECIES AS WEB 10' TD 14' MEMBER. ATTACH�WITH I5d NAILS ATR4' O/C.M COX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES 0 I D.C. MAX. JOINT TYPE SPANS UP TO 30' 34' 313' 52' A 2x4 2.50 2.5x4 3x5 B 46 5x6 5x5 5x6 C 1.5x3 1.5x4 1.50 1.5x4. FD 5x4 5x5 5x5 5x6 iF ,B, -r1C Wa rrnIr-t9 brodnyLb not Iho nrpaa@Nb cf Inm dadpnm, oil mood 11 um Erec b h as eouq b FMI I NE*NA aed* trad�p Vhmp VIIM my bs w rppP®Oiva Sao 'B9-BI ehnl Conmmloy ad reap r tmdfng,:bdoNng t Modtq nsld Ate mumm Vow bma n ID be mcird ad fmtmad h icdcad In 0 IWW and Ftanb ehao@N. h.Zmd dbDlylo the W dmdo, Bay do0 eo 6m on the bm dai n Torun ibt M hm�o IMnum=M" con h law hqL..._._. Maximun Loading 55paf at 1.33 Duration Factor 50pof at 1.25 Duration Factor 47paf at 1.15 Duration Factor SPACING AT 24' O.C. SCAB-BRACE•DETAIL I ST-SCAB-BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpomt (or T-Brace) is impractical. Scab must cover full length of web +h a". THIS DETAIL IS NOT.APUCABLE WHEN BRACING IS — REQUIREDAT'113•POIM OR WRACE ISSPEDIRED. APPLY 2x SCAB TO ONE FACE OF WWI EB TH 2 ROWS OF iDd (3" X 0.131-) NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE S[ZE AND SPECIES (OR BETTER) AS THE WEB. " ' �\ MAXIMUM WEB LENGTXIALH HFORCE =.IZ- 2500 Ibs MAXIMUM WEB LENGTH=•12'-0" .SCAB BRACE 2x4 MINIMUM WEB•SIZE- MINIMUM WEB GRADE OF#3 Naffs� /Section DetaH scab -Brace Web Scab -Brace must be same species grade (or better) as web member. T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractiraL T-Brace / 1-Brace must cover 900A of web length. Note: This detail NOT to be used to cmWert T-Brace / 1-Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace s¢e Nail Sae Nag Spacing 1x4 or 1x8 10d 8' o.c. 2x4 or 2x6 or 2x8 16d 8. D.C. Note: Nail along entire length vf•T-Brace [ FBraee• (On Two-PVs Nail to Both Plies) . alternate position �Nans k SPACING kk ^. r t `, k WEB k Jr NarLs / Section Detail T-Brace Web' alternateposition Nails Web I -Brace Nails ' Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing WehS'¢e' 1 2, 2x3or 2x4 1x4 (7 T-Brace 1x4 (-) I-Brace 2x6 1 x6 (7 T-Brace 2x61-Brace 2x8 2x8 T-Brace 2x81-Brace Brace Sae for Two -Ply Truss Specified Continuous Rows of Lateral Bradrig Web Sae 1 2 2x3 or 2x4 2x4 T-Brace 2x4 PBrace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2xBT-Brace 2xB1-Brace T-Brace / Wrace must be same species and grade (or better) as web member. (7 NOTE: If SP webs are used in the buss lx4 or US SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP muss lumber gradesrades Lip to #2 with 1)bracing material, use IND 45 for T-Brace/1-Bracy For SP buss lumber gup to #1 with 1X bracing material, use IND 55 for T-Bramil Brace L-BRACE DETAIL Nailing Pattern . L-Brace size I Nail Site INalLspacing 1x4 or B 10d W o.c. 2X4, 6, or 13 16d 6' D.o. Note: Nail along entire length of L-Brace. ' (On Two-PVs Nall to Both Pieta : ' M. es Web L-Brace, must be same species grade (or better) as web member. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must mver g4%of web lengtk.• L-Brace Size for Ona-Ply Truss Specified Continuous Rows of Lateral Bracing 1Neb Biz 1 2 Zrf3 Dr2z4 1x4 �6 1x6 "* Zx8 yrg e» —DRECT SUBSTn LMON NOT AKJCABLE L-Brace Size forTwo-Ply Truss Specified Continuous Rows of Lateral Bracing [ !jrS2 �q x6 E 2 B ••• — DIRECT BUBSTMMON NOT APLICABLE. 1933-& 1 7x 3x5 = 3x6 = 3x5 = 3x6 = 3x5 = 5x9 // FRM d560 I s-1a.8 F nae I nay i 3sd:s � ddJ-0 d4&e ' &1&a0 9-d-M 661d &411 1-0O 5/16 m Id 0 Plate Offsets (X,Y)- (1:D-1-12,0-0-121, r2'0-3-0,0-1-121, R.0-M 0-1-141, t11:0-512,0-1.4t LOADING(psf) SPACING- 243-0 CSI. DEFL in Qoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.58 Vert(LL) -024 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.96 Vert(CT) '-0.5514-15 >971 180 BCLL 0.0 Rep Stress Ina YES WS 0.89 Horz(CT) 0.16 11 We We BCDL 10.0 Code FBC2017ITP12014 MabizS Weight 251 Ib FT=2MA LUMBER - TOP CHORD 2x4 SP M 31 -ExoW T1:2x4SPNo2 BOT CHORD 2x4 SP No2 *Except' B1: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 18=041-0 (min. 0-1-8),11=D-8-0 (rnm.0-2-1) Max Horz 18=193(LC 9) Max Upliff18=565(LC 8). 11=-605(LC 9) Max Grav18=1633(LC 1), 11=1735(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc pudins. BOT CHORD Rigid cealing directly applied or 2.2-0 oc bracing. WEBS 1 Row at mtdpt 8-11 2 Rows at V3 pis 2-18 FORCES. (lb)- Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3=307311081, 34=2939/1102, 4-5=2477/924, 5-6--2471/918, 6-7=285311072, 7-8=2986/1052, 8-9=759/323, 9-10=620/157 BOT CHORD 17-18=109112864, 16-17=82812492, 15-16=-82a12492, 14-15=457/1856, 13-14=6442471,12-13=-644/2471, 11-12-8682768, 10-11=188I(530 WEBS 2-17=211286, 4-17=185/477, 4-15=643I462, 5-15-- 91827, 5.14=3521814, 6-14=-618/459, 6-12=158/399, 2-18=3190N046, 9-11= 42413(34, 8-11=23941762 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuO=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; it=16fk Cat II; Fxp C; End., GCpi=o.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 bad nonconolnent with any other five loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except al-41b)18=565, 11=605. LOAD CASE(S) Standard tread Load Defi.= 7n6 m 5.00 12 5x5 = 4 3x5 = 3x6 = 3x5 = 3x5 = 316 — 4,5 = 5ffi = 18 17 16 15 14 13 12 4x5 = 3.8 — 4x8 MT20M5--54' _ 3x5= 3x5=. 3xi= 5ffi WB= te-o +�-0Ql taD0 1 tata2 T1434 356-6 458-0 +oo aao s+az i a+o-z 1 &+o-z i 61-te � aao Plate Offsets (XY1—f1:0.32,0-3-01, f1:0.1-6,Edael fi0:0.2-0.0-2-0] f12'0-2-80.2-121 fl8:0-2-00.1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Voc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 125 TC 0.95 Vert(LL) OS2 15-16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.51 Vart(CT) -0.8615-16 >629 180 MT20HS 187/143 BCLL 0.0 Rrp Stress lvr YES WB 0.87 Horz(CT) 020 12 n1a n(a BCDL 10.0 Code FBC2017ITP12014 Matrix- Weight 235 lb FT=20% LUMBER - TOP CHORD 2x4SP No.2 SOT CHORD 2x4 SP M 31 WEBS 2z4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No2 2-75 REACTIONS. (sae) 1=0-8-0 (min. 0-1-8), 12--Mechanical Max H=1=208(LC S) Max Upl'dt1=583(I_C 5), 12=-694(LC 5) Max'Gmvl=1572(LC 1), 12=1672(LC 1) BRACING - TOP CHORD Structural wood sheathing directly sported, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-" oc bracing. WEBS 1Row at midpt b18, B-13 2 Rows at 1/3 pis 10-12 FORCES. (lb) -Max CompJMax. Tan. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-359711337, 2-3=3544fl353, 3-4=336111276, 45=3107/1220, 5-6=-0356/1759, 6.7= 4356/1759, 7-8= 4280/1729,.8-9=2a8711162, 9-10=2887/1162 BOT CHORD 1-18=-133413241. 17-18=1753/4237,16-17=1753/4237, 15-16=188514501, 14-15=164513911, 13-14=164513911,12-13=1D432467 WEBS 3-18=187/275, 4-18=-2861967, 5-18--13221626, 5-16=171389, 7-15=344/243, 8-15>130/573, 8-13=1308/617, 10.13=307/1086,10-12=281311194 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf,, BCDL=S.Opsf; h=15f; Cat II; Exp C; End., GCpr-.0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom fiord live load nanconcunent with any other five loads. 5) Refer to girder(s) for tress to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except aMb)1=583, 12=694. LOAD CASES) Standard 193348- HIP 2 _ 3xa = 5.00 12 SX8 20 II 4,6 = 2x4 II 4 5" 6 7 8 Dead Load Den. = 12 in Us = 3.6 = 2x4 11 9 10 tt 4x5 = 12 -MISFP IM 5x8 = 21 20 79 18 17 16 15 14 13 4x5 = 3x5 = 2c4 11 4z70 MT20H5= 3x8 = 2 4 II . 4x12 = 3x5-1! 3A2 = 4x10 MT20HS= 1-0-0 BO-0 14J8 20.xd ffifO0 3i612 ir}38 d5d-0 6-8-0 W8 6R42 6-2-12 &2-12 4-2-12 64A Ode Plate 06sets (XY)- [1:0-3-2,0-3-0), [1:0-1-6 Edge), [4:O5-12,0-2-8), [7:0.7-0,Edge], [9:0-1-02,0.2-01, (12U-1-12,0-1-M, I1111-30,0-1-8), I74:G4-0.0-1-12). [17:0-2-0,0-1-8], I20:0-54 .0-1-81 LOADING(Psf) SPACING- 240-0 CSI. DEFL in (hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(U) 0.8017-18 >678 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.63 Vert(CT)-1.1217-18 >485 180 MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.92 Horz(CT) 0.21 13 nfa rda BCDL 10.0 Code FBC20171fP12014 MahbcS - Weight 479 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No2 -Except- TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc puriins, except T'2x4 SP M 31 end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceBing directly applied or 7-2-2 oc bracing. WEBS 2x4 SP No.3'ExospP W4: 2x4 SP No2 , SLIDER Left 2x6 SP No.2 2-0-1 REACTIONS. (size) 1--0-8-0 (min. 0-1-8), 13=Mechanipl Max Horz1=167(LC 8) Max UpliR7=1461(LC 5), 13=1644(LC 5) Max Gmvl=3219(LC 1), 13=3456(LC 1) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=7253/3383, 2.3=7199/3387, 34=731313461, 4-22=10197/4894, 22-23=10197/4893, 23-24=1019614893, 5-24=10196/4893, 5-25=10197/4894, 25-26=10197/4894, 26-27=10197/48S4, 6-27=10197/4894, 6-7=1146615471, 7-28=11466/5471, 28-29=1146615471, 8-29=11466/5471, 830=-1146615471, 30-31=1146615471, 3132=1146615471, 9.32=71466/5471, 9.33=56972712, 10-33=56972712, 10-34=56972712, 11-34=-56972712, 11-35=-56972712, 3536=56972712, 3637=56972712, 1237=55972712, 12-13�332611683 BOT CHORD 1-21=3152/6536, 21-38=323616764, 38-39=3236I6764, 39-40-- 323616764, 20.40=3236/6764, 19-20=5593111703,1941=5593/11703, 41-42=5593/11703, 1842=5593111703, 18-d3=55931117(13, 43-44=-5593/11703, 4445-,9593/11703, 1745=5593/11703, 1746=-4511/9458, 1646=-0511/9458, 1647=451119458, 47-48=4511/9458, 1548=-4511/9458, 1549=451119458, 49-50- .511/9458, 50-51=451119458. 14-51=4511 /9458 WEBS 3-21=2041364, 4-21�42/5W, 4-20=1876I3883, 520=704/628, 6-20=17141796, 6-18=0/495, 6-17=270/157, 8-17=-669/587, 9-17=1092/2284, 9-15-0/489, 9-14=427S2046,11-14=712/629,12-14=304316396 NOTES. 1) 2-ply truss to be connected together wide 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oo. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 2) AD loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. PI A\ '3GENS�.-```�� connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 3) Wmd: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.OpsF tF151k Cat tl; Exp C; End., GCpl6. 6; If MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 '. PE 51 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. ��{h5$Hbfit � n designed for a 10.0 psf bottom chord We load nonconcument with any other five loads. -O \ ,p STATE OF f ; ��, /,//j/SS�O 1I 1LIING\\\ g ia334d NOTES- 7) Refer to girder(s) for suss to miss connections. 8) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at )oint(s) exceptQt=lb)1--1461, 13=1644. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)129 lb down and 233 lb up at 8-", 107 lb down and 156lb up at 10-0-12, 107 lb down and 150 lb up at 12-0-12, 107 lb down and 150 lb up at 14-0-12, 107 lb down and 150 lb up at 16-0-12, 107 lb down and 150 lb up at 18b12, 107 lb down and 150 Ib up at 20-0-12, 107 lb down and 150 lb up at 22-0-12, 107 lb down and 150 lb up at 24-0-12, 107 lb down and 150 lb up at 26--12,107 lb dawn and 150 lb up at 28-0�12,107 lb down and 150 lb up at 30-0-12, 107 lb down and 150 lb up at 32-0-12, 107 lb down and 150 lb up at 34-0-12, 107 lb down and 150 lb up at 36-0-12, 107 lb down and 150 lb up at 38-0-12, 107 lb down and 150 lb up at 40b12, and 107 lb down and 150 lb up at 42-0-12, and 107 lb down and 150 lb up at 44-0-12 on top chord, and 314 lb down and 1641b up at 8-0-0, 801b down at 10-0-12, 801b down at 12-0-12, 801b down at 14-0-12, 80lb dwm at 16fi-12, 80 lb down at 18-0-12, 801b down at 20-0-12, 801b down et 22-0-12, 80 lb down at 24-0-12, 80 lb down at 26-0-12, 80 lb down at 28-0-12, 80 lb down at 30-0-12, 80 lb down at 32-0-12, 80 lb dawn at 34-0-12, 80 lb down at 36�72, 80 lb down at 38-0-12, 80 lb down at 40-0.12, and 80 lb down at 42-0-12, and 80 tb down at 44 n 12 on bottom chord. The design/selection of such connection device(s) is Me responsibility of others. LOAD CASE(S)Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Undonn Loads (plf) Vert 1-4--54, 4-12=54,1-13=20 Concentrated Loads Qb) Vert 4=129(B) 7=107(B)19=54(B) 21=3141B)10=1078122 :ram iA2 1 Dead Load Dell. =114 in m 19 18 16 15 1113 12 11 8x8 = 5x5 = 3x4 = 4x6 = 3x4 = 3x4 = 4x8 = 3x4 = &5 = 8x8 = 7-2-55 6]S 13&10 21-0-0 235-0 3O10S 37.541 4441-0 7.2z2� oxn v_�t Plate Offsets MY)- i11:Edce 0-6-01 f11:0-1-12 0-0-01 112:0-2-8 0-1-121 (19.0-2.8 0-1-12) f20 0-1-12 D-0-O] f20:Edae 0-"1 LOADING(psf) SPACING- 2-M CSI. DEFL in pco) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 1.00 Vert(LL) -0.37 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.88 Vert(CT) -0.6213-15 >853 tali BCLL 0.0 Rep Stnlss Ina YES VB 0.90 Hmz(CT) 0.14 11 n/a We _ BCDL 10.0 Cdde FBC2owri-Pi2014 Matrix-S Might: 262 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 20=0-8-0 (min. 0-1-1s), 11=0$0 (min. D-1-15) Max Horc20=158(LC 9) Max Upiif=0 557(LC 8). 11=557(LC 9) Max Grav20=1642(LC 1), 11=1642(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticels. BOT CHORD Rigid calling directly applied or 548-12 oc bracing. WEBS 1 Row at midpt 4-16, 7-15 FORCES. (Ib) - Max CompJMalx. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--320211051, 2-3=2834/94z 3-0=2711/961, 45=2228n66, 5E=19B9/744, 6-7=2228/766, 7-8=-27111961, 8-97-2834/942.9-10=-320v1051, 1-20=15821584. 10-11=1562/583 BOT CHORD 19-20=-380/538, 18.19=104WM, 17-18=825I2556, 16.17=525M556, 15-16=-47311989,14-15=-66712556, 13-14=6672556, 12-13=890/2889, 11-12=234/538 was 2-18=39525Z 4-18=71/417, 4-16=8251464, 5-16=1631581, 6-15=163/581, 7-15=-825/464, 7-13=71/417, 9-13=395252,1-19=5702358,10-12=558I2358 r NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vint=160mph (&second gust) Vasd=124mph; TCDL=42psf; BCDL=5.0psh h=15f4 Cat If; 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) This truss has been designed for a 10.0 psi bottom chord live load noncencurrent with any other rive loads. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1DD to uplift atjoint(s) except gtz4b) 20=557, 11=557. LOAD CASE(S) Standard PE7"51xI . STATRID 7x 6x5 = 6.00 F12 517 = Dead Load Deft = 5116 in a u 14 11 3x4 = Us = 34 = 3x4 = 4x6 = 314 = 7-12 IWa( I 8-0 '997-12 4 a2 'o Plate Offsets (X Y) - f1:Edge.0-3-t7 f1:0-1-12,0-0-121, f6:0.54 0-2$7, f10:0-1-12,0-0-121, M0:Edce,03-41 LOADING(pst) SPACING- 2-0-0 CSI. DEFL in poc) Wait L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.81 Ved(LL) -0.23 1244 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.79 Vert(CT) -0.5212-14 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(CT) 0.15 11 We Na BCDL 10.0 Code FBC20177rP12014 • Matrix- Weight 254 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No TOP CHORD BOT CHORD 2x4 SP M 31 -Except' B2.2x4 SP No2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 11=Mechan--ical, 18=0-8-0 (min. 0-1-8) Max Horz18=143(LC 8) Max Upldtl1=540(LC 9), 18=540(LC 8) Max Grav11=1642(LC 1), 18=1642(LC 1) FORCES. Qb) - Max. CompJMax. Ten. -AO forces 250 Qb) or less except when shown. TOP CHORD 1-2--676264, 2-3=3046/967, 34=2982f986, 4-5=23931794, 5-6=21541771, 6-7=2392/794, 7-8=2982FJ86, 8-9--3046/967, 9-10=-676254, 1-18=404213, 10-11=4M213 BOT CHORD 17-18=10392860,16-17=-8112591,15-16=8112591,14-15—d85/2153, 13-14=-6682591, 12-13=-6602591, 11-12-896t2M WEBS 2-17=176263, 4-17=81/429,.4-15=617/396, 5-15--1371568, 6.14=19W568, 7-14=617f396, 7-12-81/430, 9-12=176263, 2-18=25651817, 9-11=25661818 Structural wood sheathin directly applied or 2-2-0 oc pudins, except end varacels. Rigid ceiling directly applied or &&2 no trading. 1 Row at midpt 4-15, &15, 7-14, 2-18, 9-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=42psf; SCDL�5.0psf; h=15$ CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonowounent with any other five loads. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 100 lb up88 at joint(s) except OH- b)11=540, 18=540. LOAD CASE(S) Standard PE 7 51 0.. %-6 1 G STATE OF j /ONAL e N 8/1111110 115 1933B-LN 7% Dead Load Dell. =1/4 in 5x5 = Sx7 = 5.00 12 3.4 = 4,15 = 3x8 = 3x4 = 46 = 3,4 = 5x4 = t 9-77-2 r1-2-014„ s-t2i I Sl i Plate Offsets (X,Y)- 11:Edge.0-3.41,11:0-1-12,Ob121,16:0-54,0-2-81 111:0-2-0.0-Z-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (hoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.74 Vert(L-) -022 12-14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.87 Vert(CT) -0.4912-14 >999 180- BCLL 0.0 Rep Stress Ina YES WB 0.69 Horz(CT) 0.12 11 We n/a BCDL 10.0 C086 FBC20177rP12014 Matrbc-S Weight 241 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 -Except' Bt: 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc pudins, except and verticals. BOT CHORD Rigid calling directly appried or 6-7-2 oc bractng. WEBS 1 Row at midpt 4-15, 6-15, 7-14, 2-18 REACTIONS. (size) 11=048-0 (min. 0-1-13), 18-0-8-0 (nfin. 0-1-8) - Max Horz18=188(LC 8) Max Upli tl1=475(LC 9), 18=508(LC 8) Max Grav11=1512(1-C 1X 18=1512(LC 1) . FORCES. (lb) - Max. CompJMaz. Ten. - Ail forces 250 (lb) or less except when shown. TOP CHORD 1-2-F14247, 2-3=27501895, 34=2685/914, 4-5=2076/705, 5-0=18591694, 6.7=1973/672, 7-8=1879/616, 8-9--1940/604, 1-18=391210 BOT CHORD 17-18=10222602, 16-17=7882308, 15-16=7882308, 14-.15=42411760, 13-14=-511/1879,12-13=511/1879,11-12=41211279 WEBS 2-17=190268, 4-17=-85/445, 4-15=625/399, 575=95/479, 6-15=157/314, 6-14=93/365, 7-14=226259, 7-12=302d 70, 9-12=-86/633, 2-18=-230at754, 9-11=1904/623 NOTES- 1) Unbalanced nmf We loads have been considered forthis design. 2) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vasd=124mph; TCDL=42ps(; BCDL=S.Opst; h=151k Cat 11; Exp C; End., GCpi�0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom card live load nonconanent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 11=475, 18=508. LOAD CASE(S) Standard j / PE 7 51 -QQ1 '-0 t. STATE , 1833&LN S.Oa t2 5x7 = 2x4 11 Sx7 = 6 7 e Dead Load Deft. -114 in 4x5 = 3x5 = 416 = 3x5 = 3XB = 3x5 = 3x5 — 7x3 = Sx9 \\ 4x6 = 1i +81 M l +94�o I W 1 zees 1 361+- s l 4saa 1 s�4a as+s bat Plate Offsets ()(,Y)- f2:0-M,0-1-147 16:0-5A,0-2 -81,18:05-4,G-2-81, f12:0-1-12.0.0.121. (13:Edge (.3 f21U-5-72 0-1-41 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.50 Vert(LL) 025 17 >Sag 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 SC 0.96 Vert(CT) -0.5018-20 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.69 Horz(CT) 0.19 13 n/a n/a BCDL 10.0 Code FBC20171rPI2014 Matrix- Weight 268 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (size) 13=Mechanical, 21=D-8-0 (min. 0-2,1) Max Horz21=153(LC8r Max Uplift13=519(LC 9), 21=559(LC 8) Max Grav13=1633(1-C 1), 21=1735(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=7478M. 2-3=5891214, 3429891921, 4-5=2938f931, 5-6=2516/872, 6-7=2410/909, 7-8=24101909, 8-9=25281876, 9-10=29561954, 10-11=3058I938, 11-12=-597220, 12-13=366/191 BOT CHORD 1-21=103/484, 20-21=94112721, 19-20=794r2628,.18-19=79W628, 17-18=58512270, 16-17=58512281,1 S-16=7392665, 14-15 =739/2665, 13-14=854)2823 , WEBS 5-20==37/296, 5-18=5011343, 6-18=154/500, 6-17=140/406, 7-17=319240, 8-17=134/391, 8-16=161/514, 9-16=5341351, 9-14=55/339,11-13=2612/807, 2-21=3472a0, 3-21=25271781 Structural wood sheathing directly applied or 3-1-9 oc pur ins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 11-13, 3-21 NOTES. 1) Unbalanced roof five loads have been considered forthis design. 2) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Dpsf; h=151C CaL 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 5) Refer to girders) for truss to truss connections. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at--Ib)13=519, 21=5M. LOAD CASE(S) Standard r ! PE Z6051 rit STATE OF /o 1��G\\`�� 7 Dead Load Dell = 3116 in 5.00 F12 $x7 — 2x4 11 517 = 315c 3x4 = 316 = 3x4 = 3x8 = 3,4 = 3x4 = 4x4 = 5xB \\ 3x6 = ,4e ko�o sae ,soo zs.a-o ma-o 3s-„-,s nao eba 1 s+o l s+c 'I s4o l es,s I az-, oao Plate Offsets MY)- f2:OD-0,0-1-14] f6:0-54,0-2-8], f8:0-54,0-2-BL f10:0-1-12,0-1-81. fl2:0-2-0,0-2-81, f20`0-5-12.0-2-41 LOADING(psf) SPACING- 24)-0 CS]. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.38 Vert(LL) 0.17 17-19 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.83 Vert(CT) -0.3717-19 >999 180 BCLL 0.0 Rgp Stress I= YES NB 0.61 Horc(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017/iP12014 Matrix-S Weight 252 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP N6.3 BRACING- TOPCHORD BOT CHORD WEBS REACTIONS. (size) 12--0-8-0 (min. 0-1-12), 20=0-8-0 (min. 0-1-14) Max 1-1=20=21 1 (LC 8) Max Uplit112-43a(LC 4). 20=520(LC 8) Max Grav12--1467(LC 1). 20=1569(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -AO forces 250(lb)or less except when shown. TOP CHORD 1-2= 444178, 2-3=550205, 3-0=26221835, 45=25201945, 5-6--21171751, 6-7=1925JMZ 7-8=-192WMZ 8-9=1884/677, 9-10=1470/459 BOT CHORD 1-2D=95/449, 19-20=9262407,18-19=7702276,17-18=7702276, 16-17=541/1902, iS16=468/1679,14-15=-48311591, 13-14=-483A591,12-13=190/579 WEBS 5-19 447318,5-17=515/348,6-17=156/511,7-16=-321241,&1fi=187/529, 9-15=01261, 9-13=-631275, 1D-13=242/1018,10-12-1584/522, 2-20=334277, 3-20=22127700 Structure! wood sheathing directly applied or 34-14 oc puriins, except end verticals. Rigid calling directly applied or 6-1-0 oc bracing. 1 Row at midpt 6-16. 3-20 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vultt-160mph (3.second gust) Vasd=124mph; TCDL=4.2psF, BCDL=S.Opsf; h=15f; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This thus has been designed for a 10.0 psf bottom chord live bad nonconcurrent with arty other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1DO Ib uplift at joint(s) except Qt-lb)12-438, 20=520. LOAD CASE(S) Standard ? 1 ! PE 751 ri1 I d 500 12 5x7 = 2x4 If 5,7 = Dead Load Den. =114 in 18 17 16 15 rV 13 12 11 4x5 = 5x5 = 5.6 = 318 = 3x5 = 54 = ax6 = 6x9 \\ 416 = th-0 p-04 &7-12 1000 23-bd 3P80 3&A4 4580 -04 7- 7J-0 aa-a Plate Offsets MY)— [5:05-4 0-2-121 V:0340-2-12] 111:Edge 0.6-01 It 1:0-1-12 0-"J [12:0-2-8 0-1-121 116:0-3-0,03-01, 117:0-2-0.0-2-0L 118:00-11.0-1-191118:0-240-2-81 LOADING(psf) SPACING- 2-" CSI. DEFL in Qoc) Udeft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.96 Vert(U-) 027 15 >899 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Ven(CT) -0.4813-15 >M 180 BCLL 0.0 Rep Stress Ina YES WB 0.89 Haz(CT) 0.14 11 We nla 13CDL 10.0 Code FBC2017ITP12014 Matrix- Weight 253 lb FT = 20% LUMBER - TOP CHORD 2z4 SP No2 •Except` T2,T5: 2x4 SP M 31 SOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 11=Mecha Ichl,18=0-&0 (rnm.0-2-1) Max Horz18=138(LC 8) Max Uplih11= 498(LC 9), 18=538(LC 8) Max G2vl1=1633(LC 1). 18=1735(LC 1) BRACING - TOP CHORD SWcWral wood sheathing directly applied, except end verticals. SOT CHORD Rigid ceiling directly applied a 6-3-8 oc bracing. WEBS 1 Row at midpt 3-16, 9-13 FORCES. (lb)- Max CompJMax. Ten. -All fonxts 250 fib) or less except when shown. TOP CHORD 1-2-5541175, 2-3=31161982, 3.4=26941926, 415=26MM, 55=2739/1062, 6-7=273911062, 7-8=2630/9%, 8-9=27151935, 9-10=-320611006, 10-11=15531528 BOT CHORD 1-18=2011568,17-18=339/568, 16-17=8632805,.15-16-=-6952419, 14-15=-6i962435, 13-14=-6962435,12-13=-65r2893,11-12=209/558 WEBS 3-16=4611336, 5-16=761437, 5-15=200I590, 6-15=445rJW, 7-15=194/572, 7-13=90(455, 9-13=536M6,1042=-982340, 2-18=15381617, 2-17=6472244 NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=S.Opsf; h=15f; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord We load nonconconent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)11=498, 18--536. LOAD CASE(S) Standard EN 44� PE 51 i �6 -fl t . STATE OF i z fS�t7� a i.533-ELLN 5.00 12 5x7 = P'TwlI 517 = Dead Load DeR = 3116 in 3ffi = 514 = 5x5 = 34 = 314 = 315 = 2x6 11 5x9 \\ K?� 1- t &7.12 160e 234-0 30e-0 38V at-2-0 7-}12 ]LI Y4a 7�-0 7�i 31.12 040 0 n Plate Offsets (X,Yt- 15'0-5-4 0-2-8t m0-5-4o-2-8t f11•a2-0 0-1.8t ns•0-2-8 0.3dt rl6:0-2-00-2-4t rn:0-0-11 0-1-101 07:D-2-TO-2-81, LOADING(psf) SPACING- 2-M CSI. DEFL in (Ioo) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.86 Vert(LL) 0.18 14-15 >999 240 MT20 244 190 TCDL 7.0 Lumber DOL 125 BC 0.74 Vert(CT) -0.34 15-16 >999 18D BCLL O.0 Rqp Stress Ina YES WB 0.75 Hoa(CT) 0.10 10 nla We BCDL 104 Code FBC2017RPI2014 Matr6cS Weight 236 lb FT = 20% LUMBER - TOP CHORD 2M SP No.2 BOT CHORD 2x4 SP No2 WEBS 2M SP No.3 REACTIONS. (size) 10=Mechanical, 17=0-" (min. (1-1-14) Max Horz17=196(LC8) Max Upliftl D=-466(LC 4),17=-Wl(LC 8) Max GmV10=1467(LC 1), 17=1569(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 64)-0 oc bracing. WEBS 1 Row at mtdpt 3-15 ' FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-511/157, 2.3=276111868, 3-4=23ODr/99, 4-5=22891823, 5-6=2194/887, 6.7=2194/8B7, 7$=1935f701, 8-9=1296/425, 9-10=-1455/466 BOT CHORD 1-17=182/524,16-17=379/524,15-16=-05112478,14-15=-645/2054,13-14=529/1709, 12-13=529/1709,11-02=382/1196 WEBS 3-15=-092f347, 5-15=801449, 5-14=1221363, 6-14=446/336, 7-14=2741751, 6-12--170/632, 8-11=-8331371, 311=-090I1529, 2-17=1381/583, 2-16=565/1960 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIM 60mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opst h=15fk CaL 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preverd water ponding. 4) This tors has been designed for a 10.0 psf bottom chord live load nonconrxment with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except Qt4b)10=466, 17=501. LOAD CASES) Standard j PE.7 51 a `.p STATE OF f iNA�,E�G�\\\\ f1t h6336.LN 5x5 = US = 3x6 = 3x5 = 5x5 = Dead Load Deft. = SM6 in 4x5 = Sx5 = 3xa = 4x6 = 3,5 = 4x6 = 3x8 = 5x5 = &a = 6x10 \\ t A -a 1-0O 149 14-00 23d-0 32-9-0 9418 �580 'I-0-0 I 62-9 F SS'r 1 9d-0 ~ 9+0 I 6�ra I 669 � ad-0 Plate Offsets MYl— r11:Ed9e.D-6-W. r11:0-1-12,0-0-01. 112 0-2-8,0-1-121, r18:0-2-8,0-1-121, r19:0�11.0-1-1ot. (19:038,Edget - LOADING(psf) SPACING- 2-D-0 CSI. DEFL in Qoc) Ildeo Lld PLATES GRIP TCLL 20.0 Plate Grip DOL- 125 TC 0.80 Vert(LL) 0.31 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.87 Vert(C-0 -0.58 13-15 >918 180 BCLL 0.0 Rep Stress Ina YES WB 0.92 Hcrz(CT) 0.14 11 n/a n/a BCOL 10.0 Cc de FBC2017/TP12014 Matra-S - Weight2471b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 •Except• B2: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (sae) 11=Mecrardcal, 19=0-8.0 (min. 0-2-1) Max Horz 19=123(LC 8) Max Upr"=-520(LC 4), 19=546(LC 5) Max Grav11=1633(LC.1), 19=1735(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. SOT CHORD Rigid calling directly applied or 5-9-15 oc bracing. WEBS 1Row at midpt 5-17,7-13 FORCES. Qb) - Max. Comp./Max. Ten. -AII forces 250 0b) m less except when shown. TOP CHORD 1-2---4421126, 2-3=3085I1026. &4=282111026. 4-5=2556/988, 51s=3071/1182, 6.7=30711l l a2, 7.8=258M%, 8-9--285011034, 9-10=3184/1052, 10-11=45581544 BOT CHORD 1-19=135/450,18-19=257/450,17-18=-8922787,16-17=1017/3011, 15-16=10171d011, 14-15=101&5021,13-14=101813021, 12-13=9162880, 11-12=1691467 WEBS 3-17=2951275, 4-17=1991749, 5-17=7611320, 7-13=7421314, 8-13=2o5p64, 9-13=3681299, 1D-12=771/2420, 2-19=1545/588, 2-18=738f2347 NOTES- 1) Unbalanced roof live bads 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 II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other five loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjohd(s) except (ft-4b)11=520, 19=546. LOAD CASE(S) Standard PE7 51 STATE OF j ZZ J �WRIO �j/FS+S7OtyI�NC, \\\AL M MP 5s5 = 314 = 3a6 — 314 = 515 = Dead Load Deft. =5/16 in 8z8 = 5,5 = 3x8 = 46 = 3x4 = 4x6 = 3X8 = 515 = am = 04T0 ,MI. I 1341-0 I 22-0-0 1 31-8-0 ) 3&t41 � 44-8-0 Oh-0 6-2-9 6S7 9-0-0 9-0-0 6S8 6-fi-e Plate Offsets (X Y)— f10:Ed9e,0-"l, 110:41-12,0-0-M, 111:0-28,04-121, f17:0-2-8,G-1-021, f18:0-1-12,0-0-01 f18:Edae,tl6-01 LOADING lost) SPACING- 2-0-0 CSI. DEFL in poc) Ildell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.75 Ved(LL) 0.32 14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.87 Vert(CT) -0.59 14-16 >901 180 BCLL 0.0 Rep Stress Ina YES WB 0.93 H=(CT) 0.15 10 nla Na BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight2441b FT=20% LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2x4 SPNo2'Exoept' B2 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 1 Row at midpt 4-16, 6-12 - REACTIONS. (size) 18=0-8-0 (min. 0-1-15), 10=Mechanical Max Horz18=97(LC 8) Max Uplih1B=523(LC 5), 10=523(LC 4) Max Gmv1B=1642(LC 1), 10=1642(LC 1) FORCES. cab) - Max. CompdMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2--3202/1D57, 2-3=2870/1040, 3-0=2601/1001, 4-6=310311191, 5-6=310311191, 6-7=260111001, 748=2870/1040, 8-9=320211057, 9-10=1566/546, 1-18=1566/546 BOT CHORD 17-18=259/469, 16-17=9242897, 15-16=10278048,14-15=102713048, .13-14=102613048, 12-13=1026/3048,11-12=9212897, 10-11=1691469 WEBS 2-16=367298, 3-16=2071771, 4-16=7541317, 6-tY 7541317, 7-12=2071771, 8-12=367298, 9-11=7762436, 1-17=7762435 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=S.Opst h=15$ Cat 11; Exp C; End., GC:pib.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 five load nonconc mam with any other five loads. 5) Referto girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (p=1b)18=523, 10=523. LOAD CASE(S) Standard 1-2 5.00 f 12 5x7 = 4 2x411 3x6= 3x5= 5 7 Dead Load Deft. =5116 in 2D 19 18 t7 16. 15 74 13 12 11 4x5 = 5x5 = 7x5 = 4,6 = Us = 3x5 = 4x6 = ax5 = 6x6 = 8.8 = 6x10 \\ 11 1-0-0, SS2 12-00 1&]J 94Ft3 34ae 462-13 4SBe t� S12 5613 I fiSa Plate Offsets MYF [4:0-5-4,0-2-121 [89.5-0 0-2-121 [11:Edge 0-6-07 111:0.1-12 0-0-01 [12:03-004-81 [16.0-2-80-1-81 [19:0-2-8 0-1-121 120 0-0�11 61-101 [20.0-3=8" Etlge] LOADING(pst) SPACING- 2-OA CSI. DEFL in Qoc) Odefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OM Vert(LL) 0.37 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.90 Vert(CT) -0.62 15-16 >849 180 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(CT) 0.17 11 We n/a BCDL 10.0 Code FBC201711PI2014 Matrix-S Weight246lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except' T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP Nc2 WEBS 2x4 SP No.3 REACTIONS. (size) 11=Mechanidal.20--0-80 (min.42'7) Max Horz20=107(LC 8) Max UpIM 1=546(LC 4), 20=572(LC 5) Max Gravl 1 =1633(LC 1). 20=1735(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 52-14 oc bracing. WEBS 1 Row at midpt 7-16 _ FORCES. (lb) - Max. C=PAA x. Ten. - All tomes 25D Qb) or less except when shaven. TOP CHORD 1-2=350M11, 2-3 3= /1047, 34=2931/1102, 44-3535/1426, 5-6=353411426, &7=353411426, 7.8=3547/1430, &9=2971/1114, 9-10=313211081, 10-11=1563/562 BOT CHORD 1-20>712/354, 19-20=195/364,18-19�9202727, 17-18=-8872657,16-17=8872657, 15-16=126513546, 1415=8952694, 13-14=-8952694,12-13=9512840, 11-12=133/401 WEBS 4-18=201301, 416=-45411154, 5-16=-431/324, 7-15=-474fd23, &15=446H 128, &13=32/324, 10-12=8222451, 2-20=15SW592, 2-19=7912389 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vutt-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15% CaL 11; Exp C; End., GCp141.18; 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 psi bottom chord five bad nonconcunent with any other live loads. 5) Refer to girder(s) for buss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=lb)11=546, 20=572. LOAD CASE(S) Standard PE7 5'I \% �►!c� PE [ STATE OF f 1833-84A 5x7 = 5.00 F12 3 2x4 11 3,6 = 314 = 5,7 = 4 5 6 7 Dead Load Defl. = W16 in i MOM - is 17 16 15 14 13 12 11 10 616 = 314 = 415 = 3x8 = 3x4 = 4x6 = 314 = 6x6 = 6x8 = nM 5-5-2 l 11-0-0 I 18-7-4 1 26-0-12 1 3343-0 I 39-2-13 ) 44-8-0 i Plate Offsets MY)— f3:0-5.4,0-2-12T, P:0-5-0.0-2-tth f10:Edge,0-6-01, f10:0-1-12.0-0-01.111:0-3-0,0-2$1. 115:42-8,0-1-Slft&0-3-0.0-2-81, f19:Edae,0.6-01, f19:0-1-12.0-0-01 LOADING4MI) SPACING- 2-" CSI. DEFL. in Qoc) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.52 Vert(LL) 0.38 14-15 >999 240 MT20 244M90 TCDL 7.0 Lumber DOL 125 BC 0.91 Ved(CT) -0.64 14-15 >833 180 BCLL 0.0 Rep Stress Inrr YES WS 0.94 Horc(CT) 0.17 10 We n/a BCDL 10.0 Cdde FBC2017fTP2014 Mab xS Weight 243 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'Except' T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 19=G-8-0 (min. a1-15), 10=Me&ml al Max Hom19=82(LC 8) Max UpIRM 9=549(LC 5), 10=549(LC 4) Max Gravl9=1642(LC 1). 10=1642(LC 1) BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc pudirs, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing. WEBS 1 Row at midpt 6-15 FORCES. (lb) - Max Comp.Mlax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=315O/lQa6, 23=299111120, 3d=357811439,45=3S7811439, 5fi=-357811439, 6-7=3577/1439, 7-8=2991/1120, 8-9--3150/1086, 9-10=1571/565, 1-19=1571/565 SOT CHORD 18-19=2091402, 17-18=9592857, 16-17=9042713,15-16=9042713, 14-15=127413577, 13-14=9012713, 12-13=9012713,11-12=95SIM7, 10-11=133/402 WEBS 3-17=31/323, 3-15=-450/1144, 4-15=-431Pd25, 6-14=-482f326, 7-14=-05011143, 7.12=31/324, 9-11=-8272466,1-18=8272466 NOTES+ 1) Unbalanced roof live loads have bean considered for this design. 2) Wind: ASIDE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=I5$ Cat II; Fxp C; End., GCpF-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 1 O.D psf bottom chord live load nonconcurrem with any other five loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except aMb)19=549, 10=549. LOAD CASE(S) Standard \\\\`oNl IMI I II I/ // rr-��// f PE 7 51 \ STATE r V t&n,'.61N HIP 5.00 12 Sx5 = 3x5 = 34 = 3x6 — 3x5 = Sx5 = c e o Dead Load 00. = 12 in v 1G lL 14 4x5 _ 34 — 418 MT20HS= US = 3x5 =4x6 MT2aHS= 3x8 — 4x5 — td0 dog e 1aAe I 161411 1 2]-95 3680 4S/-0 4'.._80 t 880 &1611 6t4tt l 6161t l B80 a 18 Plate Offsetet s (XY)—(1:032.0-3-01 f1:0.1-6.Edue1 M243-2.0.3-0) [121-3-71,Edpel it342-12.0-1-81 N841-120-1-67 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) Udell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.81 Vert(11) O.55 15-16 >999 240 MT20 244fl90 TCDL 7.0 Lumber DOL 125 BC 051 Vert(CT) -0.941516 >588 180 MT20HS 187/143 BCLL O.0 Rep Stress Inns YES WB OA9 Horz(CT) 022 12 n1a n1a BCDL 10.0 Code FBC20171TPI2014 Matr&S Weight 233111 FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No2 2-7-5, Right 2x6 SP No2 2-7-5 REACTIONS. (sae) 1=080 (min. 0-1-8),12=0-8-0 (min. 0-1-8) Max Horz1=76(LC 8) Max Uprrftl=589(LC 5),12 589(LC 4) Max G2v1=1702(LC 1), 12=1702(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-10-12 or bracing. WEBS 1 Row, at midpt 518, 8-13 FORCES. (Ib) - Max. CompJlvl . Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3671/1352, 2-3�361711368, 3-4=3434H290, 45=317511232, 5-6i=448211778, 6-7=448211778, 7-8=-0 211778, &9--3175/1232, 9-10=3434/1290, 10-11=-3617/1368, 11-12=367111352 BOT CHORD 1-18=1197/3308, 17-18=1603/4299, 16-17=160314299,15-16>1764/4666, 14-15=160014299, 13.14=1600/4299,12-13=1194=8 WEBS 3-18=192/276, 4-18�3W/1006, 518=1419/625, 516=53/440, &1"12/192, &15= 3121192, &15=53I440, &13=1419/625, 9-13=WO/1006, 10-13=1921276 NOTES- 1) Unbalanced roof live loads have been considered forthis design. ' 2) Wind: ASCE 7-10; Vutt=l6omph (3second gust) Vasd=124mph; TCDL=42psF BCDL=S.Opsf; h=15fk CaL II; Exp C; End., GCp'r4.18; 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 in= has been designed for a 10.0 psf bottom chord live load noncancument with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at--lb)1=5B9, 12=589. LOAD CASE(S) Standard r ! PE M51 n1 STATE OAF j lira (.4 2 1-2 Dead Load Deb =9116 in 5.00 12 6x9 = 2x4 II 4X = 5x6 = 2x4 II 414 = 8z9 = 4 5 6 7 e 9 10 - 1P Ap- Am -.AA _ _._ 1, 5x8 = 21 20 18 17 15 14 5x8 = 19 16 4,5 = 3x5 = 2x4. 11 3x8 = 3x8 = ax5 = 4x6 = 4xl2 M720HS= 4,11 = 400 MT20HS= ti-0 4a8p silo I uzao zone 2s<7 I I sz-sa se -so 4s+o 45aa 6d-0 add 62-1a 6014 I 6tr11 I 60-14 1 6.2-t0 I 680�0 -0� tN Plate Offsets MY)— 11:0-32.o-3-M, 11:0-0-14 Fdgei. 14:0-34,04-01 r10:034,DA-01, fl3:032,0-3-0I,113:1-3-3,Edae), r15:0-23,0-1-81 117:0-2-0,0-1-M, r20:0-3-0.0-2-01 LOADING(psi) SPACING- 2-0-0 CSL DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.67 Vert(U) 0.85 17-18 >647 240 MT20 2"1190 TCDL 7.0 Lumber DOL 125 BC 0.70 Vert(CT) -120 17-18 >459 180 MT20HS 1871143 BCLL 0.0 Rep SireSs Incr NO 1AB 0.82 Horz(CT) 025 13 n1a n1a BCDL 10.0 Code FBC2017/TPI2014 Matra-S Weight 525 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'ExcepN T2,T3: 2x6 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP N022-0-1. Right 2x6 SP No22-0-1 REACTIONS. (size) 1=0-8-0 (min. 0-1-8b 13=08-0 (min. 0-1-8) Max Horz 1=60(LC 8) Max Uplift1=1530(LC 5). 13=1530(LC 4) Max Grav1=3349(LC 1). 13=3349(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-10-14 oc bracing. FORCES. (lb) - Max Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=756013549, 2-3=75D613554, 34=769013657, 4-22=1089WS256, 22-23=10899/5257, 5-23>10900/5257, 5-24=10898/5255, 24-25=1089815255, 6-25=1089815255, 6-26=1274816131, 26-27=1274816131, 7-27=1274816131, 7-28=12748/6131, 8-28=1274816131, 8-29=12748/6131, 2930=12748/6131. 930=1274816131, 931=1W9215255, 31-32-1089115255,10.32=1089015254, 10-11=769113657, 11-12=7506/3554,12-13=7560f3549 BOT CHORD 1-21=3181/6814, 21-33=-330517138, 3334=33057138, 20-34=3305f7138. 19-20--6010/12734.1935=6010112734,18.35=6010r12734, 18-3s=-6010r12734, 3637=-6010112734, 3738=-6010112734,1738=6010/12734, 17-39=5134110890, 1639>5134/10890,15-16=5134110890,1540=-330317140, 4041=33=7140, 1441=330317140, 13-14=317916814 WEBS 3-21=2381531, 4-21=22/490, 4-2D=2080/4308, 5-20=7381630, 6-20=21231994, 6-18=0/519. 8-17=7041614, 9-17=9992148, 9.15=1750/1104, 10.15=207814298, 10-14=22/491, 11-14=2391532 NOTES- 1) 2-ply buss to be connected together with 10d (0.131'x3) nails as follows: Top chords connected as follows: 2x4 -1 cow at 0-9-0 M 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0.9-0 oc. Webs conneded as follows: W -1 row at 0-0-0 or- 2) A6 loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to plyconnectlons have been provided to distribute only loads noted 3) Unbalanced roof five loads have been considered s for this design. (� or (B), unless otherwise indicated. 4) Wnd: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=5.0pst h=15% Cat 11; Exp Encl.. Fs.. GCp =0-10- —J NCENS,- MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1-60 i �. F it 5) Provide adequate drainage to prevent water pontling. _� 6) All plates are MT20 plates unless otherwise indicated. PE 7 51 7) This truss has been designed for a 10.0 psf bottom chord live bad nonooncurrent with any other live loads. f 1 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except ;onthued on page 2 -O STATE OF ��\ I 1833a-u+ K NOTES 9) Hanger(s) or othercannection device(s) shall be provided suffident to support concentrated load(s)176 lb doom and 233 lb up at 8-0-0, 107lb down and 150lb up at 10-0-12, 107 Ib down and 150 Ib up at-12-0-12,107 lbdown and 150 lb opal 14-0-12,1071b doom and 1501b up at 16-0-12, 107 Ib dawn and 1501b up at 18 0-12, 107 lb dawn and 150 Ib up al 20-0-12,107lb down and i50Ib up at 22-0-12,1071b down and 1501b up at 234-0,107Ib down and 150Ib up at 24-74, 1071b down and 1501b up at 26-74, 1071b dovrn and 15o Ib up at 28-7-4, 1071b down and 1501b up at 30-7-4,107lb down and 1501b up at 32-74, 107lb down and 150lb up at 34-74, and 107lb down and 1501b up al 36-74, and 176 lb down and 233 Ib up at 38-8-0 on top chord, and 314 Ib down and 164 Ib up at 8-0-0, 801b down at 10-0-12, 80 Ib down at 12-0-12, 80 Ib dawn at 14-0-12, 80 Ib down at 16-412, 801b dawn at 18-0.12, 801b down at 20-0-12, 801bdown at 22-0-12, 80 Ib down at 23-4-0, 80lb down at 24-74, 80 Ib down at 26-74, 801b down at 28-74. 80 lb down at 30-74, 80 lb dawn at 32-74, 80 lb down at 3474, and 80 lb down at 36-74. and 314 lb down and 164 lb up at 38-74 on bottom chord. The designlselection 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 Lmds (pIQ Vert 1-4=54, 4-10=54, 10-13-54,1-13=20 Concentrated Loads (m) Vert 4=129(F)10=129(fr) 19=54(Fj 21=314(F) 20=54(F) 5=107(F) 6=107(F) 18=54(F) 8=107(F)17=54(1`) 9=107(Fj 15=54(F)14=314(F)16=54(1`) 22=107(F) 23>107(F) 24=107(F) 25=107(F) 26=107(F) 27>107(9 28=107(F) 29=107(F) 30=107(F) 31-107(F) 32=107(F) 33=54(F) 34=54(F) 35=54(F) 36=-54(F) 37=54(F 38=54(F) 39=54(F) 40=54(F) 41=54 fl �, ` % \ i PE 7 51 ` sTaTEO,F� LOADING( SPACING- 2-0-0 TCLL 20.0 0.0 plate Grip DOL 125 TCDL 7.0 Lumber DOL 125 BCLL 0.0 Rdp Stress Ina NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP M 31 -Except' T2: 2x4 SP No2 BOT CHORD 2x6 SP M 26 WEBS 2x4SPNo.3'ExwpP WI: 2x4 SP M 31 r SLIDER Left 2x4 SP No.3 3-9-15, Right 2x4 SP No.3 3-9-15 7x8 MT20H5= Dead Load Deft. = V16 in CSL DEFL in (loc) lideft IJd PLATES GRIP TC 0.96 Vert(LL) 027 9-10 >979 240 MT20 2441190 BC 0.78 Vert(CT) -0.42 9-10 >622 180 MT20HS 187M43 WB 0.81 Horz(CT) 0.12 7 Na n/a Matrix-S Weight 286 In FT = 20% BRACING - TOP CHORD Structural Wood sheathing directly applied or 1-10-13 oc purfins. BOT CHORD Rigid ceiling directly applied orS-6-8 oc bracing. ' REACTIONS. (size) 1=0-8-0 (min. 0-3-9), 7=0-8-0 (min. 0-2-9) Max Horz1=84(LC 27) Max Upliftl=-3101(LC 8), 7=2489(LC 9) Max Gmv1=8568(LC 1), 7=6211(LC 1) FORCES. (Ib) - Max, CompJMa Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1-2=18817/6821, 2-3=15379/5735, 3-4=12131/4722, 4-5=12127/4721, 5-6-1488015996, 6-7=14765/5905 BOT CHORD 1-14=-6284/17213, 13-14=-6284117213, 13-15=6284/17213,12-15=-0284/17213, 12-16=5252/14196, 11-16=5252114196,11-17=-5252/14196,10-17=5252114196, 1 D-18=5405113719, 9-18=-5405113719, 8-9=5356113488, 7-8=5356113488 WEBS 4-10=3W7/9088, 5-10-=3719I1835, 5-9=1700/3602, 6-9=3601434, 3-10=-4417/1489, 3-12=1330/4249, 2-12=3477/1186, 2-13=965/3171 NOTES- 1) 2-ply truss to be connected together Win 10d (0.131 k3`) nails as follows: Top chords connected as follows: 2x4 -1 row at 04-0 m Bottom chords connected as follows: 2x6 - 2 rows staggered at G-3-0 oc. Webs connected as follows: 2x4-1 row at 0-9-0 oa 2) All loads are considered equally applied to all plies, except if noted as front (F) or bark (B) fats in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only bads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof two loads have been considered for this design. 4) Wmd: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=42psF, BCOL=S.Opst h=15$ Cat II; Exp C; Encl., GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) AB plates are MT20 plates uNess otherwise indicated. 6) This truss has been designed for a 10.0 pal bottom chord live bad nonconcimeht with any other live loads. , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoinnt(s) except QFib)1=31��1 7=2489. \ wn 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1622 tb dand 560 Ib up 1613 lb doand 539 lb up at 4-5-4, 1613 lb down and 518 lb up at 6-5-4, 1613 lb down and 540 lb up at 8-5-4,1613 ib dowq`� own 56( up at I&S-4, and 1652 to down and 714 lb up at 12-5-4, and 3436 lb dam and 1664 lb up at 14-4-8 on bottom chord. The j deslgNselect on of such connection devices) is the responsibly of others. 1 r LOAD CASE(S) Standard :onfinued on page 2 PE7-E 51 t1� X6 ,.,ON . STATE OF i RiO Ig 1b33434.N LOAD CASES) Standard 1) Dead + Roof Live (balanced): Ltnnber Increas 125, Plate Invras 1,25 Undone Loads (plt) Vert 14=54, 47=54, 1-7=20 Concentrated Loads (lb) Vert 9=3436(B)13=1613(B)14>1622(B)16=1613(B)16=1613(B)17=1613(B)18=1652(B) (; PE 7f�051 ri� , -a % . STATE ; !6334Bi.N IME 4a4 = ►a 21 20 19 18 17 16 15 14 13 12 3,4 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 125 Rep Stress Ina NO Cgde FBC2017fIPt2014 CSI. • TC 027, BC . 0.19 WE 0.12 MabixS DEFL in Vert(LL) nfa Vert(CT) We Horz(CT) -0.01 (loc) Udeft Ud - nla 999 - nla 999 12 We We PLATES GRIP MT20 2441190 Weight1051b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc pudins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid calling directly applied or 6-" oc bracing. OTHERS OTH2x4 SP No.3 REACTIONS. All bearings 20-i0. ,lb)- Max Horz21=86(LC 10) Max Uplift All uplift 1011 lb less 17:19,20.15,14,13 or atjoint(s) except 21=123(LC 8). 12=127(LC 9) Max Gmv All reactions 250 b or less atjoings)17,19, 20, 15,14,13 except 16=304(LC 1), 21=351(LC 17), 12-351(LC 18) ,. FORCES. Qb) - Max CompdMax. Ten. -AM forces 250 (Ib) or less except when shown. TOP CHORD 1-2=114264, 10-11>111264 WEBS 6-16=26310 NOTES- 1) Unbalanced roof five bads have been considered for this design. 2) Wind: ASCE.7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psF, BCDL=S.OpsF h=151t; Cat II; Exp C; End., GCp".18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind bads in the plane of the buss only. For studs exposed to wind (normal to the face), we Standard Industry Gable End Details as applicable. or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord We load nonooncurent with any other We loads. 7) Provide mechanical connection (by others) of inns to bearing ptate capable of withstanding 1 DO lb uplift at joird(s)17. 19. 20,15, 14,13 except al --lb) 21=123,12=127. 8) Non Standard bearing condition. Review, required. LOAD CASE(S) Standard PE 7 .- �6 I STATE OFF f ko F xi�, las�a 4x4 = 414 = Dead Load Deft. = 5/16 in � i-0e 1+a iee0 tz-0o JIIBe a-o.ea-00 t-04 64-0 Ba-0 1 zao i ae-0 t-0O � Plate Offsets (Y Y)— r1:0-1-14.0-0-21, t1:0-0-0.1.321. r60-0-0.1.9-21 r6:0-1-14.0-0-2), f6:0.9-8.a3-41 LOADING(pst) SPACING- 24)-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.74 Ven(LL) -027 6-7 >963 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.97 Vert(CT) .0.56 1-0 >460 180 BCLL 0.0 Rep Stress Inrr YES WB 0.14 Horz(CT) 0.04 6 Na Na BCDL 10.0 Code FBC2017/fPI2014 MabizS Weight 97 th FT=20% LUMBER - TOP CHORD 24 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No2, Right 2z6 SP No2 REACTIONS. (size) 1=0-8-0 (min. 0-1-8),6=0-6-0 (min. 0-1.8) Max Horzl=76(LC 11) Max Uplih1=265(1-C 8). 6=265(LC 9) Max Gmvl=789(LC 1), 6=789(LC 1) BRACING - TOP CHORD SbucUral wood sheathing directly applied or 3-6-10 oe pur(ms BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. Via)- Max CompJMax. Ten. -All forces 250 (tb) or less except when shown. TOP CHORD 1-2=1428/476, 23=1167fd63, 3.4=1033r3W, 4.5--1167=. 5-0=1428/477 BOT CHORD 148=434/1264, 7-8=207/1D33, 6-7=35811264 NEBS 23=369/327, 33=150/375, 4-7=151/375, 5-7=369f327 4OTPS- 1) Unbalanced roof live loads have been considered for this design. i) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=12psf; BCDL=5.0psf; h=151k Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 1) This tiu s has been designed for a 10.0 psf bottom chord live load rwnconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of witlutanding 100 lb uplift atjoird(s) except (p=lb)1=265, 6=265. -OAD CASE(S) Standard rQ Ion-,-LN 4x5 = 4x6 = Dead Load Deft -aM6 in 1-0O BOO 1db0 2D0-D �� 1-0O BBO 660 t00 Prate Offsets CC Y)- 11.0-0-0 1321 Irat 14 0-a21 r2:0-2-12 a2d] 13:a5-0 a2-01 (a a1-la o-0-21 ra o-0-01-3-21 LOADING(psf) SPACING- 2-0-0 CSL DEFL in Qoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.S8 Vert(LL) -0.13 4S >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.61 Vert(CT) -029 4-5 >871 180 BCLL 0.0 Rqp Stress lnw YES WB 0.12 Horz(CT) 0.D4 4 We nla BCDL 10.0 Code FBC2017frP12014 Mebbc-S Weight 91 lb FT=20ro LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 WEDGE Left 24 SP No2, Right 2x6 SP No2 REACTIONS. (size) 1=a8-0 (min. al-8), 4=a8 0 (min. 0-1.8) Max Hom 1=61(LC 11) Max Uprdt1=246(LC 8), 4=246(LC 9) Max Gmvt=789(LC 1), 4=789(LC 1) FORCES. Qb) - Max. CompJMax Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=13981437, 2-3=12291449, 3d=13971438 BOT CHORD 1 7=330l1222, 6-7=-32511229, 5-6=32511229, 4-5=32811222 WEBS 2-7=0I290, 3.5=0290 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly appried or 10-M oc 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=42psf; BCDL=5.Opsf; h=15ft: Cat II; Exp C; End., GCpi=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This buss has been designed for a 10.0 psf bottom chord rive load nonconcumem with any other rive loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 IU uplift at joint(s) except (Ir- b)1=246, 4=246. LOAD CASE(S) Standard r ! PE 7M51 nix STATE O RD) See ko 183343LN 44 = 5.00 F12 M—M 4x4 = Dead Load Dell. =1/16 in Hz Us \\ US= 1E4 It -- _- 4x8= 4h9 // t-0D td-0 6OU 11de 164a 2aa-0 2l-0A221<a � 180 4dU I Sd0 I SU-0 I 43L 1-0e � Plate Offsets MY)- ra:O-z-B.o-t-8). ra:o-0-11.0-1-toj 19:0-0-00-1-121, i12:0-0-0.0.1-121,113:0-0-11 o-1-101 r13:0-2-80-1-81 LOADING04 SPACING- 2-M . CSL OEFL in Qoc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.48 Vert(LL) 0.12 11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.66 Vert(CT) -0.17 9.11 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.54 Horz(CT) 0.04 8 n/a We BCDL 10.0 Co de FBC2017/1P12014 Matrix-S Weight:10716 FT=20k LUMBER - TOP CHORD 20 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 13=0.8-0 (min. 0-1-8), 8--0-8-9 (min. 0.1-8) Max Hom 13=46(LC 8)' Max Upli813=-534(LC 8). 8=-533(LC 9) Max Gmv1 3=1 146(LC 1), 8=1146(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purfms. BOT CHORD Rigid calling directly applied or 5-7-13 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=18131911, 3-14=1640/867, 14-15=16391867, 4-15?1639/867, 4-16=1640/867, 16.17-1640/867, 5-17=1640/a67, 5E=1813/910 BOT CHORD 12-18=109812243, 18-19=109812243, 11-19=109=43, 10-11=10982243, 10-20=109812243, 9-20=-10982243 WEBS 3-12=51394, 4-12=-713/365, 4-11=0M9, 4-9=712/365, 5-9=51394, 2-13=1025/%O. 2-12=-681/1414, 6-8=10261559, 8-9=-681/1414 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=S.Opsf; h=15fK Cat II; Exp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This buss has been designed for a 10.0 psf bottom chord live load nonconcunerd with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of whhstandng 100 lb uplift atjoint(s) except (It-lb)13=534, 8=533. 5) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)166 to down and 246 lb up at 6-0-0. 55 lb down and 107 lb up at 8-0-12, 55 lb down and 107 to up at 1040-1Z 55 lb down and 107 lb up at 11-11-4, and 55 to down and 107 to up at 13-11.4, and 166 lb down and 246 to up at 16-M on top chord, and 84 to down at 6-0-0, 41 lb down at 8-0-12, 41 Ib down at 10-0-12, 41 It, down at 11-11.4. and 41 to down at 13-11h, and 84 lb down at 15-11-4 on bottom chord. The designlselection of such connection �device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss am noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead Loads 3Pmsa, 3-c5�—saL5.7 Vim' ea o1.zs, Plate Increase=l2s \\`�\a, jV)'8�,'� W Concentrated Loadspb) `� 20 rtt273-119(B) 5=119(B) 10=27(B)12--49(B) 9=-49(B)14=55(B)15=55(B)16=55(B)17=55(B)18=27(B)19 7 P� 51 l 1 -O STATE ORID NN j ,fi3-6-1N 1-0-0 8-4-5 7�2 Plate Offsets (X,l)- f2:0-0L8,0-1-121,15:0-1-10.1AF1, t5:0.0-0 0-1-121 LOADING(psf) SPACING- 2-" C51. DEFL in Voc) Vdefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.53 Ven(LL) -0.07 4.5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.35 Vert(CT) -0.10 4-5 >796 180 BCLL 0.0 Rep Slress Ina NO WB 0.08 Hom(CT) -0.03 3 n1a n/a BCDL 10.0 Code FBC2017RPI2014 Matrix-P Weight 26 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical. 5=041-5 (min. 0.1-8) Max Ho¢S=123(LC 4)' Max Upiil%3=125(LC 4), 5=166(LC 20) Max Grav3=141(LC 1), 4=99(LC 3), 5=254(LC 1) FORCES- (Ib) - Max. Comp.iMax. Ten. -All forces 250 (Ib) cr less except when shown. WEBS 2-5=263rn5 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=1 SOmph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.Dpsf, h=15% CaL 11; Exp C; End, GCpia-048; 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 noncencunent with any other five loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoim(s) except Or -lb) 3=125, 5=166. 5) Hanger(s) or other connection device(s) shall be provided sutflcient to supportcencentmted load(s) 30 lb down and 110 lb up at 2-11-0, 30 Ib down and 110 Ib up at 2-11-0, end 26Ib down and 52Ib up at 5-8-15, and 26Ib down and 52Ib up at 5-8-15 on top chord, and 71 lbup at 2-11-0, 71 Ib up at 2-11-0, and 51b down and 2Ib up at 5-8-15, and 51b down and 2lb up at 5-8-15 on bottom chord. The design/selection of such connection devuce(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 Inaease=125 Uniform Loads (pil) Vert 1.3- 54,14=20 Concentrated Loads (Ib) Vert 6=72(F=36, B=36) 8--94(F=47, B--47) �t J PE7 51 IL STATE OF j ONALtEG\\\\�� 7_AO_ Y 3c414 I t 1-9-14 i 7-5-15 - __ - _ - - 11-2-4 1-944 58-1 I 3-8-5 3x6 11 30 = 1 1-9-14 I 7515 11.2-4 1-9-14 ca_r I uc � Plate Offsets MY)- [204Y6,0-1.12]. T6:0-1-6.1-7-10t [8:040.0-1-121 - - LOADING(pst) SPACING- 2-0-0 CSL DEFL in Qoc) 1/den Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.48 Ven(LL) -0,03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.53 Vert(CT) -0.06 6-7 >999 180 ' BCLL O.0 Rep Stress I= NO WB 0.16 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Cdde FBC2017/TPaII14 Matrb(S Weight,13 lb FT=2D% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=-Mechanical, 8=13-11-5 (min. 0.1-8), 6=Mechanical Max Horz8=164(LC 20) ' Max Uplift4=79(LC 4), 8=200(LC 4), 6=147(LC 4) Max Grav4--99(LC 1), 8=370(LC 1), 6=289(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllr . BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. CompJMaz. Ten. - All forces 250 go) or less except when shown. TOP CHORD 1-2=3621152, 2-9=-4141186, 9-10=4181195, 3-19.375/187 BOT CHORD 1-8=1451365, 8-12=2551365, 12-13=2557365, 7-13=255f365, 7-14=2551365, 6-14=2551365 WEBS 2-8=2791227, 3-6= 4321302 NOTES- 1) Wind:.ASCE7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.0psF h=15fk Cat II; Exp C; End., GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconament with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) 4 except (It -lb) 8=200, 6=147. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 lb up at 2-11-0, 30 lb down and 110 lb up at 2-11-0, 26 lb down and 52lb up at 5-8-15, 26 lb down and 52 lb up at 5-8-15, and 58 lb dawn and 107 Ib up at 8fr14, and 58 lb down and 107 lb up at 8-6-14 on top chord, and 71 lb up at 2-11-0, 71 lb up at 2-11-0, 5lb down and 2lb up at 548-75, 5lb down and 2 lb up at 5-8-15, and 26 lb down at 8.i14. and 26 lb down at 8-r14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=125, Plate Increass=125 Uniform Loads (pit) Vert 1.4=54,15=20 ConcenVert 9=772(F Lwds36, 8=36)11=-65(F=33, B=33)12=94(F=47, B=47)14=-37(F=19, 6=19) _BL Z/ \\\\\\\ / PE 51 1 i ` nt' fl STATE 13 ,8339-LN 4x4 = a 7 6 1x4 it txb ;I 1x4 11 14 4 LOADING(psf) SPACING- 2-0-0 CSL DEFL- in Ooc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 028 Ver*-L) n1a - nla 999 MT20 2441190 TCDL 7.0 Lumber DOL 125 Be 0.18 Vert(CT) nib - n1a 999 BCLL 0.0 Rep Stress I= NO WS 0.05 Horz(CT) -0.00 6 We n1a BCDL 10.0 Code FBC20171 P12014 Matrix-S Weight 40lb FT = 20% LUMBER- BRACING TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (sae) 7=8-8-0 (min. 0-1-8), 8=8-84) (min. 0.1-8), 6=8-8-0 (min. 0-1-8) Max Horc8�-41(LC 8) Max Upltft7>19(LC 8), t--160(LC 8), 6=161(11C 9) Max Grav7=226(LC 1), 8=348(LC 17), 6=348(LC 18) FORCES. (lb) - Max. CcmpJMax. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 1-2-921282,4-5=911282 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vult=160mph (3-sesond gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsi; h=15$ Cat. II; Fxp C; End., GCp1=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 few), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. ' 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcvnemwith any other live bads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjoint(s) 7 except at--Ib) 8=160, 6=161. 7) Non Standard bearing condition. Review required. LOAD CASE(S) Standard :8336LN I 4x4 = �-M 2x4 II 2x4 11 LOADING(pst) SPACING- 2-" CSI. DEFL in Qoc) Ildetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.21) Vert(LL) -0.01 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.15 Vert(CT) . -0.03 5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 HOrz(CT) 0.00 4 n1a Na BCDL 10.0 Code FBC2017ITP12014 Matrix-R Weight 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 6=D-80 (min. 0-1-6), 4=0-6-0 (min. 0-1-8) Max Hom6=22(LC 11) Max UpIWa---69(LC a), 4=69(LC 9) + Max Gmv6=211(LC 1), 4=211(LC 1) FORCES. (Ib)- Max. CompJMax Ten. -All forces 250(lb) or less except when shdvm. BRACING= TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudms, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced toof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutl=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.W, h=15ft; Cat II; Exp C; Encf., GCpi--O.t6; MWFRS (enve)opeX Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcu ent with any other We loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at jamt(s) 6, 4. LOAD CASE(S) Standard 1833a1N 7-0-0 (1g-0 1t7-011 I 11Lfh � Plate Offsets (XY)— 120h12A-1-121, (2:0-1-11,1-2-81, f5:0-0-0 01-121 - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Poe) I/de6 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 SC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Inch YES WB 0.02 Horz(CT) .0.00 3 n1a We BCDL 10.0 Cdde FBC2017/rP12014 Mab x-P Weight 7lb FT= 200.4 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (sae) 3=Medhanlcal, 4=1viechanical, 5=0-0-0 (min. 0-1-0) Max H=65 43(LC 8) • Max Upld3=34(LC 1), 4=-43(LC 1), 5=-66(LC 8) Max Gmv4=5(LC 8), 5=223(LC 1) FORCES. Pb) - Max. CompJMax. Ten. - All forces 250 (Ib) orless except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purrms. 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=S.Opsf; h=15fh CaL II; Exp C; End., GCpF0.18; 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 bad nonconcu entwith any other live loads. 3) Referto'girder(s) for truss to thus connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oim(s) 3.4. 5. LOAD CASE(S) Standard �t 571krL �-6 I -o �.� srATE oF•„ i � IA,35-BAN � Plate Offsets MY}— r2:0-0.12.0.1-121 rs:0-1.81-2-01 (s0-0-0 0-1-121 LOADINGOGn SPACING- 2-0-0 CSL DEFL in 000) 9de8 ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.09 Vert(LL) -0.00 4-5>999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.07 Vert(CT) -0.00 4.5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.03" Horz(CT) -0.00 3 Wa nla BCDL 10.0 Code FBC2017/rP@014 Mabb(-P Weight 131b FT=20% LUMBER. TOP CHORD 2x4 SP No2 SOT CHORD 2z4 SP No.2 WEBS 2x4 SP N0.3 REACTIONS. (sae) 3=Mechanlral, 4=Mechan!cel, 5=04W (min. 0-1-8) Max Horz5=83(LC8) Max UPI W=-59(LC 8), 5=66(LC 8) Max Gmv3=54(LC 1), 4=40(LC 3), 5=220(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. BRACING - TOP CHORD Sbuchuat wood sheathing directly applied or 4-00 cc pudins. SOT CHORD Rigid calling directly applied or 100-0 cc bracing. NOTES 1) Wind: ASCE 7-10; Vu"— 60mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=S.Opsf, h=15ft Cat II; Exp C; End., GCpi 0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ) This truss has s been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 3Refer to g er(s) for tr u to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.5. LOAD CASE(S) Standard I Plate Offsets ().Y)- r2:0-0.12.0-1-121 [5:0-1-8.1-2-01, 15:D-0-0.0-1-12] - - - LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) 'Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 026 Vert(LL) -0.02 4-5 >999 240 MT20 244f19D TCDL 7.0 Lumber OOL 125 BC 020 Vert(CT) -0.04 4-5 >999 180 BCLL ' 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) -0.02 3 me nla BCDL 10.0 Cdde FBC2017frP12014 Matrix-P Weight 19 lb FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (sae) 3--Mechanical, 4=Mecanical, 5=0-8-0 (min. 0-1-8) Max Horz5=124(LC8)- Max UpU113>104(LC 8), 5=85(LC 8) Max Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. Qb) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins BOT CHORD Rigid mTmg directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=5.0psf h=15f0 Cat. I% Exp C; End., GCpi4.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 psr bottom chord live load nonconcumant with any other live loads. 3) Rarer to girder(s) for truss to truss connerbons- 4) Provide mechanical connection (by others) of truss to bearing plate capable of vdthstanding 100lb uplift at joints) 5 except Qrlb) 3=104. LOAD CASE(S) Standard r ; PE 7QO51 - t; �6 D `. STATE OF i 16 3-8-LN 7.1 3 14}4 8-0-0 1�n-rl I �N i Dead Load Defl.=11B in Plate Offsets (X,Y}- (20-0-12,0-1-121, I5:0.1A,1-2-01 f5:0-M,0-1-12) LOADING(psf) SPACING- 2-M CSI. DEFL in Ooc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.61 Vert(LL) 0.10 4S >766 240 - Mr20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.47 Vert(CT) -0.18 4-5 >444 180 BCLL 0.0 Rep Stress [nor YES NB 0.09 Horz(CT) -0.06 3 Na nia BCDL 10.0 Cdde FBC20171TPI2014 Matrix-P Weight 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No 9 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4-Medlartipl, 5=D-8-0 (min. 0.1.8) Max Horz5=165(LC 8) , Max Upli113=147(LC 8), 5=106(LC 8) Max Gmv3=161(LC 1), 4=120(LC 33, 5=353(LC 1) FORCES- Ob) - Max. CompJMax. Ten. - All forces 250 Ob) or less except when shown. WEBS 2-5=319/300 BRACING - TOP CHORD Structural wood sheathing directly applied or 0.0.0 oc purrm BOT CHORD Rigid calling dimctly applied or 104)-0 cc bracing. NOTES. 1) Wind: ASCE 7-10,, Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf, h=151t Cat.[[; Exp C; End, GCp".18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This loss 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 buss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except (It -lb) 3=147, 5=106. LOAD CASE(S) Standard DF 7R(159 STATE OFRIO / } J � 1 �oNI ,S�C� \N la ifi33e-LN � 1 500 t2 1 3x4 4x4 = 2 3x4 � J LOADING(p.0 SPACING- 2-0-0 CSI. DEFL In 00o) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 I TC 0.67 VerttU) n1a - n/a 999 W1720 2441190 TCDL 7.0 Lumber DOL 1.25 BC OAS Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mabix-S Weighb 38 0) FT= 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlms. BOT CHORD Rigid calling tl'irec0y applied cr 10-U-0 oc bracing. REACTIONS. (size) 1=12-0-0 (min. 0-1.8), 3=12-0-0 (min. 0-1A), 4=12-M (min. 0-1-8) Max Ho21=40(LC 10) Max Upfift1=78(LC 8), e--485(LC 9), 4=115(LC B) Max Gmv1=175(LC 17), 3=175(LC 18), 4=439(LC 1) FORCES. (ib) - Max CompJMax. Ten. - All faces 250 (lb) or less except when shown. WEBS 2-4=21WI59 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wmd: ASCE 7-10; Vu0=160mph (3- cond gust) Vasd=124mph; TCDL=42psh BCDL=S.Opsf, h=15f5 Cat U; Exp C; End., GCP".18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunerd with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 1, 3 except (t--lb) 4=115. LOAD CASE(S) Standard oc PE ►tar ,%.I. 1' pi. STATE zzz �R110 4x4 = 3 7 3x4' 1x4 tat Tx411 W"i, 3x4 �� 16-0-0 LOADING(.s SPACING- 2-0-0 CSI. DEFL in Qoc) 8de8 Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 027 Ven(LL) We - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.18 Vert(CT) nla - nla 999 BCLL 0.0 Rep Stress lncr YES WB 0.05 Horz(CT) 0.00 5 We We BCDL 10.0 Code FBC20171TP12014 MabbcS Weight155 lb FT=20. LUMBER- BRACING - TOP CHORD 24 SP No3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 1G-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16b0. Qb)- Max Hom 1=55(LC 11) Max Uplift AD uplift 100% or less atjoud(s)1, 5,7 except 8=175(LC 8), 6=175(LC 9) Max Grav AD reactions 250 Ib or less at joint(s)1, 5 except 7=262(LC 1), 8=318(LC 17), 6=318(LC 18) FORCES. (lb) - Max. Comp.Mtax Ten. - AD fonxs 250 Qb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered forthls design. 2) Wmd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=S.Opsf, h=16% Cat Il; Fxp C; End, GCpi 0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonoonwrrerdwith any other live loads. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 5, 7 except Qt-Ib) 8=175, 6=175. LOAD CASE(S) Standard 4x4 = 3yq - a 7 6 3x4 tx4 d Sx4= 1x4 II Plate Offsets (XYF- I7:0-2-00-3-01 LOADING(psf) SPACING- 2-M CSI. DEFL in (Ioc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.47 Vert(LL) Na - We 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Ved(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Inor YES WB 0.08 Harz(CT) 0.00 5 Na Na BCDL 10.0 Cdde FSC20171TP12014 MatrixS Weight 691b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid veiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-8-0. (Ib)- Max HomI=-69(LC9) Max Upirft All uplift 100 lb or less atjoim(s)1. 5 except 8=225(1-13 8), 6=225(LC 9) Max Grev All reactions 2501b or less atjoint(s)1, 5, 7 except 8=416(LC 17), 6--416(LC 18) FORCES. fib) - Max. CompdMax. Ten. -Ali forces 250 (lb) or less except when shown. NE13S 241=299/267,4.6=299I266 VOTFS- 1) Unbalanced roof live bads have been considered forthis design. 2)1Wmtl: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=42W. BCDL=S.Opsh h=15ft Cat 11; Exp C; End, GCpi--0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. i) This buss has been designed for a 10.0 psi bottom lard live load nonconcurrent vrith any other rive loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1. 5 except ate) 8=225, 6=225. -OAD CASE(S) Standard \ ' r ! PE 7_&051 n1 STATE O/Fyn 1 2i 1a'ma q 1 2x4 5 2r4 II 2 3 LOADING(psf) I SPACING- 2-60 CS'. DEFL. in (loo) Well Ud TCLL 20.0 Plate Grip DOL 125 TC 0.11 Vert(LL) nla - rue 999 TCDL 7.0 Lumber DOL 125 Be 0.08 Vert(CT) I r9a - n1a 999 BCLL 0.0 Rep Stress Inv YES WB 0.00 Hoa(CT) 0.00 We nfa BCDL 10.0 Code FBC2017/rP12014 Matmc-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 1=34)-O (min. 61-8),3=3-M (min. 0.1.8) Max Hors 1=-04(LC 8) Max Uplif1=24(LC 8),3=-42(LC 8) Max Grav1=79(LC 1). 3=79(LC 1) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 2441190 VMght 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing daectly applied or 3-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceSmg diredly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL= 4.2psf, BCDL=S.Opsf, h=15f; 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 psf bottom chord rive load nonconarrerd with any other live loads. 4) Provide mechanics[ connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1. 3. LOAD CASE(S) Standard 1 i 551 i STATEOFRW } ia33.6-DW 2c4 i 5.00 12 314 = 2x4 C Plate Offsets_(X,Y)— f2:0-2-0,Edgel LOADING(psf) SPACING- 2-" CSI. DEFL in (Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.04 Vert(LL) nfa - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.13 Vert(CT) We - We 999 BCLL 0.0 Rep Suess Inns YES WS 0.00 Harz(CT) 0.GO 3 nfa nfa BCDL 10.0 Cdde FBC2017/iPi2014 Matrix-P Weight 10 lb FT=20% LUMBER - TOP CHORD 2x4 SP 140.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=4-0-0 (min. 0-1-8),3=4-0-0 (min. 0-1-8) Max Horz1=10(LC 9) Max Upl'dtl=-33(LC 9), 6=33(LC 9) Max Gravl=94(LC 1). 3--94(LC 1) FORCES. Ob) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ce3ing directly applied or 104)-0 oc 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=42psY, BCDL=5.OpsF, 14=15it; CaL 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonrancurrentwith any other live loads. 5) Provide mechanical connection. (by others) of truss to bearing plate capable of withstandng 100 lb uplift atjoint(s)1, 3. LOAD CASE(S) Standard \�i\GENS�%ii -W(l PE7 51 ot1 �� 1 �2� ts33-a-W,� 1. 1 2*4 % 2x4 II 2 9 .I LOADING(pst) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.45 DEFL in (loc) gde8 ud Vert(LL) n/a - rda 999 PLATES GRIP MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.35 Ven(CT) Na - nla 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 nfa n/a BCDL 10.0 Code FBC2017ITP12014 Maabc-P Weight 17 to FT = 20-4 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 1=5-0.0 (min. 0-1-8),3=54)-0 (min. 0-1-8) Max Horz1=85(LC 8) Max UpINP1=-46(LC B), G=-02(LC 8) Max Grav1=153(LC 1), 3=153(LC 1) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pur ins, 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=5.0pst h=15tt; Cat 11; Exp C; End., GCpF0.18; 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 nonconwnnent with any other five loads. 4) Provide mechanical connection. (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. LOAD CASE(S) Standard ZZ I PE 751 nit O STATE OF / ,q, 18333Ili �O 3 5 4 2x4 tx4 II 2x4 :I LOADING(psi) SPACING- 2-0-0 CSI- DEFL. in Poo) Udeft Ud TCLL 20.0 Piste Grip DOL 125 TC 0.22 Vert(LL) o/a - n/a 999 TCDL 7.0 Lumber DOL 125 BC 0.16 Vert(CT) n1a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.06 Harz(CT) 0.00 We n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P , LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1-743-0 (min. 0-1.8), 4-7-0-0 (min. 0-1-8), 5=7-0-0 (min. 0-1-8) Max Horz1=126(LC8)• Max Uplift4=52(1_C 8), 5=152(LC 8) Max Gmv1=70(LC 1), 4-98(LC 1). 5=285(LC 1) FORCES. (lb) -Max CompdMax. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 2441190 Weight 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. SOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. , NOTES- 1) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.0psf; h--15$ Cat II; Ev C; End., GCpi--0.18; MWFRS (envelope); Lumber DDL=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 bad noncam ent with any other live loads. 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Gt=-lb) 5=152. LOAD CASE(5) Standard Elt NN �N�t J� �( PE7 o STATE OF i Aar ////h!%M11�N�\\`\ 2 4 ffi6 a 4,4 = 2c4 a LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 028 Vert(U) nla - n/a 999 MIT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.18 Vert(CT) Ma - We 999 BCLL 0.0 Rep Stress [nor YES WB 0.03 Horz(CT) 0.00 3 nla We BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight 24lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (s'¢a) 1=8-D-0 (min. 0-1-8), 3=B-" (min. 0-1-8), 4=8-M (min. 0-1.8) Max Horz1=25(LC 8) Max Upfif =-58(LC 8). 6=62(LC 9), 4=52(Lc 6) Max Gravl=118(LC 1), 3=116(LC 1), 4=248(LC 1) FORCES. Qb)-Max ComplMm Ten. -All forces 250(lb) orless except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or B-0-0 oc purlms. BOT CHORD Rigid cei ing directly applied or 10-" cc bracing. NOTES- 1) Unbalanced roof live bads have been considered for this design 2) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCDL-42psF, BCDL=S.Opsf; h=15$ CaL 11; Exp C; End., GCpi=0A8; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtentwith any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1. 3, 4. LOAD CASE(S) Standard Eft F r1PE 7 51 i al x i STATE O 7 / �RN /+, �N- �j/iSs�ONI�Ixx ��\\�� Qj • 3 5 4 20 U4 II 2x4 II LOADING(psf) SPACING- 2-0-0 CSL DEFL in Qoc) Udell Ud TCLL 20.0 Plate Gdp DOL ).25 TC 0.38 Vert(LL) Na - Na 999 TCDL 7.0 Lumber DOL 1.25 SC 028 Vert(CT) Na - nla 999 BCLL 0.0 Rep Stress Ina YES WB 0.07 Harz(CT) 0.00 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-S UJMBER- TOP CHORD 2x4 SP No.3 GOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (sae) 1=5-0-0 (min. 0-1-8),4=9-0-0, (min. O."L 5=9-0-0 (min. 0-1.8) Max Hoyt 1=167(LC 8) • , Max UpII t4= 55(LC 8), 5=201(LC 8) Max Gmv1=122(LC 1), 4=103(LC 1), 5=376(LC 1) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=2751252 PLATES GRIP MT20 244/190 _ Weight 34 lb FT = 20% BRACINC> TOP CHORD Structural wood sheathing diree0y applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. , NOTES- 1) Wind: ASCE 7-10; Vult7-166mph (3-second gust) Vasd=124mph; TCDL=4.2pst, BCDL=S.Opsf; h=15% Cat II; Fxp 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 buss has,been designed for a 10.0 psf bottom chord We load nonconcu entwith any other five loads. 4) Pmvide mechanical connection (by others) of fuss to bearing plate capable of withstanding 100lb uplift at)oint(s) 4 except (It-1b) 5=201. LOAD CASE(S) Standard \\ll l 11II//// - PE 7 51 �} X6 t STATE OF— sipN�EN\�� r//111 I i 111\\\