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HomeMy WebLinkAboutTRUSS PAPERWORKSOUTHERN TRUSS COMPANIES, INC. SOUTHERN RANDY@SOU rBERNTRUSS.COM TRUSS 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 (800) 232-0509 / (772) 464-4160 / (772) 318-0016 Fax: COMPANIES Project tJ--e and Address: OAKLAND LAKE Occupancy: X Single -Family Lot:_40 Block: County: STLUCIE Multi -Family SCANNED Truss Company: Southern Truss Companies, Inc. Commercial Truss Engineering Program: Mitek Engineering t BY Plates By:: Mitek Plates I St Lucie County Contractor / Builder: RYAN HOMES Model: 1452 Elevation: A 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 CG'db FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by .the following provision: ROOF FLOOR Top chord live load: 20 P.S.F. Top chord live load: — P.S.F. Design criteria: ASCE 7-10: 160 MPH Top chord dead load: 7 P.S.F. Top chord dead load: — P.S.F. Engineer. Brian M. Bleakly Bottom chord live load: 10* P.S.F. Bottom chord five load. _ P.S.F. Address: 2590 N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load: — P.S.F. Fort Pierce, FL. 34951 Duration factor. 1.25 Duration factor: — Mean height 15' Exposure: C *10.0 P.S.F. bottom cbord live load nonwncmrent with any other live loads. This is an index sheet submitted in accordance with the Department of Professional Engineering. Tallahassee, FL. Engineering sbeets arephotocopies of the original design and approved by me. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 Al 21 J6 41 61 81 96 2 A2 22 J58 42 62 82 97 3 A3 23 J5 43 63 83 98 4 A4 24 J5A 44 64 84 99 5 A5 25 J4 45 65 85 100 6 A6 26 J3 46 66 86 101 7 A7 27 J3A 47 67 87 102 8 A8 28 J2 48 68 88 103 9 A8GL 29 11 49 69 89 104 10 B1 30 V8 50 70 90 105 11 B2 31 V4 51 71 91 106 12 B3 32 .MV6 52 72 92 107 13 B4G 33 MV4 53 73 93 108 14 Cl 34 MV2 54 74. 94 1109 15 C2 35 07 55 75 95 1 1110 16 C3G 36 07A 56 76 17 Ll 37 06 57 77 18 L2G 38 CJ4 58 78 19 J7 39 59 79 20 J7A 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 M. Bleakly Lie. 476051 WA& n. �0 TYPICAL DETAIL @ CORNER. - HIP ~ NOTE: NDS=Navonal Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFactor=1.00) nds toe nails only have 0.83 of 'lateral Resistance Value. 12. sOA t; A� S(A) HIP GIRDER CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT 0 UP TO 265Q — 2-16d NAILS REQ'D Q UP TO 394# = 3-16d NAILS REQ'D n h J7 A J3 i -- J5 use 2—tEd toe nail TT Bc_ H7 (HIP GIRDER Typical jack 45' attachment use 3-16C toe nail TYPICAL CORNER LAYOUT & ?-16d Typical Hip —jock' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC ——————— 2-16d nails ————— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16d nails ————— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails I — — — — — BC — — — — — —— 2-16d nails ———— HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — - 3-16d nails — — — — — BC — — — — — —— 2-16d nails ———— MINIMUM GRADE OF LUMBER T.C. 2s4 SYP 2 IM 2x4 SYP 2 WEBS 2x4 SYP No3 LOADING PS L D TDP 20 BOTTOM 00 10 SPACING 24' O.C. rSIX INCR.: OOS FEC2017 SOUTHERN TRUSS COMPANIES hfk://... ,dhcrnh mm Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4150 Fax:(772)318—OD16 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 TYPICAL DETAIL @ CORNER. - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (DAL Factor= 1 .25) nds toe nails only have 0.83 of lateral Resistance Value. 12 HIP GIRDER 12 15 & OVER �e 7-0-14 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT QA UP TO 265# = 2-16d NAILS RE0'D. © UP TO 394# = 3-16d NAILS RE0'D. use 2-1 Sal toe nail TC & BC. Typical jack 45' attachment TYPICAL CORNER IAYOUr 1 _-use 3-16d`1 toe nail 0 TG`, & 2-16d @_BC; Typical Hip -jock' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1-J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - -- 2-16dnails ----- J5 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - SC - - - - - -- 2-16dnails - - - -- TC ----- -- 3-16d nails -- - - - BC ------- 2-16dnails ----- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - -- 2-16dnails I ---- SOUTHERN TRUSS COMPANIES ht#//. xou>nemw—tea IIMUM GRADE OF LUk T.C. 2x4 SYP g2 B.C. - 2x4 SYP �2 WEBS 2x4 SYP Na.3 LOADING (PS SIR INCR.: 25x L 0 FBCza17 TOP. 20 somm 00 10 SPACING 24' O.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fox:(772)31 8-00 16 Brian M. Bleakly Struct Eng #75051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-454-41Brian M. Bleakly Struct Eng 2590 N. Kings Highway, Ft Pierce, FL 34951 772- -41 so Rangers Face Mount Hanger Charts Mike JaistSfm " StodcHo. NeLNa SteH Eau .-�, Fd'imarSchedulezj :-: 0F15P AUowahle laads(LM )° e _ Code ` - Aet. Neatlaz:. Joist . 19H +0 A'- Max Nail Nail' Aoor 100%'115%725°b 1671% _ LL JI24 W24 20 II-9A6 3 1-12 15/16� - 4 Intl 1 2 I 10dx1-1/2 01.540.1580.1 320 . 5, R5, F2 4 tfid 2 10d x 1-112 560 1 640 1695': 320 JL241F-R - 18 1-12 - I _ 4 10d HDG 2 10dz1-12 HD 465) S35 580'.1 280. I 31, R1, F32 4 16d HOG 2 10d x 1-12 HDG 550 1 615 i 615. 280 2x4 JI1524 WS24 18 1.V 4 10d 2 10d 675. 7751 M- 510' 51n124 U24 i6 ±-91163-1 2 1-4 TI- Intl 2 10dx1-12 Ago .56016f15:'4 5, 16d 2 10d x 1-12 590 665 1 720 J 380- RD26 HU26 14 2-12 14 iBd 2 Indxt-72 1,15 695'{ 141 1 365' R5, F2 1 4 --615 j 6� 1 745..1 595. _-: JL26 11126 2D-I1-9M61 3 4314 7-72 - ]d 75tl6y::�- 73 .6 `.: 1Dd. j'4. 1; 10dx1-12 +. 71D 805! 870; 650 '6 - 16d 4 1'- 1Ddi1-12 1840 1 96011045' 650 -�JL261F-R - - WC26Z 18 :1-9/l6 ��°, 4-V2 1-112 �1 - - _'"6 ' Ind HDGa.4'170d KI-12H06.1 695 800. 870 73D 31. RI, F32 6 16d HDG1 41Y0dx7-12 HOG 8301 95D?1035 730 -. ,. JUS26 A lt1SZ6".•I' -18 11-9d6. 4-13116 71-3/4 1>'' '.':.4.'j" 1Dd .1 .4'I - 10d%- { 97D 10001 logo 1'115 " 5, R5, F2 - N1U526 - =7B":1-9/16:'&711fi - '�s'2� Y:"'9 _ _ t"6= =. 10tl J� 6-�-..=,'. ]Od.. -. .I 1TA5 1475 16051 . 865: 1 137, R1, F32 F SUH26 1 - J12G- i dfi 1-9116 5-1/8 =2 - 1 3h- J: ,'d = -•: 6 10d. 4 ..1Ddx112 750 840191D1 "755 D '.=16d-. 4 DOdx 7-12:.:-1'880 110110110110.1 .755 "jNW-6 - i61S2ri a: 16, -1 l-Sm 3,7116 - `3 37....' - . -144 Aid= 1.6 -:16d .1 2760131401 51 1925 HD26 fim 9716�:- 21 B. - Mx Z :Inx1�5 - 6917451 3M: 5 fl5, 615 695 { 745 { 55-14 _ HD28 HU28 74 1-MG 5-1/4 .2-72 - 1118 Min 8 -'t6d 4 - - 10dx 1-112 11Zi0 7230 1390 1144D0190 780. F2 Maz 139011 875 JL26 LU26 20 1-9116 4-3/4 1-1/215116 _ 6 10d 14 1 10d x 1-1/2 - 710 805 1 870 6" 6 16d 4 ( 10d x 1-12 B46 1 9So j 1045, En ' JL2GIF-R W C26Z 18 11-9116 412 7-12 - _ 6 10d HDG 1 4 1 10d x 1-12 HDG 695 j 800 1870 730 I 31, R7, F32 6 16d HDG 4 10d x 1-12 HD G 830 950 - 7035 730 JL28 Um 20 1-9A6 6-3/8 1-12 1SM6 _ 10 10d i 6 10dx1-12 118D 12951 1235.j 855 S. R5, F2 10 16d I 6 10d x 1-12 1400 1600 j 1740 1 B:S .281FR - 18 I-MB 6-1/8 1-12 - _ 8 10d HDGI 4 10dx1-12 HDG 930 1065 1160,1 730. 31. R1, F32 8 166 HDG 4 10dx1-12 HDG 11115 1215112161 7W JU526 JI1S28 LUS26 LUS28 18 18 I-W6 1-9116 4-13116 6-5/8 1-3/4 1.3/4 1 1 1 - 4 6 10d 1Dd 1 4 4 10d 10d .87D 1 11101 10001 IBM lZ701 1375. .1175 1115 1 5, fl5'F2 MUS26 MUS26 18 1-9/16 5-1116 2 1 - 6 10d 1 6 10d 12B5 147511505:. 865- 31, R1, 2xB MUS28 MUS28 18 1-MB 7-1/16 2 1 8 10d 1 8 iDd 17101 19701'21401 1230 F32 SUH26 U26 16 1.9f16 5-1/8 2 1-3/16 _ 6 10d 4 1Ddx1-12 :75D 1840J 9101 755- i 6 ind 1 4 1Ddx1-12 880 100011080 755 9JH28 - 16 1.9/16 6-518 2 1-3/16 _ 8 10d 1 6 1Ddx1-12 10DO 1 1120112101 800. 8 16d 6 106 x 1-12 11751 13351 1440' 800 HUS26 HUM 16 1.5'A e-7/I6 3 2 - 14 16d 6 16d 7760 31401 3345 1925 5 5. HU528 I HUS28 1 16 1.5/8 7-3/16 3 2 - 22 16d 16d 417D 4345 143451 2S70 HU28 14 1.9/16 5-1/4 2-12 1-1/8 Mm 8 160 10dx1-12 -1230 139011490 780HD28 M� j 1230 13901149D 8256fin HD210 HI1210 - 14 1-9/16 7-3116 2-721-1/8 10 1Edledx1-12 164011735 INS 1 780 Mai 14 2156124301 26101 7770. 1)'Uprdt bads have been mceased 611%to wind orselanic leads; M tunher increase shall be permi8ed 2)16d sinkns (0.148 dia. x 3-1141 long) may be need at 0.84 of the table load where 16d commas are specified. This does not apply to ATS, HITS, MUS slard nail hangers. 3) For JUS, HI6, and MUS hangers Nails mustbe omen at a 30° to 45' angle through thejoist or buss into the headerto achieve the table loads 4) NAn S 10d x 1-12' M8s are 0.148' da, x1-12' long, 10d nails are 0.148' dia x 3' long, 16d rails em 0.162' dia. x312' Img. New products or updated product Information are designated in blue torn Corros)on Finish EStaidess Steel ElGold Coat j HDG 07dple Zinc 112 Cordinued on next page Hangers Face Mount Hanger Charts Hek` :Jdst Size - ' LISPSteel Mock No. - _ +s 8ef. No - Gauge Gauge: Dimensions (in) - . Fasfenlr Scheduler 'DFlSP Allowable Loads (LbS) a 0 s W _ .' pde; � : pled. - _Header- ,� •'. Jorst . -`' w H D -.. A . I;w Jla. - - . Nail Nail Flom 100% Roo( 1158E 12M .Upldtr 1:.'a JUS24-2 j WS24.2 1 18 3-18 3-7/16 I 2 1 4 I 16d 12 lad I SD5 920 { 965 { 325 2 4 SIIH24-2 U24-2 16 3-1/8 3-18 2 1-1B� - 6 lad 2 10d 750 :I i'91A { 38A 6 1" z 1 Od 4BO 00 1B40 011080 j 380 (2) x HD24-2 HU24-2 14 3-1/8 3-12 2-12 1-1/8 - 4 16d 2 10d . 615 60 745 j '385 HUS24-2 14 3-18 3-7/16 2 1 7 4 16d 2 16d 850 965 1 1D40 495 I HUS24-21F 14 3-18 3-7/16 2 1 4 16d 2 16d ..85A 955 1D40j 495 JU5262•; .. '::W5262. =1`18 "I 3-1Bj 5-1/4.y' 2:` 1 `. _- 4"i'r 16d4' 16d'1040 1185j I2201 1355 '.i - - 1 SUH26-2 U26-2 1-.�1fi': .3-1/8 1 S7/161- , 2 1 1B _ - 1A- IN .4 10d 1250 1405 1515, 755 .tO 16tl I' 4 1 10d' 1470, 1670 180D 755 �- M0242 -: .-(NU24-2 }-"14 1 3-i8 1 3-12 12-12°'4. •'). 16d' 2 is d 1 6151 895 745 { 385 I $IUS26-2 - j "HUS25.2-"1:.'14 3-1/8 j 5-U4 j 2 - 1 j -: - ` 4 16tl I 4._. 16tl' 1085 1235j 13DO i 1155 {2) 2z6 ... { HUS26-2JF ::' HUSC26-2 -{ 14 . 3-18 1' S-1/4 { 2; j 1 .4- '16d . -4-' 16d 1085 .1235 13001 1755 I -". 8D26-2 :. _HU26-2 74 . 3-18 5174 I2-1211-18 Kn 1'.8 16d '�4 :.. -6 'j IDd .: 1230 18501 11390i 2085 7490j 12235 7811 i 1170. I 12 N026-21F '- _ THUC26-2 .{..�._, I� .14 3-18 1 ° 5-114 2-1n• .NBn.-a 16d 'j'6-' ::'4 i�' 10d 123D: 1850. 139Di 208.512735E 14901 . 780 1170. ..Maxa'121 JUS26-2 WS26-2 1 18 3-1/8 5-114 2 1 4 I 16d 4 166 1A40 13B51 1MI 1355 :) JUS28-2 LUS28-2 718 13-1/8 1 7-1B 12 I 1 6 16d 4 116d 1325 151DI1645i 1355 11 SUH26-2 U262 !!! 16 3-18 5-1/16 2 1-18 - 10 j 10d 4 110d 1250 1405115151 755 I. { 10 16d 4 10d 1470 167011 BOO 1 755 SUH28-2 - 16 3-18 6-1/4 2 1_118 _ 12 10tl 4 110d .1500. 16851 1815 1-755 12 16d 4 10d 1765 "1915119151 HU326-2 HU526-2 14 3-1B 5-1/4 2 1 4 16d 4 16d 1085 1235� 1300f 1155 HUS26-2F HUSO26-2 14 3-1/8 5-1/4 2 1 4 16d 4 16d 1085' 1235 1300 1155 HUS28-2 HUS28-2 14 3-18 7-18 2 1 - 6 166 6 16d 1625 1950j 1995{ 1810 (Z)2x8 HUS28-21F HUSC28-2 14 3-1/8 7-18 2 1 - 6 16d 6 16d :1625: 18501 1995 181a. HD26-2 HI126-2 14 3-18 5-1/4 2-12 1-1B KM Maz 8 12 16d 4 1Od 1230. la50:I.2085: 13901 1490 2235- 780 1170. F2 6 HD26-21F HU026-2 14 3-18 5-1/4 2-12 -10F Nlin 8 1� 4 1� 1230111139D 185A20B5� 149Dj 2235 790 - 1770 12 6 HD28-2 HU28-2 14 3-18 7-1/8 2-12 1-1/B Mm Max 10 14 16d 4 1 15401735 2165 24301 1865 MID I 780 117D 6 HD28-20 FIUC28-2 14 3-1/8 I 7-18 2-12 _ Min 10 166 4 6 10d 1540 2155 1735j 2430 1865 2610 - 780. .1170 Max 14 = WS26.2 y` -1- 1': '-- - 6, • 16d- -4- 16d: 1325: 1510: �1M � 13M JU5210-2..LUS2142.': 18 3-1/a 9-1/B . 2' {' V ;-'. - 9-.`- 16d 6 i i6d.;11845. 2105: 2790 1980 - SUH28-2 -, ifi 31B -6-1/4 2,- i 1B - 4 i -1 Od: 1500 1685 195{ 755- d, ":4 lod 11765i 1915j 1915 755 U21M J6 3.18 B-9/I6 ; 2 - 11/8 d- d• .6., - 6 �j 1od 1200D 1Atl ?350 2245 2670. 2420 2880 1135SUH21D-2 1335 HUS28-2 ---' 'HUS282 - ' :' 14 3-18 .7-18 :2 r _. 1 N12d,d 5 16d 1fi25 1850 1995 18ID . HUS28-21F•-.:HMMB_2 '14`.`3r18. '7-18 '2'... 1 `'-1d '': 6:' 16d 1625 '185D' 1995 1810 2 x106 M028-2 -HU28-2 74 318 71IS 212 1-1B 6Ln'SA j2155 - 1540 1735: 24M IBM 261D . 780 �. 1170 :HUG28-2 "14 318 :.r,.-.'Min :718 -= 2 12 : - �. Max 14 .4' 1Dtl_ -,.,--. 1540 2155 1735 .2430 1865 261D 780H028-2F 1170 ,6- - HU5210.2 LLS210-2 J; _74 3+18 .:' 9-18. 2 '':1, -. ".8 16d::.8 . 16d 12170' 2485 26fiA j 2230 - HU5216-21F -,. rHU3C210-2--:7-.14 ,3-iB :9-18 -.2 -.:;1 •='.-:8.. .16tl -8. -16d' 217A'"2465 26H1. .223.0:' f11R1D-2 "4 3-iB '8 z 1n i=1B :- r:'..Maz;':211 Mm r .14. • 16d -:.;: ':::8.:. .. 1Dd -.: 2155' 30MI:3475 .2430 2410 3725 ...11%D; :1950 .-10 HD210-28' .HUCZID-2 - 14'. &78 -� '�9 R]n i Nn--:14. MaY.'_27 _ 11. - .. -]0, 10d �.. 2155. 3060 i2430 -3475 '2610 3725 .1170. 1950. $. �: -: -H00210-21F"=Y:111,1 132-A 14-.:3-1/4I 3- 1-12 -72i I•`W53; ,:8-. W53: 5075 .5590 559A .2975C 31, R1, F32 1) UpfiO loads have been Increased 60%for wind or seismic loads, no further increase shag be parodied. 2)16d shakers (0.148 dra. x 3-1/4' long) may be used at 0.84 of the table bad where 16d cornmmrs am spedged. This does not apply to JUS, Kra, MUS slam nag hangers. 3) For JUS and HUS hangers: Nalls must be driven at a 33' tn45anglethmugh the joist ortruss Into the header to arhleve the table Wads -., A 4) X3 Wood Screws are 1/4' x 3' long and are Included win HD0 hangers 5) NAILS: 1Dd IWIs are 0.148' dia x 3' long, 16d are 0.162' dia. x 3-12' long. New products or updated product information are designated In blue torrL - H Corrosion Finish Estainlesssfed M-Gold Coat r=HDG OTNple T= 114 Continued on nett page Hangers Face Mount Hanger Charts M ITe ke -Joist Size USP Stuck ND. .. -fief. Na. Steel Gauge 0iexsr l,ns.(mj - FeslenerSchedule'8'� ,' ':. 9F/SP .- mumble loads. p.M)' 7 e t .' Code • . Ref. HeatlV.. Jolst. ':W I,. D A MiN Max- • .. NO lily- Na0' Floor ... Hoof 11pIiR�: 10096 715% 125% 160°h SUH314 U314 16 2-9116 10-9116 2 I1-118 - 18 10d 6 IlDdxi-1/212250:1 2525 12725 1. 1135 1 18 i6d 1 6 10dx 1-lf2 1 25,1513000130101 1135 HD314 HU314 14 2-9/16 11-516 2-1/2 1-1/8 Min 16 led B 10dx1-1/2 24651 3695:1 VW 4170 29801 4435 1280: 2045 Max 24 12 3x76 H0314F HUC314 14 2-Mg 11-516 2-12 - Min 16 16d B tOdx1-12 24651 2760 29MM 1 12aD. 1 Max 24 12 3695 4170 I44351 H0316 HU316 14 2-SA6 13-SMB 2-12 1-1113 Min Maz 118 I 26 16d 8 1 12 10dxl-1/1127" 40051 3125 44M {3355I 14436i 1560 2D45 HD316F HUG316 ! t 14 tttt 2-9M6 73-5M6 2-1/2 - Max {e 126 16d 1 10dxl-12 Z770131Z5' 400.5 i 4435 33551 4435 ]560 2045 12 .f f2)8x8. -� .r HD382 _ 1 HU3&2. j 1d III-. 15-1/8 I 1 -II 6-718 :�2-12-�•7=118 ` Mini f0• -. 16 4 --=. .10L " 15011735�18fi5� 780 Ma.) 14 12155:• 2930 2610 { 1770 3 10 HD38-2 HU38-2 14 5-1/8 111 1 SAM 2-12I 1-1/11 Min 10 16d 4 10d 15401 1735 16551 780 Max 14 6 2155 2430 26101 1170 (2) x HD31 D-2 I HU310-2 .14 5-1/8 8 2-12 1-1/8 Min Max:I 14 20 16d 6 I led ZIM 1240.1 2670 1170 iD 3DBO,1 3475 37251 1625 .(J)3xtt_ }1D312-2 HU312-2 14 .5-118, 10 '242 1-1/B Min Max 1 16 � 24 ..... 16d 1 .1 :' B - 12 .-- Ind 1 '. . I 246I Z7B0 2980 1 1065 I 136951.4170 4470,1 23401 (2)3x14 HD312-2 111 IHU312-2 14 5-1/81 10 I2-121-1/81 Min Max 16 124 16d 8 112 10d I2465 i 2780 29BnI 1065 3695 4170 4470 234D JU526.3:..:.. ,.{ L115263 off 18 4.518 1- 4-1/2 1 21 - 1 . I '- . 4' I led .3 4 "1 16d " I INS] 1105 117201 1355 1 SUH26-3 �' U26-3 7 16 45/B - 3-1/4 - 2 7 _• 1 8 10d d-. 2 10d .: { 1000I 1120 1165I .380 16d 2.1 -1Gd .;116511165 11fi51 3B0 (3) 2 x6.,- ' m-il HU26-3 -,. - ; 14 458 � :.4]/2 .2-12 i/8: i B led �-d� 1. 6 19d -: 1 1� 11390 1490 { 780 . 5• �'t Ill Maz': 12. 1850 2W5 223sI 7170 HD26-3IF - HUC2G-3' _ . 14 4-5/8: 4122__-72 _• : bm'. - B 76d 4 1 10tl ',-. 1230 1390114901 780 � F2 max' 12 6 1860' 2085 Z235 1170- 1 JUS26-3 i LUS26-3 18 4-518 412 2 1 - 1 4 16d 1 4 1 16d ID401 11851 1220I 1355 1 JUS28-3 WS28-3 18 4-518 6-3/8 2 1 6 16A 4 16d 1 13251 1510 16451 1355 1 SlIH26-3 U2o-3 16 4-518 5-1/4 2 1 - 8 IN 10d 100D 1120 1165. 38W 8 t6d 1 2 1Dd 1 1165. 1165 11851 380 - (3) 2 x 8 HD26-3 HU26-3 14 45B 412 Z-12 1-7/B Min B 16d 4 1 loci 12361439011490 1850 123115 1 2735 11170 780 11 Max 12 6 HD2631F I HUG26-3 14 45r8 412 2-12 - Min 8 16d 4 IN 1230 139D 1490; 780 . Max 12 6 18901 2085 2235 : 1170 �: HD28-3 - 14 45/8 6-318 2-Ut 1-1/8 Min 10 i6d 4 tOd 154012430 1610 65 ' 780 Maz 14 6 21S 2430 2610� 1770 . HDZB31F - 14 4-0 6-3/8 2-12 _ Min 10 16d 4 10a 12155 1540: 7735 1865 780 Max 14 6 2430 2610 1170 ' JU82B-3. %' :_:..) WS78-3'- r' 18.' _4-5/8 {: 6-3/8r 2" 1 . -" ..6,- .led. :4 -.16d 1325: ]510 1645' 1355 - ` &tS21G-3; ",=_ i LU52iD3. '18 9318I .. &378 2-.: 1 . B 1 -16d.- -_ 6 " 16d 180.5- 2105 2290 7980 . 14 Ind fi 1 ..10d '- 11750 4965 .212D .1135 . 14 -16d;# 6 _ tOd 206D .233i 25201'.1735 14 4=51B'�,6-3/8 1 2-112 1-1/8 Mtn 34ex, - 14 16d- - 4 -16d.- - " IUD 1735 '1855. 780: . -6 2155. 2430 26101 1170 j3)2z10 . . :': 'HD283IF ---- .,.: .. - .. _j.. 74 '45rB'. -- 6-3/8. .- 2-1(e,- ..,:... Min 10 `.. 16d•." :...6 4 - 10d`_:. 1540 :7735 1a65 --780'. . -Maz" -14. 2155 2430, 2610' 7770". '- HD210.3 '-,.� 1. HI12103 -._.{ 14 45/8 .. B-1/4 2Vt _ 17B Ma.:,20 18d -�-10 10d _- ,.: 2430 2610: 1170- 3475 3725; 1850 ' 'HD210.3F.-�'. HUCtl 0.3'�: - 14 45I8 B-1X 2-12. - - 8Bai14' 16d �. "- 6 '1 '10tl - - 2155 "2tl0. 2670. 1770 b -.20 ; 10 30B0 3415- 3775 I1950` _st IM0210=31F`;:7 HUMZID-3.."- 14 4-5/5 {'. 9. 3-�; 7 7R -'� +12, W53-..•-.6 .I `: W53" 5015. .5590 5590 . 2875'• 31•MF32 1) Uplift loads have been increased 60%furvAnd or sasmic loads; no turther inrzease SW be permibeed 2)16d sinkers (0.148 dis x 3-1/4' lmg) may he used at 0.84 of the table load where 16d amnm=are spedfied.Thfs does not app" JUS, HA Mus sImA nail hangers. 3) WS3 Wood S=m are l/4° x 3' long and are imiuded with HDO hangers 4) NAUS: 10d nails are 0.148' da. x 3' long 16d rails are 0.162' dia. x 3-12' W.P. New producla or updated product Infmmailan are designated in blue foot, Camandun Finish ■Stainless steel GGold Coat MHDG (Triple Zinc Continued on next page 117 Hangers Face Mount Hanger Charts MiTeke . '• Joist Se USP ': Stock NLL ' . " Aef.m. - Logs .0'miensions (in).. -Paste^eYSchedule'�'� DF/SP ' .Allne" Inds (Lhs.) fl _ code ::Het. Header.: -;". - Jwst �... W H ' _ '� 0 ' F A Nfid Mas . - .. Hail .; 1 r , ' - Nan= Roar:..... Boof ; . UPIIH' � �, r9 LL 160% .115% ,25% 160% JUS46 I W546 I 18 3-5/8 5 2 1 4 led 4 led I ID4041185112201 1355 SUH46 U46 16 3-9h6 4-13116 2 1-18 - 11 10d 4 10d 1250 1 1405 1515 1 MS 755 10 16d 1 4 1 1011 1 14731 1670 1800. HUS46 HUS46 14 3-SB 5 2 1 4 16d 4 16d 1108511235 1300 1"1155'.1 4x6 HUS461F HUSC46 14 3-5B 5 2 1 4 16d 4 16tl 10851.123511300. 1155:1 " HD46 I HU46 14 3-9/i6 5-1716 2-12 1-18 Min 8 t6d 4 100 I t2w1 7390 ,490 I "780'' 11170 Mu I 12 6 1950 1 20M ZW ND46ff HUC46 14 3-9716 5-7fi6 2-12 - IUin 8 1fid 4 10d 123011390114901 760 . 1170 ' Max 12 6 185p1 2085' 2235E 19 {3-5/11 "5:.::1 2 1 _-1'.4:"1, 16d�' 4 !" 16d:.' 1104011185112201 1355 JUS48 :18 .3-58"1'6-78 -I` 2 , 1'--i, _ 1 6 t6d j 4..1 16d. -1132511510 1645 1355 - 4 I SI1R46 946 '" 16 I , 3-9116 4-13f16 ( 2 I 1B '1 :-1.10 - ,1- .10d'- -4 1 . 10d ". 1125011405 7515' 755 1 . 755 'I 10 led 1 4 .. 10d, 7470 1670 180D .. ... 3 HUS46 - - ' MUS46. ,' 1 14 3-58 a' 5 -2 4 *led '1 4 led'-.. 1:1085: 1235113DD.1 11551 . -.- HU5 M �`'=,: HUSC46" i 14 3-58 .�.5 z 1. �L' �� 4 � :16d 1 4- - 16d.- 1085 1235. 13D0. 1155 �I i 14 ! 3.5/8. T ' , 2 .. l' !I -- , 6 l6d'1 6 ;1 : lfid_ _ f 162511B50 19951 1810 4x8 _ HUS48F :." J HUSC4B ! 14 1 3-518-1 7 1-2 1"- 1 - :1 6 t6d 1 6 I 16d-, 1625 1195011995 i 1810 1 HD46 `. HU46 14 3-911.6 .� S-me I2-1/2 1-18I .. �n '1 -8 I 16d 4 led''' 1230 11390 1490i 780 1170 Max* 6 1185D 12095 12235 HD46ff - :.. ... � }NC46 _. � 14 , - . � 3-9116 6-1116.12-12 1 :, . _ .. Min, - Max J 8 12 16d 4 - '. 10d ", 12301139011490 790 .. - 1178 5, R5, .6 i 18.5g 22W5 12235 "� H048 HU48 ,.� .14 {3-9/i6 6.75/76j 2.121�I7-78.. ron ! 10.., 166 4 10d.-'115401,735I .- 76651.780 F2 Max 14 6 2155 2430 26101.1170.. - HD48ff 1 NUC48-., �- 14 8-9/16 6-15tIll 2-12� - I Ilion 1" 10 -,6d 4 I '' 10tl .. Ilse 11735118551 780 Me1C� 14 t 6 2155 2430 2610..I770. JUS48 I D1 18 3-Se I 6-78 2 1 6 led 1 4 led 13251 1510 1645 1355 JUS410 LUS410 ,1 18 3-5M 8-78 1 2 1 1 8 t6d 6 16d 184512105122901 1980 SUH410 I U410 16 3-9116 8-3/8 2 1-18 - 16 10d 6 I 10d 20D01 2245 j 2420 j 1135 : 16 led 6 10d 12350 j 2970 28B0 1 1135 HUS48 i HU548 1 14 3-W8 7 2 1 6 led 6 16d 1 1625 1850 1995 1810' HUS481F HUSGB 14 3-5m 7 2 1 6 16d 6 16d 1675 185D 1995 .1810 HD48 HUM 14 3-9/16 6-15116 2-12 1-78 Min 10 led6 4 MCIZ155{ 1540 1TSS 1865 1 790 Max 14 2430126101 1170 4x10 HD481F RU048 14 3-9/16 6-15/16 2-12 - Min 10 16d 10d 1540j 1735 1865 780" Max 14 6 215512430 2610 . 1170 HUS410 HUS410 14 3-5B 8-78 2 1 8 led 8 16d 2170 2465 2660 . 2210" HUS410ff NUSC410 14 3-5/8 8-78 2 1 8 led 8 16d 21701 2465. 2660 2270 . HD410 HU410 14 3-9116 8-13A6 2-12 1-1/8 Min 14 16tl 6 10d ZI55.'2430 21110: 1176 . Max 20 10 30M1 3475: 3725- 1950. HD4101F HUC410 14 3-9/I6 8-13116 2-1/2 - Min 14 1rd 6 10d 2155 2430 2610,: 1f7D 14ax ZD 10 30B0 .3475 1 3725 - 1950 HDO4101F HUCA410 14 3-9/16 9 3 1-12 12 1 W63 1 6 wS3 5015 S59(V 5S90. 2975 131, R1, F32 1) Uplift loads have been increased 60%for Wind or seamie loads; no further hiaease dd be permitted. 2) l6d sinkers (0.148 dia. x 3-1/4° long) May be used at 184 of Ore table load where led commons are specified. This does not apply toJDS, HUS, MIS sham nail hangers 3) WS3 Wood Screws are 1/4' x 3' long and are Included with HDD hangers 4) RM& led nmis are 0.148" dia. x 3° long, led nails are 0.162° dia. x 3-12' long. New (enducls m updated product irdomabon are designated in him ford. r;amsion Finish ■Stainless Steel LgGold Coat EEHD6 XTripla Zinc 119 9Z' L 9Z' L DOLT] ML1'fd110 AS a+ all oval lv1OL dSd 00 00 'n 09 Ad 01 a l l0 09 dsd 91 ,ol 10 01 d6d 0Z OZ 11 Ol ONIRM ' 03 1pttlail 44t 31p3a4 Y4 Id al P31Wa11 Ratio N I Ow3Op ,at al puldn"s ua rmuq EHAMI3 n olold nIINUP =I la QLM3dad331 I L'_3 (-1 1 L...1 -J 1=:t NV1313 JNIOP .lVoum aN3 dIH�lVN011d0 9n1S 'IVNOILdO rT•oe •tau WOMB LIO p30y(a4 l•3� 'NMoN9 Sv Ins 03HMW NO 3uvnbs 39 AVn Ouona WOLOO ' a-ZL 133060 ION ma mm 1YOUM 3kl SV Mal SY 11VIO 3B'AWI SNYdS N30M (3a) 'auOHo d°I 37HL AO 3dowy'HL ONOW Odunaw" M A331VA 3HL NIV3N30 annul 3HL do aVoHo dal 3HL a Iowa Yw oHIOVdd N1Bnd 3HL HLHW3IDN(... I .hTIVA W b6 ssnku is mos �'0 trz 1V S XDW „0-IOZ XDV4„ 0—,9 XD „0-39 j33A 6 X01N „O—Ii- mllo°9aL Novi°im 0NLW0ddns 'Nal53a' 03TI38 ,SN33NION3 'd9d B.-la OL OHHI 'Tmnamg -a'dt3 NO 03LYd3ds v 0NI0vd9 unund AO n3n In a3Sn SHMUL A311YA AS 'OMO1N8 03901ON3 790014 HWH NO1S90 031V S ,SMOINNH3 NO 031 IMS 3SWH3VLO SY WO '00 ,+L 1V SNON1a 'a" Hdm—fd."j 0 L-L 3aSY 'j.00 OBL N1I MIA dM-3m Slml 0'C Y ara) XOS PBl m Onnul A311VA aL vOIV.1 a3nddV ONINLVdH6 oUvd '03HOVL1V AIMI NUT, OLO1 '960uL ONIWOddn9 AH3A3 OL AMA HOW NOVLY (n) INaO aeowo 39 1SAM 13S AMA HLV3N3d'SS9uL JOff330u°IW dOL bVinat Rao OINONd1 'an Y WON3 a]ddlY 30 AVN CaC.(•1 '.0-,ZL 0390X3 ION AVW 1HO13H IYOUM MIVA WHOM lolla9 AO Cj dA5 +Yt ►9114 N.HL H31V91I0 903A A311VA 1vOIJu3 N01 �Vds A11Vn03 Atll0O Ad ZJ/lJ JdS N0 NZI dS +WE NO (r)CYt NOIYJ Nao 63HOvwiLY �L196 VO ]OWO°ate 661G9dB 9r3Sie 'es °AZ11r I ° Y �o ivaNii INIM Aa tp/Lj AM Ca dM +14t WaLM dal WO '30WOZ.L VtL 11ddV 'NO1930 03109 SMMISN3 NO 03LIOUS SSi41n V H39Wnl d0 30YN0 W(IWINIW IIppxNx ..r4. _ E c3 SPF HF sp N DFL j o SPF HF a� o 'O 6 5P 0 DFL � (3 SPF E o HF :09 r DFL M Z Gbl� �ncl �B-"r�� ®E='%tai1 -i a-v= io-e• o-a 1s-e a-e' 14'-B• 1a•—D' — 1NE LMO OEIM1.EOROH OHHERN 19 Ij240, -tv tB-B v-e taN a-e Y-w -0 o -C 4-0 -D P080% E'UR1Fi CONN6g11CNp pvR 1aB pU PEF lC aFAb IAAb. 2-Y 1a'-a 1O- a -a a-B —0• -0• 4—O —O' COHRNU0U9 DFMaRI. !,0 -O -0 OAmE ENO DUPPORIH 1Y" -B• a-B 14-0 -0 M1-O OUROORER9 �Rry Y-D OVERHANOIU% P4TRC:OYERryH,IWO. II-B 4-0' 14-O' ypRN NlB�S FOP C1 'L•B NA aF,lE NNLa , Z" 00. Al J ' H) FOfl 2) R�OMMM BP10.i06 NN19 AAT JU 00. 16" IN ,ZONES ANO B" 00, Batt 'iWl ZONY6. ti DMOINO M T BE A MINRIOM OF BO% OF WED 1 MEMBER IENBfFI. P TE e II M HO BP OA aaN-0 1B4 OR 2B3 Z• aRFATER 11'4 u, o.r 20 �• I d LEEBS Bi 0R ER —B 2.DB ' C R B D R P&Va BPIIOE AN0 HEEL PUTM, �I Vpn 09 N r REFER TO ORW ABOVE FOR MAX WLE VERTICAL LEHI " Fnvlon bndne u Irvl Ihv nrymvfhllt of Imo duipnvr,,plale mmwivclvrer — 50UTHERN Plerce Dlvlslion and domtiw6p bukp u�aun; Bml pRmmmi bmw OM nm a sm 5°°'BFSI-111 Summary ihv'( Cmmnmlwy and mam(n2m- Fort TRU $$ 2B2O N. Klnv Hlyhwoy, Fart PIBrvI, FL 74091 ttpp1vlla applaalNna deivm 1vr bmdl 1, hdaBe 6rvdnp unlol plvty vvmrolvd vvvd 4uua (IPQ Trvuu W tB by meld mld Tal d h fmlm°d h a 11MV and Nmm Pv+Nm MBxlmun Total L00d 80 p5F :MINIPANI ES (eoa)2F .°(iiz)s a �uDia 41eo whin eB AmUn h led d rolb to the Ie-{B chWd4 they vhol a braved m Twin Ad bowl n.Mlob I9 cm dVdn9 nWPon la 1i SPACING AT 24" G.C. • •0.0 J Z 1V ON10V.1S Jaganj ualgaln0 gl'L In 1sdLb JoInnj uolgoln0 5z'L In 1sd0g Jogaoj uonana r£'L 10 lsdgg BUIPo0J unw�xOW 0 .0 0 0 0 IS" luaad 9 wdNa lloa awauauw two apwo4 oq gaga unmy An unq ayl uo peupcda w9 aq II^W f°41 'oNa4a del aN al d11v4P M!Wu 4 WIW4a ou uuP WWd P� 1461M+ o W PAMIN) N Paualul Pw PIMA p al uo 11mi ul PvPW u9 I= ma du.=q PNuoduad Pm ,"I -ma An NgauNNP Pun duyddal 1u31ud al pagnhN ado3w q IpNB fugP3lq uopama 6uJuo6a1 3app3 pwµulad goaa al p3uglnaa em uunq upau3 nnuad'myoygol Laaq mu Jamluyuaw alold 9audlup Lanq le ftiundaw a41 Inu q dul=q uNIM fF> L_d 1 1-4 —d ITJ a9 63j61d 7p(3..j O0 'XHW '0'0 .0—,1,. 0 POVd HLOS H3V3 NI SIMN P9#-4 H11M a00 and X00 .-zAxgx,a H11M NOVO.(DOId H3V11V * OlBI �I � 0e� 'I 9X9 9XJC cjX9 VX9 Q bx9'L tix9'L VX9•L £X9'L 3 9x9 9x9 9x9 9x+ 9 9x£ tiX9•Z bx97 tixz v Z9 ,9£ ti£ ,0£ 3dAL Ol do SNVdS 1NIOP '0/0 ,b IV SIIVN P9 L HAM HOVILV 'I130143W 133M j0 HLON3l XOS ONV H31139 WO 'H3BW3W ,bL 01 ,OL 93M SV SMUS '30VH0 3WVS '30V88 .1„ 4XZ •3/0 .4 1V S'IIVN P9 H11M HOVILV 'H39W3W 93M d0 HLON3i 609 ONV mun HO Von ,OL Ol �u 03M SV 53 dS '30VHO 3WVS '30VH9 .1, bxL " ONI0VH9 ON .6,L 01 ,0 ONIOVH9 03HInb3H HLON31 03M 111VH0 ONIOVH(1 93M *IVNEmdal W33YJ 51OW M0W Ma 3a JUN �(A) 30�V3 Moll !sd 6-10 0B ma '3sd owla OL am J00a Nj�3H3HLw 03mm'oa3B moinN3 0L0 Bfl3i yW 0H MW •OC'oN"OVL Jed -la 00 am 'jed evla OL dNW 'a dX3 1 JVJ JM3 WOLL3 'M L '10011 NI 3X3H11.(MI a3LVOM 'aa1B 03SO13 al•L 336V 'IOH NV3W •OC 'ONIM HdW' Q.?I 1SNOWON00 ONLB 0NIM013ad 3H1 Hod 31e39nddV s1'umn muL 'ONIOVde NnUnd 03111 03B 901 N0Ie3a a31V3e B• MMDN3 OL LUM 'ssnNl aNXp3a aaaNda lVNe a3rmdy 3e Jvr SNNVd0HJj3gWldIOMOld I 'N0O OLlod U SNnUllOVLY 3onds 3No 1VHL OS 03MOVIS 30 1511W 6333ndSd9 OX�WWW9 aM/ RN 'XYW 00 ,4 1V S IUVIA HMWDIJ 30Yd9 63LVId Mew Nad N01sda a33V3s 0L 113d3H �R1�4 Jo Cd dA8 �XZ .4�M Jglaq Jo Za dls 4Xz Paa4a 1100 J.11®9 Ja Zd SIM 4NZ Paa40 dal H30wm 3o 3aWo WnW1NIW SCAB -BRACE DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +1- 6". THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS ' REQUIREDAT'1/3•POINTS OR PBRACE IS'SPEGIPiED.- APPLY 2z SCAB TO ONE FACE OF WEB WITH " 2 ROWS OF 1Dd (3"X 0.131") NAILS SPACED 6"'O.C. SCAB MUST BE THE SAME GRADE; SIZE AND SPECIES (OR BETTER) AS THE WEB. �\ MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH =17-0" scnB BRACE 2x4 MINIMUM WEB SIZE• MINIMUM WEB GRADE OF #3 Na,'Is� / Section Detali Scab -Brace Web \ Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL Nailing Pattem . L-Brace size Nail S¢e . Nail Spacing 1x4or6 10d 8%.c. 2x4, 6, or 8 16d 8" D.C. Note: Nail along entire length of L-Brace • ,' (On TwD•PVs Nail to Both Pries).• : vJE CY 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 cover 90.io of we length.• ^ L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing INeb Size 1 2 2x3 or2x4 1x4 "• M 1x6 2x8 2xB - DIRECT SUBSTITUTION NOT APLICABLE L-Brace Size for Two-PlyTruss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2X4 ... 2z6 2x6 "` 2x8 2x8 -DIRECT SUBSTITUTION NOT APUrABLE T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 9D % of web length. Note: This detail NOT to be used to cdrivert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattem T-Brace size Nai15¢e Nail Spacing 1x4 or 1x6 10d 8" o.r- 2x4 or 2x6 or 2xB 16d 8" o.c. Note: Nail along entire length rof:T-Brace l I -Brace (On Two-Plys Nail to Both Plies) . . altemate position WEB ,:} VC r" ; Nab � Section Detail T-Brace ��. Web altemate position Naps Web I -Brace Nan, SPACING T-BRACE Brace Size for One -Ply Truss Specified Continuous Rows of lateral Bracing Web Size' 1 2 2x3 ,or 2x4 1x4 (q T-Brace 1x4 (') ]-Bra 2x6 1x6 (7 T-Brace 2x6 I -Brace 2x8 2xB T-Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of lateral Bractrig Web Size 1 2 2l3 or 2x4 2x4 T-Brace 12x4 I -Brace 2x6 24 T-Brace 26 I -Brace 2x8 12XB T-Brace la.o i o....,,. T-Brace / I -Brace must be same species and grade (or better) as web member. (q NOTE If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/I-Brat For SP truss lumber grades up to #1 with 1X bracing material, use IND 55 for T-Brazx/I Brad Job InAS 1russ lype Ply Ryan Homes-1452Ad 145 -A Al COMMON 1 1 Job Reference (optional) soumem 1 b=. rl troop, r", :+owl 3x1D M18SHS 11 3x4 = 4x5 = 3,4 = 3x4 = 4x6 = 3x4 = 3x1D M18SHS II = 1:69.9 i LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 24)-0 Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Inv YES Code FBC20177rP12014 CSI. TC 0.96 BC 0.76 WB 0.59 MatrixS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Well Ud 0.22 12-13 >999 240 -0.4212-13 >999 180 0.13 9 n/a n1a PLATES GRIP MT20 2441190 M18SHS 2441190 Weight 213 lb FT =10 LUMBER- BRACING - TOP CHORD 2x4 SP No2 *Except* TOP CHORD Structural wood sheathing directly applied. TV 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7.5.6 oc bracing. BOT CHORD 2x4 SP M 31 MiITek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection, in accordance with Stabiraer WEDGE Installation guide. Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. Qb/sae) 1=15291M4 (min. 0-1-8), 9=15291(14-0 (min. 0-1-8) Max Horz 1=159(LC 8) Max UprdH=529(1_C 8), 9=529(LC 9) FORCES. 01b) - Max Comp.IMax Ten. - All forces 250 pb) or less except when shown. TOP CHORD 1-2-3258/1114, 2-3=.3083/1077, 34=2966/1095, 4-5=2377/865, 51=2377/865, 6-7=2966/1095, 7-8=3083/1077, 8-9=3258/1114 SOT CHORD 1-15=1097/2934, 14-15=814/2449, 13-14=81412449, 12-13=450/1809, 11-12---654/2449, 10-11=b54/2449, 94D=938/2934 WEBS 5-12=3297774, 6-12--650/441, 6.10=215/564, 840=2971297, 5-13=32VT74, 4-13�650/441, 4-15=215/564, 2-15=297/297 NOTES- 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7.10; Vutt=160mph (1 s cond gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.opsf, h=15ft; Cat II; Exp C; End., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift atjoint 1 and 529 Ib uplift at joint 9. LOAD CASE(S) Standard PE 76051 M I OROP:'� � //����SSjONA i )ENG\\�\\\ Job I Was I russ i ype y Ryan Homes-1452Ad 1452-A A2 COMMON 2 1 Job Reference D 'oral Sou as Truss, FL Pierre, FL, 34951 Run: B.200 s Nov M 2017 Fdnt 82M c Nov 30 2017 MITek Industtles, Inc. Fn Jul 611:0U.07 2D18 Pagel ID:EePOUIwC WA016wSO7vTFdz?ScK-gialXKPMSNjkdGgpJD5G04HuyXiRXVseyB=Tz,pub 7S3 1 1173 1 19fi0 121.6{V2E.9 2a4-13 %613 1 42-0-0 7.53 .0 610.13 tE-0ri6-0 110.13 62-0 7-53 Scale = 1.74.0 = _ 5.0D 12 36515 = 3x6 4 n 7 3x5 I 1b lb 14 14 lz —3lrS= 3x1D M1aSHS II 3x4 = 4x6 = 3x4 = 3x4 = 416 = 3x4 = 3XI0 MISSHS II 1-0-0 625 17-0.73 1 2411-3 32-_El0 41-0-0 42-0,f1 1-0� S_ 7-10E 7-10_6 7-IM 9-2� Plate Offsets (X Y)— [1:0-04 Edge] t1:0-0-14.Edge) I5:0-312,0.2A1 I6:0-2-6 0-3-0] p:0.3-12 0-2-87 111:0-0-14 Edgel 1l l:D-0-4 Edoel LOADING(psq SPACING- 2-0-0 CSL DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.84 Vert(LL) 016 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.5114-15 >968 180 M18SHS 244/190 BCLL 0.0 Rep Stress Ina YES WB 0,52 Horz(CT) 0.13 11 Na n/a BCDL 10.0 Code FBC2017/IP12014 MatrixS Weight 2ll Ib FT=10% LUMBER - TOP CHORD 2x4 SP M 31 'Except' T2 2x4 SP No2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Let 2x6 SP No.2, Right 2x6 SP N0.2 REACTIONS. (Iblsize) 1=1529/0-9-0 (min. 04-8),11=1529/D-841 (min.0-1-8) Max Horz1=148(LC 8) Max Uplift1=517(LC 8), 11=517(LC 9) BRACING - TOP CHORD SWcNral wood sheathing directly applied or 3-0-12 oc pudins. BOT CHORD Rigid ceiling directly applied or7-6-12 oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (fig) or less except when shown. TOP CHORD 1-2=.326711089, 2-0=,3088/1051, 34=.301211069, 45=2368/826, 7-8=2368/827, 8-9=3012/1069, 9-10=3D8811051, 1D-11=326711090, 5-6=21331810, 6-7=2133/810 BOT CHORD 1-17=1065/2945, 16-17=76412428,15-16=764/2428, 14-15=.427/1826, 13-14=615/2428, 12-13=-61512428, 11-12--9172945 WEBS 6-14=296f729, 8-14=5901402, e-12=2321585, 10-12=318/313, 6-15=296/729, 4-15=590/401, 4-17=2311585, 2-17=318/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=4.2psf: BCDL=5.0psf, h=1511; Cat II; Fxp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventvrater ponding. 4) All plates are M1720 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord Me load nonconwment with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 Ib uplift at joint 1 and 517 lb uplift at joint 11. LOAD CASE(5) Standard N\ME B&E���/f PE 76051 1 . 1 -O 1 STA 0 ID -%NA i JDD Imes I n1ss type Ply Ryan Hanes-1452Ad 1452-A A3 JUTY I HIP 2 7 Job Reference o 'oral southern Truss, R Pierce, R, 34951 NYa 11200 S NW3n 2o1 / Pnn[ tl3W 5 Nw 302a1] Mi I ex IneuanCS, Ina I-n Jui a 11=.182a19 Pagel ID:EePOUIwCWA076wSO7vTFdz75d<-IvBPkg4D5toLnmM7 KKprdR7LyMA)T?t=Ai=—Pu5 F33 17 `v5 1sh7.677-0 24E-0 30811 I sz 3S&1-7 I 3 42s-3-03-0 1 7-0O � 6671 i Scale = 1:70.4 517 = 5.00 12 5x5 = 31r5= 3x4= 416= 3A= M= 4x6= 7x4= 3x5 = e-0 42b ,1-ag sea I n-s•o3z7-13 4oe-o 4wa -0e &64 b1-13 ]80 61-13 644 6141 14W Plate Onsets (X,Y)— 11:D-3-10,0.2-81, 16:0.5-0,0-2-81, 112:0-3-10,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Doc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 125 TC 0.93 Vert(LL) -020 16 >999 240 MIT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.41 16-18 >999 18D BCLL 0.0 Rep Stress Inc YES VJB 0.77 Hort(CT) 0.13 12 Na Na BCDL 10.0 Code FBC2017/TPI2014 MahixS Weight 227lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 WEBS SLIDER Left 2x6 SP No2 2-11-8, Right 2x6 SP No2 2-11-8 REACTIONS. (lb/size) 1=1529/0-BA (min. 0-1.8), 12=1529/0-8-0 (min. 0-1-8) Max Horz 1=133(LC 8) Max UpliR1=500(LC 8). 12=500(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown. TOP CHORD 1.2=3256/1053, 2-3=3178/1065, 3d=-3036/951, 4-5=2937/960, 5-6=2355=, 6-7=21241755, 7-97-2356=. 8-9=2937/960, 9-10=3036/951, 10-11=3178/1066, 11-12=3256/1053 BOT CHORD 1-18=1033/2933,17-18=80512618, 16-17=805/2618, 1576=5D4/2124, 14-15=672/2618, 13-14=672/2618, 12-13=900/2933 WEBS 3-18=237/256, 5-18=71/428, 5-16=-6431385, 6-16=1651556, 7-15=117/557, 8-15=643/385, 8-13=721427, 10-13=237256 Structural mod sheathing directly applied. Rigid ceiling directly applied or 7-8-0 oc bracing 1 Row at midpt B-15 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.OpA net 5fb Cat 11; Exp C; Pstl., GCpi--0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=7.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent wfth any other Me loads. 5) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 500 lb uplift at joint 1 and 500 It, uplift at joint 12. LOAD CASE(S) Standard � PE 7�6�0.5�1 1� -O 1` S A I tUh 57 \� Job i Iruss i russ ype y Ryan HcMeS-1452Ad 1452-A A4 HIP 2 1 Job Reference (optional) sonmem i vss, r� rx: c, ram, same 7-74 r 7-74 i 5.00 12 5x5 = 3x4 = 5x5 = Site=1:70.4 3x5 = 1.5e4 It 16 = 3x4 = 3x8 = 44 = 1.Sx4 II 315 = 3x4 = 11. 1111_1 ,rl L 11J -0-0 74)-14 7-1-2 155-7 6-2-9 7-1-2 7-0-14 Plate Offsets (X Y)— f1'0-3-10 D-3-01V:0-2-8 0-2-71 111:0-3-10 0-3-01 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Ude6 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.79 Vert(LL) 024 15 >999 240 MT20 244/190 TCDL 7.D Lumber DOL 1.25 BC 0.83 Vert(CT) -0.44 17.18 >999 180 BCLL 0.0 Rep Stress Ina YES VJB 026 Horz(CT) 0.19 11 We We BCDL 10.0 Code FBC20177TP12014 Mab&S Weight 230 Ib FT =10 % LUMBER - TOP CHORD 2x4 SP No1'ExcepY T22x4 SPM 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-84, Right 2x6 SP No.2 3-8.4 REACTIONS pbisize) 1=1529/04e-0 (min. 0-1-13), 11=152910-8-0 (min. 0-1-13) Max Horz 1=1I S(LC 9) Max Uplift1=4B0(LC 8), 11 �480(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. WEBS 1 Row at midpt 3-17, 6-14, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 1-2=3275/966, 2-3=3149/983, 34=2591/846, 4-5=2506/869, 5E=2437/904, 6-7=2279/838, 7.8=2505/867, 8-9=259V844, 9-1D=3149/984, 10-11=32751967 BOT CHORD 1-18=93312950, 17-18=933/2950, 16-17=61212291, iS16=612/2291, 14-15=-687Y2448, 13-14=8352951, 12-13=835/2951, 11-12=83612951 WEBS 3-18--0/314, 3-17=706/420, 5-17=1D0/462, 575=107/396, 6-14�435/137, 7-14=1321627, 9-14=707/422, 9-12=0/311 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Dpsf, h=15ft Cat. II; Exp C; End., GCpi=0.1 B; 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 pat bottom chord live load nonconcu ent with any other live loads 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 It, uplift at joint 1 and 480 to uplift at joint 11. LOAD CASE(S) Standard �Q .'\)CENgF����% PE 5051 �\,I r 1 M x -0 1 S a 1452-A 5x7 = 1Sx4 II 5x7 = Scale = 1:69.2 3x5 = 1Sx4 II 4xG = 3xB = 3x4 = 1.5x4 II 3x5 = 3x4 = 46 = 42-0 Fo' 40. 4r 2 ]tea ssz ss14 -0 Plate Offsets MY)— il:D-3-10 0.3-0) (4:0 &4 0-2 81 16'0-5A 0-2-81 !9'0.310 0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.98 Vert(U) 029 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5213-15 >957 180 BCLL 0.0 Rep Stress Ina YES WB 0.56 Hoa(CT) 0.19 9 n/a We BCDL 10.0 Code FBC2D77) Pi2014 MatrixS Weight 2231b FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2(6 SP No.2 34-13, Right 2x6 SP No.2 3-4-13 REACTIONS. ob/size) 1=15291D-8-0 (min. 0-1-13),9=1529/0-&0 (min.0-1-13) Max Hom 1=103(LC 9) Max Uplift1=472(LC 5), 9=472(LC 4) BRACING TOP CHORD Structural wood sheathing directly applied, BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. M7ek recommends that Stabilmrs and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3281/1030, 23=316411045, 3-4=2724/963, 4-5=2855/1104, 5-6=2855111 D4, 6-7=2724/963, 7-8=-316411046, &9=3281/1030 BOT CHORD 1-16=89712955, 15-16=89712955, 14-15=72312461,1314=7232461, 12-13=71912461, 11.12=719/2461, 10-11=894/2955, 9-10=894/2955 WEBS 3-16=01269, 3-15=5631351, 4-15=79/443, 4-13=226/644, 5-13=457/348, 6-13=226/644, 6-11=79/443, 7-11=563/352, 7-10=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vutt=160mph (&second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.Opst; h=15f ; Cat II; Exp C; End., GCpr-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent ureter ponding. 4) This truss has been designed for a 10.0 per bottom chord live load nonconcunent with any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of vrithstanding 472 lb uplift at joint 1 and 472 to uplift at joint 9. LOAD CASE(S) Standard r' PE 77660051 i -O 1` S ATFOF �0'�•�c ORI�i `�-��C' �� l o JoIc Truss cuss Type y Ryan Hoes -1452A cl A6 HIP 2 1 Job Reference o Tonal Tu ,Ft. P., FL, 31e51 56 = c nnr 3x4 = 316 — 3x4 = Sx5 = Scale = f:69.3 3155 = 1.Sx4 II 318 = 416 = 3x4 = 4x6 = 3x8 = 1.5x4 II 3x5 = +e 424 1-0-0 6 14 11F.00 LM— ael:ll aS11-2 4 46B-0 4}6-0 , S-Oa l 14 I 3Tv2 Bfi0 B60 SS2 48 � 14W Plate Offsets MY)- T1'0-3-10 0-3-01 11:0-1-14 Edpel 111'0-3-10 0-3-01 (11:14-3 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in f1m) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.59 Vert(ILL) 0.31 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.45 Vert(CT) -0.55 13-15 >879 180 BCLL 0.0 Rep Stress Ina YES WB 1.00 Horz(CT) 0.15 11 n/a Na BCDL 10.0 Code FBC20177TPI2014 MabucS Weight 2181b FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc pudins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-47 oc bracing. VJEBS 2x4 SP No.3 MtTek recommends that Stabilizers and required cross bracing be SLIDER Left 2x6 SP No.22-10-5, Right 2x6 SP No.22-105 installed during truss erection, in acecrdance with StabTizer Installation guide. REACTIONS. (lb/size) 1=152910-8-0 (min. 0-1-8), 11=1529/6-8-0 (min 0-1-8) Max Horz 1=88(LC 10) Max Uphill= 497(LC 5). 11=-497(LC 4) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3301/1099, 2-3=3248/1113, 34=2888/1051, 4-5=263811010, 5-0=3280/1257, 6-7=3280/1257, 7-8=263811010, 8-9=2888/1051, 9-10�324811113, 10-11=3301/1099 BOT CHORD 1-18=965/2974, 17.18=965/2974, 16-17=111713216,15-16=1117/3216, 14-15=11IM216, 13-14=1115/3216, 12-13=96112974; 11-12-961/2974 WEBS 3-17= 403/292, 4-17=208/782, 5-17=840/361, 7-13=840/361, 8-13=2081782, 9-13=403/292 NOTES- 1) Unbalanced roof 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.Opsf, h=15fq Cat 11; Ecp C; End., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other five loads. 5) Provide mechanical connection (fry others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 1 and 497 to uplift at joint 11. LOAD CASE(S) Standard PE76051n� -5�- POc♦ c ORIDi'� SS/ONA i IE\G I Job lruss was I ype y Ryan Hoes-1452Ad m 1452.0 A7 HIP 2 i Job Reference (optional) saumel n I cuss, M MenR,'. as=1 Scale = 1:692 517 = Ux4 II 3xS = 3x4 = SO = 5.0012 4 5 6 7 8 *1":qq lmippmpm 5x7 = 17 16 15 14 73 12 5x7 = 3x5 = 3x4 = 4x6 = 3x8 = 314 = 4x6 = 3x4 = 3x5 = rid t2-04 954 17-2A 2457 40.6a 4160 M80 &2-0 i ]AA ]41] M. I M. LOADING(psf) SPACING- 2A-0 CSI. DFFL in poc) Udell Ud TCLL 20.0 Plate Gdp DOL 125 TC 0.56 Vert(LL) 0.38 14-15 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.64 14-15 >772 180 BCLL 0.0 Rep Stress Ina YES WB 0.77 Hom(CT) 0.15 11 n1a Na BCDL 10.0 Code FBC2017lrP12014 MabixS LUMBER - TOP CHORD 2(4 SP No.2 *Except. T2,T3: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No2 2-3-8. Right 2x6 SP No.2 23-8 REACTIONS. (Ib/size) 1=1529/9-6-9 (min. 0-1-8), 11=1529/0.84 (min. 0-1-8) Max Hom 1=73(LC 9) Max Upti l=-523(LC 5). 11=523(LC 4) PLATES GRIP MT20 2441190 Weight 2121b FT=10% ;P BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc pud'ns. BOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. WEBS 1 Row at midpt 7.15 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=3273/1204, 2-3=3219/1211, 3-0=3046/1137, 4-5=3899/1574, SS=3899/1574, 6-7�389911574, 7-8=3900/1575, 8-9=304611136, 9-10=3219/1211, 10-11=3273/1204 BOT CHORD 1-17=1057/2940, 16-17=937/2793, 15-16=937/2793, 14-15=1429139D9, 13-14=934/2793, 12-13=934/2793,11-12=1054/2940 VJEBS 3-17=176/264, 4-17=14/368, 4-15=559/1341, 5-15�434/329, 7-14=-474/330, 8-14=560/1342, 8-12=14/368, 9-12=176/264 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; VuR--160mph (3second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.0pst,, h=15R CaL It; Fxp C; End., GCpF-0.18-, MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 1 and 523 Ib uplift at joint 11. LOAD CASE(5) Standard ENS'�`.`��i�i 7 PE 76051 S10NAl1E�G\\\\\\ �1 Job Truss winype Uty Ryan Homes-1452 A d 1452-A AS SPECIAL JVIY I 1 7 Job Reference o 'onal $OYVIPlrI l Nb5 I'L YIeR'G, FL, :14W i Rvn OLW 5 IVYV it* CU / fMC O1W 61YYV .W CY I / M, CR „gYSYlea, 111G r,l JW o , ,.uu.,u X. reye , ID:EaPOUI W CWAO16WSO7vTFdz75cK-FHGA9MSFi7Hb57FUSmoulipR9UvegBIKwPHN=_pu3 '79-0W144 I 2 W 4-0-0I 2$2 I3-0 6$2 S2214! 6L22-0 US i 3x6 = 5.0D 12 5,5 = 3A = 4 32 5 6 5x5 = SxS= t1 7A S7 = 3xT 7 8 9 12 Scale = 1:729 315 21 20 19 18 17 16 15 — 3s5 — 5z5 = 5x6 = US = 5,6 = 515 = iJ-0 {b0.y 1-0q J30 14514 21-0-0 ZIA2 31 4 d6&e d40O 1-0d� s3-0 5614 sd-2 F se-2 69-14 62�-0 J6-4 Plate Offsets (X,Y)— 13:0-2-12,Edge], [4:0,9 O,Edge], [5:0-0-3,034], 7:0-2-8,D30], [9:0-&13,0-34], [12:0-2-12,Edge], 115:0-0-11,0-1-10], [16:0-2-8,0-2-4], (17:0-2-0,0-3-0), (19:D-2-00-3-41 120:0-2-0,0-2-41,(21:D-D-11,0-1.101 LOADING(psf) SPACING- 2-0-0 CS1. DEFL in Qoc) War Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.58 18 >819 240 MT20 244/190 TCDL 7.0 Lumber DOL us BC 0.99 Vert(CT) -0.90 18-19 >622 180 BCLL 0.0 Rep Stress Inrr YES WB 0.78 Horz(CT) 0.15 15 n1a Na BCDL 10.0 Code FBC20177rP12014 MatrixS Weight 226 Ib FT =10 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2,T4: 2x4 SP No.3 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (16lsae) 21=1554/0-8-0 (min. 0-1-13),15=1554/D-0-0 (min. 0-1-13) Max Horz21=81(LC 8) Max Upifft21=-626(LC 8), 15=485(LC 4) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOT CHORD Rigid miring directly applied or 2-2-0 oc bracing. JOINTS 1 Brace at Jt(s): 10 MiTek recommends that Stabilaers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. Qb) - Max CompJMax Ten. - All forces 250 (lb) or lass except when shown. TOP CHORD 1-2470210, 2-3=2779/1103, 35=380611587, 54=4048/1672, 6-7=4569/1841, 7-8= 4569/1841, B-9-4024/1556, 9-10=3784/1477, 10-12=3784/1477, 12-13=2768/946, 13-14=-489/190, 3-0=2611119, 11-12=295/140, 9-11=2901126 BOT CHORD 1-21=235/489, 20-21=316/489, 19-20=10102522, 18-19=1597/404B, 17-18=1481/4024, 16-17=8172509, 15-16=217/512, 14-15=217/512 WEBS 2-21=13971689, 2-20---6872036, 3-19= 676/1700, 6-19= 6131364, 6-18=219/577, 7-18=377285, B-18=31517D4, 8-17= 637/393, 12-17=74111755, 13-16=6452001, 1&15=1401/543 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; VuIt=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 pond ng. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Me loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 626 lb uplift at joint 21 and 485lb uplift at Joint 15. 6) Graphical pudin representation dam not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard ENSF���L � PE 6051�I i 0 11` s-j,A I t-OF = G S10NAtl1�1?�\\\\\ Job Truss i was i ype Ryan Homes-1452 A d 1452-A ABGL HIP 1 2 Job Referenceo 'onal Sole = 1:692 = 5.00 12 5x7 = 1.5x4 II 3x8 = 4x6 = 1.5x4 II 3x4 = 5x7 3 22 23 4 24, 25 265 27 6 2B 7 29 30 - 318 32 33 9 F-M&A i W IN VIAM I 1 WMIG" I - q - - q VVAAA- 1, ';'� - g I I al 1111 - , g Avg 21 20 34 35 79 18 36 37 3817 39 40 4f 1642 43 15 74 44 45 46 13 12 3x5 = $36 - 3S M18SHS= I.SX4 II 3x8 = 3x5 = 5x5 = 3.8 = US 14B= 42-0 LOADING SPACING- 2-0-0 CSI. DEFL in Qoc) I/defl L/d PLATES GRIP 2 0 TCLL 20.0 Plate Grip DOL 125 TC 0.91 Vert(LL) 0.60 16-17 >787 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(C' 4.83 16-17 >568 180 M18SHS 244/190 BCLL 0.0 Rep Stress Ina NO VJB 0.80 Horz(CT) 0.12 12 Na n/a BCDL 10.0 Code F13C2017/TP12014 MabixS Weight432lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 - BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP Nc.3 REACTIONS. (Ib/size) 21=2852/0-8-0 (min. 0-1-8), 12=2852/0-" (min. 0-1-8) Max Horz21=57(LC 8) Max UpIi821=1298(LC 5), 12=1298(LC 4) FORCES. Qb) - Max. CompJMax Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=764/353, 2-3=543412601, 3-22=7744/3791, 22-23=7743/3791, 4-23=7743/3791, 4-24=7743/3791, 24-25=774313791, 25-26=7743/3791, 5-26=774313791, 5-27=9097/4437, 6-27=9097/4437, 6-28=9097/4437, 7.28=9097/4437, 7-29=9097/4437, 29-30=9097/4437, 30-31=9097/4437, B-31=9097/4437, 8-32=775413797, 32-33=775513797, 9-33=7755/3797, 9-10=54322600, 10-11=767/359 BOT CHORD 1-21=-3681766, 20-21=426T766, 20-34=231114943, 34-35=231114943, 19-35=2311/4943, 19-36=4335/9118, 18-36=-4335/9118, 18-37=4335/9118, 37-38=4335/9118, 17-38�4335/9118, 17-39=4335/9118, 39-40=-4335/911 B. 4041�4335/9118, 1641=-433519118, 1642--368277754, 42-43=368217754, 15-03=36821T754, 1544=368217754, 1444=3682/7754, 14-45=2307/4941, 4546=2307/4941, 1346=2307/4941, 12-13=3747770, 11-12=374/770 WEBS 2-21=256911274, 2-20=1990/4224, 3-19=157813274, 4-19=572/500, 519=1615/767, 5-17=0/430, 7-16=553/491, 8.16=745/1578, 8-14=13BB/886, 9-14=1587/3289, 10.13=1987/4219, 10-12=2567/1273 ' NOTFS- 1) 2-ply truss to be connected together with 10d (0.131°x3' nails as follows: Top chords connected as follows: 2x4 -1 tow at 0-9-0 m ' Bottom chords connected as follows: 2x4 -1 cow at 0-9-0 oc Webs connected as follows: 2x4 -1 row at 0-7-0 o5 Except member 20-2 2x4 -1 now at 0-9-0 oc, member 20-3 20.1 row at 0-9-0 oc, member 19-3 2x4 -1 now at 0-9-0 oc, member 4.19 2x4 -1 cow at 0-9-0 oc, member I M 2x4 -1 row at 0-9-0 oc, member 5-17 2x4 -1 row at 0-9-0 oc, member 16-5 2x4 -1 row at 0-9-0 oq member 7.16 2x4.1 row at 0-9-0 oc, member 16-8 �r4 -1 row at 0-9-0 oc, member 8-14 2x4 -1 row at 0-9-0 oc, member 14-9 2x4 -1 row at 0-9-0 oc, member 13.9 2x4 -1 row at 0-9-0 oc, member 13-10 2(4 -1 row at 0-9-0 oG + I I I I ////// 2) All loads are considered equally applied to all plies, except ifnoted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been to distribute bads \\ \�`1 provided only noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. Wnd: ASCE 4) 7-10; VuU=160mph (3-second gust) Vastl=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=151l. Cal. II; Fxp C; End., GCp'F0.18��\ MVJFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide'adequate drainage to prevent water ponding. 6) AU plates are MT20 plates unless otherwise indicated. '+�- 1 PE 76051 1f &ffj(48o% po n designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. - ' tt ��'.. M *- b 1` S ATE'OF ORI�P%�k,\� e cuss mss ypE Ryan Homes-1452Atl 1<5i-A. ABGL XIP �f t 2 Job Reference ogonal Se1Mel l M. I FL H.=, FL'.............. a .......................... ... __. _ ... .. e ID:EaPDUIWCVVA016wSO7vTFdzl5dk-fsxln6LYi dVsBYkg9aKVvv1101HMesrATkOuex 7z�u0 NOTES- 8) ProtAde mechanical connection (by others) of truss to bearing plate capable of withstanding 1298 lb uplift at joint 21 and 129E Ito uplift at joint 12. 9) Hariger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 to down and 238 lb up at 7-6-0, 94 lb down and 139 lb up at 9-6-12, 94 to dov¢h and 139 lb up at 11.6-12, 94 to down and 139 lb up at 13-6-12, 94 lb down and 139 lb up at 15la12, 94 Ib down and 139 Ito up at 17-6-12, 94 lb down and 139 to up at 19-6-12, 941b down and 139 lb up at 21-D-0, 94 lb down and 139 lb up at 22-5-4, 94 Ib down and 139 Ib up at 24-5.4, 94 lb down and 139 to up at 26-54, 94 lb down and 139 to up at 28-54, 94 to down and 139 Ib up at 30.54, and 94 Ih down and 139 Ib up at 32-54. and 176 to down and 238 Ib up at 34b0 on top chord, and 252 to down and 123 Ib up at 7-BQ 70 to down at 9-&12, 70 lb down at 11.6-12, 7D to down at 13-6-12, 70 Ib down at 15-6-12, 70 to down at 17-6-12, 70 Ib down at 19-612, 70 lb down at 21-M. 70 lb down at 22-54, 70 lb down at 24-54, 70 Ib down at 26-54. 70 Ib down at 28-5-4, 70 lb down at 30-54, and 70 to down at 32.5-4, and 252 Ito down and 123 lb up at 34-54 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 Loads (pI0 Vert 1-3=54, 3-9=54, 9-11=54, 1-11=20 Concentrated Loads (to) Vert 3=129(B) 6=94(13) 9=129(B) 20=252(B) 13=252(B) 22--94(B) 23=94(B) 24=94(B) 25=94(B) 26=94(B) 27=94(8) 28=94(B) 29=94(B) 30=94(B) 31=94(13) 32-94(B) 33=94(B) 34=-47(B) 35=47(B) 36=47(B) 37= 47(B) 3B=-47(B) 39=-47(B) 40=-47(B) 41= 47(B) 42= 47(B) 43=47(B) 44=47(B) 45=.47(8) 46=47(B) \\< RR- N\ M BLS t / PE 76051 � »�PPXsXr I I I M x A, Al— Job russ nu ss lype Ply Ryen Hwnes-1452Ad 145E-A B1 d�MMON 1 7 I Job Reference (optional) InM. ea Me.. ram,s vOl k 4x4 = 3 Scale = 1:33S fd Plate Offsets MY)— 11:0-0-0,1-3-2j, 11:0.1-14,0.0.2j, I6:0-0-4,0.0.5j LOADING(psf) SPACING- 24)-0 CSL DEFL in Om) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.66 Vert(CT) -0.25 1-9 >958 180 BCLL 0.0 Rep Stress Ina YES WB 0.17 HOR(CT) 0.04 6 n/a We BCDL 10.0 Code FBC2017IM12014 MabbcS Weight 96 lb FT=10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Lek 2x6 SP No.2 SLIDER Right 2x6 SP No.22-9-10 REACTIONS. Ob/size) 6=74010-8-0 (min. 0-"), 1=749/0-8-0 (min. 0-1-8) Max from 1=81(LC 9) Max Upl'm6=252(1-C 9), 1=25B(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oe purlm& BOT CHORD Rigid ceiling directly applied or 8-8-5 co bracing. MiTek recommends Slat Stabilizers and required cross bracing be installed dudng truss erection, in accordance with Stabilizer Installation quids. FORCES. (lb) - Max. Gomp.Mtax. Ten. -All forces 250 Ob) or less except when shown. TOP CHORD 1-2--1381/484, 2-3=1206/440, 3A=1121/405, 4-5=1215/442, 5-6=1274/428 BOT CHORD 1-9-457/1224, 8-9=204/837, 7-6=204/837, 6.7=319/1093 WEBS 2-9>2901272, 3-9=162/449, 3-7=139/329 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=S.Opsf, h=151k Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 6 and 258 lb uplift at joint 1. LOAD CASE(S) Standard ENs f PE 76051 / M 'I*.�71 �1\ S 13-1f/i /I�INII I IE�G\\\\\ ( n Job Truss MSS Type y Ryan Homes-1452Ad 1452-A R2 COMMON i 1 Job Reference O 'onal Soulhem Trust, FL Piece, FL, 34951 Run: 82M s Nov 30 201] PnrR 820g c Nov 302017 N4-ra IrMu m. Inc Fn Jul 611:00:13 2018 Page 1 ID:FaPOUhuCVVA016wSO7vTFdz?5dC-fsdnOU72dVsSYkg9aKVN7g2MbliKSkOuez_7zpu0 1140 fi2-7 1000 1p�p 151-7 2a4 F2-7 34s9 10-6/JJ 118-0i 3-&7 5-2-9 Scale=1:34.6 3x4 = 5x5 = 3x4 = 5 6 i 1-0-0 7-11-13 13-0-2 2040 1-0-0 i 6-71-13 I 545 i 6-tit-td I Plate Offsets KY)— f1:0.0-0,1-3-21, f1'0-1-14,0-0.21, t3:0.2-00-2-111 f4:0.2-8 0-3-0) t5:0.2-00.2-112 MD- -4 0-0-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (IOC) V all Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.7D Vert(LL) -0.12 1-11 '999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.66 Vert(CT) -0.25 1-11 '950 180 BCLL O.D Rep Stress Inns YES WB 0.17 Hom(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Ma1rixS Weight 95 to FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left 24 SP No.2 SLIDER Right 2x6 SP No.22-9-10 REACTIONS. (lb/size) 8=740/0-6-0 (min. 0-1-8), 1=740/0-8-0 (min. 0-1-8) Max Harz 1=76(LC 9) Max Uplit8=247(LC 9), 1=253(LC 8) BRACING - TOP CHORD Structural wood sheathing disectly applied or 4-2-1300 puriins. BOT CHORD Rigid ceTng directly applied or 8-10.12 oC bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES (Ib) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1373/468, 2-3=12D41424, Ml 1120/391, 6-7=1211/427, 7-8=1268/413, 34=1066/416, 4-5=995f389 BOT CHORD 1-11=436/1215, 10-11=192/839, 9-10=192/839, 8-9=3D5/1088 WEBS 2-11=268/258,4-11=172/436,4-9=131/317 NOTFS- 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7.10; Vut=160mph (3second gust) Vasd=124mph; TCDL=4.2pst; 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 lost bottom chard live load nonconcument with any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 to uplift at joint 8 and 253 Ib uplift at joint 1. LOAD CASE(S) Standard PE 76051 _' P% 5 ATE -OF " /jO��C /\\\\ t I Job Iruss I raw I ype UTY Ryan Horn.-1452Ad 1452- B3 IMY HIP 1 1 Job Reference (optional Truss, FL Pierre, FL, U951 Scale =1:332 4M = 5x7 = az9— hx9 11 3x8 II 1-0-0 8-0-0 13dO 20-4-0 7-0-0 7-0-0 54-0 I 7-0-0 6 Plate Offsets (X.Y)- 11:0-0-0,1-3-21. f1:0-1-14,0-0-21. (2:0-24.D-2-41. (3:0-5-0,0-2-8L 14:0-2-8,04-21 LOADING(PSI) SPACING- 2-0-0 CSI. DEFL in Occ) Odell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.95 Ved(LL) -0.13 1-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.80 Vert(CT) .0.28 1-7 >852 1B0 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) O.D4 4 Na Na BCDL 10.0 Code FBC2017/TPI2014 MatnxS Weight 911b FT=10% LUMBER - TOP CHORD 2x4 SP No2 *Except' T3: 2(6 SP No.2 SOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2, Right 2x4 SP No.3 REACTIONS. (Ib/size) 4=740/0-8-0 (min. 0-1-8), 1=740/D-e-O (min. 0-1-e) Mm Harz 1=61(LC 8) Max Uplift4=228(LC 9), 1=235(LC 8) FORCES. Ob) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1294/395, 2-3=11181408, 34=-12281380 BOTCHORD 1-7=290/1112, 6-7=270/1DB1, 5-0=27011061, 4-5=273/1056 WEBS 2-7=0/262 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracng be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-10; Vu"- SOmph (3- a nd gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=151k CaL 11; Exp C; End., GCpr-0.18; M WFRS (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 nonoonourrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2.28 Ito uplift at joint 4 and 235 ID uplift at joint 1. LOAD CASE(S) Standard PN\GE B t _i PE6051 ( Ea1 ' M -rot S�a.T / pRIG_Q:'� 0OIVA I MNG\\\\\\ 19 Job Trues cuss ype y Ryan Homesce-1452Ad 1452-A B4G HIP 1 1 Job Refereno 'onal 1 1, mas , n rierce, ri-, 4aeo1 Nun: e200 S Nov a0 2017 Pnnt 52M 5 Nov ID:EaPOUIwCWAO16wSO7vTFdz I 70.8-0 I 154-0 � 441-0 4b-0 4x7 = 1x4 II 40 = 3 12 13 4 14 15 5 5x5 = ix4 II 3x4 = 1x4 II 5x5 = 3x8 = Scale = 1:34,6 i-0-0 60-0 10A-0i 15-d-0 20h-0 21h-0 1-00 5-0-0d-9-0 d1111 x Plate Offsets IX,19- 11:04-10,Edgel, 13:0-5-0,D-2-01 15:0-5-0 0-2-07 [7:0�1-10 Edoe] LOADING(ps1) SPACING- 2-0-0 CSI. DEFL in Qoc) Udell Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.52 Vert(LL) 0.15 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.21 9-11 >999 180 BCLL 0.0 Rep Stress Inv NO WB 026 Horz(CT) 0.07 7 nla n/a BCDL 10.0 Code FBC2017/1P12014 MatnxS Weight 103 lb FT = 10 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No2 2.10.12, Right 2x6 SP No2 2.10-12 REACTIONS. (Ib/sae) 1=1I D910-8-0 (min. 0."), 7=110910-8-0 (min. 0-1-8) Max HOrz1=16(LC 9) Max: Uplift1=541(LC 8), 7=541(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc pudins. BOT CHORD Rigid calling directly applied or 5-10-13 oc bracing. MiTek recommends that Stabili7ers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or lass except when shoi TOP CHORD 1-2=2284/1147, 2-3=221311160, 3-12=2601/1401, 12-13=2600/1400, 4-13=2600/1400, 4-14=2600/1400, 14-15=2600/1400, 5-15=2601/1401, 5-0=2213/1160, 6-7=2284/1147 BOT CHORD 1-11=10D4/2041, 11-16=1005/2055,10-16=1005/2055, 9-10=1005/2055, 9-17=1004/2055, 17-18=1004/2055, 8-18=1004=55, 7-8=1003/2041 WEBS, 3-11=28/342, 3.9=347/683, 4-9=45W4D4, 5-9=347/683, 6-8=29/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu"- 60mph (3-second gust) Vasd=124mph; TCDL=42pst,, BCDL=S.Opsf, h=15R Cat II; Exp C; Encl., GCpr-0,16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This! truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 Ito uplift at joint 1 and 541 lb uplift at joint 7. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)121 lb dawn and 169 lb up at 6-D-0, 57 lb down and 107 to up at a-0-12, 57 It, down and 107 lb up at 10-0-12, 57 lb down and 107 lb up at 11-3-4, and 57 It down and 107 to up at 13.34, and 121 lb down and 169 Ib up at 154-0 on top chord, and 1 D6 lb down and 100 It, up at 6-0-0. 41 lb down at B-0-12, 41 lb down at 1D-0-12, 41 lb dovm at 1134, and 41 It dorm at 1334, and I O6 It, dove and 100 lb up at 153-4 on bottom chord. The design/selection of such connection devlCa(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (S). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Uniform Loads (pit) Vert 1-3=54, 3.5=54, 5-7=54,1-7=20 Concentrated 3� 74(13) 5-74(B) 10=27(B)11=106(B) 8=106(B)12=55(B) 13=55(B)14=55(B) 15=55(B)16=27(B) 17=27(B)18=2 \GEN& PE 6051� 1 I I M 1 >r / pRIDP�\-���� '%NA job Twss I rusa type y Ryanflmnes-1452Atl 1452-A C1 COMMON 2 1 Job Reference D 'onal Sou nem Truss, Ft Piera, FL, 34951 Run:6.200 s Nw30 20l7 Pnnt b.2W s Nov 30 2Dl7 Mi ek induMn, lna Fri Jul 611:00:14 2D16 Page 1 ID:EaPOUIwCWA016wSD7VTFdz?5cK-73Vh?1Ulpxdj4lJOjlrk3ttV?n ansuFYNUWZzyu? 44 = Scale =127.4 I66 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 inor YES Code FBC2017f1P12014 CSI. TC 0.72 BC 0.73 WB 0.16 Matrix-S DEFL in Ved(LL) -0.17 Vert(C1) .0 35 Hom(CT) 0.02 (loc) Udell L/d 1-6 >999 240 1-6 >558 180 5 rust Na PLATES GRIP MT20 2441190 Weight 67 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD SWchural wood sheathing directly applied or 4-3-12 oc purlins, except BOT CHORD 2x4 SP No2 end verticals. WEBS 2x4 SP No.3 `Except BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. W3: 2x6 SP No.2 MTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in acoordance with Stabilizer Let 2x6 SP No2 Installation guide. REACTIONS. (fib/size) 5-60810-8-0 (min. 0-1-8), 1=08/0-8-0 (min. 0-1-8) Max Horn 1=86(LC 8) Max Uplit15=206(1.0 9), 1=213(LC 8) FORCES. Qb) - Max CompJMax Tan. - All forces 250 Ob) or less except when sho m. TOP CHORD 1-2-10541388, 2-3=814/280, 3-4=866/254, 4-5=530/246 BOT CHORD 1-7=377/928, 6-7=377f928, 5-8=17lf717 WEBS 2-0=303/248, 3-6=45/409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=160mph (3-semnd gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0psf, h=15t1; Cat ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 lost bottom chord live load nonconanrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 5 and 213 lb uplift at joint 1. LOAD CASE(S) Standard �\GENSF`L/i PE 76051 (o . to lrl I i I\G \\\\ I U Job Truss I russ I ype LAY Ply Ryan Homes-1452A 14524 C2 COMMON 1 1 i Job Reference(oplional n 1. o.,,,,e ... ,.,­„_,,,, m„­ .,, <,,,o.eve, ID:EaPOUfwCWA016WS07vTFdz?Sd(-bF33C3VNaRahs CH?Mzb4PilAFBJEA1UC7220z�u_ 5-7-14 8-0-0 9-0-0 104]-0 17-0-0 57-14 i 2-4-2 1-0-0 I 1-0-0 7-0-0 Scale -1:28.1 Ox4 = 1x4 II 4 53x4= 3 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017nP12014 CSI. TC D.59 BC 0.72 WB 0.15 Matrix-S DEFL in Vert(LL) -0.17 Vert(CT) .0.36 Hom(CT) 0.02 (loc) Udell Ud 1-8 >999 240 1-8 >541 18D 7 n/a nla PLATES GRIP MT20 244/190 Weight 67 lb FT=10% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc pudins, except GOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 9-10-14 oc bracing. W3: 2x6 SP No.2 MfTek recommends that Stabilizers and required Cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left 2x6 SP No.2 Installation guide. REACTIONS. (Lb/size) 7=60B/048-0 (min. 0-1-8), 1=808/0-8-0 (min. 0-1.8) Max Hom 1=78(LC 8) Max Uplitt7=197(LC 9), 1=205(LC 8) FORCES. Qb) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=1041/362, 2-3=828/264, 5-6=-889/242, 6-7=5261235, 3-4=7441273, 4-5=744/273 BOT CHORD 1.9=346/914, 8-9=346/914, 7-8=164/744 WEBS. 2-8=281/219, 4-B=2Mg8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0psN h=151l; Cat 11; Exp C; Encl., GCpF-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncenwnent with any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 197 lb uplift at joint 7 and 205 to uplift at joint 1. LOAD CASE(S) Standard ion Truss rvss ype y Ryan Homes-14UAd 1452-A MG HIP 1 1 Job Reference (optional) 6ouNem Trust, FL Pierte, FL, 34951 ID FaPOUIwC�WA016wSO7vTTFFdz75c(-bF33C3VNaFlahwCH?Mzb4PfgA]sJFr1UC7220z_pu_ i-0-0 6.0-0 1241-0 164iO 1660 1-0-0—� 4-M I 6-0.0 40 = 12 13 4x4 = Scale = 1:29.1 1-0-0 1-0-0 6-0-0 12-0-0 16A-0 17-0�078-0-0 1-0-0 4-0-0 1 6-DU 44i-0 1-0-0 Plate Offsets MY)- r2:0-1-11 1-2-81 13:0-5-4 0-2-0j (5:0-1-11 1-2-Bj LOADING(psf) SPACING- 2-0-0 CSI. DEFL in poc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 B-10 >892 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.31 B-10 >602 180 BCLL 0.0 Rep Stress Inv NO We 0.11 Hom(CT) 0.02 7 n1a Na BCDL 10.0 Code FBC2017/TPI2014 MatdxS Weight 721b FT=10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SPM31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. MiiTek recommends that Stabilizers and required cross bmcng be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/s'ize) 11=g2811 -8-0 (min. 0-1-8), 7=928/0$0 (min. 0-1-8) Max Horz 11 =46(LC 8) Max Upl'dtl 1=462(LC 8), 7=-462(LC 9) FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 (fin) or less except when shown. TOP CHORD 1-2=1198/606, 2-3=13561721, 3-12=1192/6a3, 12-13=1192/683, 4-13=1192/683, 4-5=13561720, 5-6---1198/606 BOT CHORD 1-11=592/11B4, 10-11=606/1184, 9-10=604/1192, 9-14=604/1192, 8-14=604/1192, 7.8=592/1184, 6-7=-592/1184 WEBS. 2.11=463/318, 3-10=0/285, 4-8=0/284, 5-7=463/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.Opsf; h=1511; Cat 11; Ezp C; Fstl., 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 nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to beartng plate capable of withstanding 462 m uplift at pint 11 and 462 lb uplift at joint 7. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s)121 Ib down and 169 Ito up at 6.0-0, 55 Ito down and 107 Ib up at 8-0-12, and 55 Ib down and 107 lb up at 9-11.4, and 121 Ito down and 169 lb up at 12-0-0 on top chord, and 106 Ito down and 100 Ib up at 6-0-0, 41 lb down at 8-0-12, and 41 lb down at g-11-4, and 106 lb down and 100lb up at 11-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1.3==-U, M=-54, 4-6=54, 1-8=20 Concentrated Loads (Ib) Vert 3=74(F) 4=74(F) 9=27(F)ID--106(F) 8=106 fl 12=55(F) 13=55(F)14=27(F) \\\\Qj\ t E B F `` <'Z,' /7 PE 76051 \ s,(,AltUr`q `1 \�lV�� ////�ss/0NA I t lE\ G \\\\ 1 G JOD hiss m55 ype y Ryan Homes-14U Ad I 1452-A L7 COMMON 2 1 Job Reference (optional) Sw . T... FLPie=. FL, 34951 i K. 01006 NOV:W lUl / MIK tl3UU 6 NW :1U 2U1 / MI I CK IIIeLLIDIG, InC Yn JW O 1l:UU'.lY Llllb esee 1 ID:EaPOUIwCWA016wSO7 VTFdz75c)(-UDIa2R2udTFOATBzWfRvmwaRSnhrF3vdPg5FA=_ptw 4x4 = Scale=1:18.9 1i Plate Offsets MY)— r1:0-1-14,0.0-2],11:0-0.0,1321, 13:0-1-14.0-0-21, f3:0-M,1321 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Ox) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 1.4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.06 14 >999 180 BCLL O.D Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 3 n/a Na BCDL 10.0 Code FBC2017rFP12014 Matrbc-S Weight 46 lb FT =10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2, Right 2x6 SP No.2 REACTIONS. (Ib/size) 1=419/0-8-0 (min. 0-1-8), 3=419/048-0 (min. 0-1-8) Max HDrzt=46(LC 8) Max Uptifh=145(LC 8), 3=145(LC 9) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=656/196, 2.3=656/196 BOT CHORD 14=133/547, 3-4=133/547 WEBS 2.4=01274 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 o , pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabili2er Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=S.Opsf; h=15f; Cat. 11; Fxp C; Encl., GCpi=0.18; MIAFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconc ment with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 145 Ib uplift at joint 1 and 145 to uplift at joint 3. LOAD CASE(S) Standard ( ' 7_ 6051 \� PE 1 t 1\\ 5 Al L��p l NAI 1?G\\\\\\ I JOSE I cuss I rues I ype WY ely Ryan Homes -1452 Ad 14524 L2G HIP 1 t Job Reference o 'onal I seamen Imss, rL rie=, rL, a4aei Scale =1:192 4x4 = m 40 = 3X6 II axs II f4]-0 14-q 4-0-0 8-0W ;OAD 1f10 12-0-0 Plate Offsets Mr— 12:0-0-12 0-1-121 (4:0-540-2-0] WO-D-120-1-121 17:0-0-0 0-1-121 F:0-14 1-1-8]it 0:D-0.00-1-121 110:0-141.1-M LOADING(pst) SPACING- 2-0-0 CS]. DEFL in (loc) Wall L)d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.05 8-9 >999 240 MT20 244/190 TCDL, 7.0 Lumber DOL 1.25 SC 0.37 Vert(CI) -0.06 M >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.06 Hoa(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 MatdxS Weight 48 to FT= 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=41910-8-0 (min. 0-1-B), 7=419/0-8-0 (min. 0-1-e) Max Hom 10=31(LC 8) Max Upliftl0=254(LC 8),7=254(LC 9) Max Gravl 0=421 (LC 17). 7=421(LC 18) FORCES. (to) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2=315t236, 2.3=380/304, 3-11=313=3, 4-11=313/283, 4-5=-3BD/305, 55=.315/237 BOT CHORD 1-10=226/312, 9-10=231/312, 9-12=222/314, 8-12=2221314, 7-8=227/312, 6-7=227/312 Structural wood sheathing directly applied or 6-0-0 oc pudins Rigid ceiling directly applied or 1 D-M oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof Me loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (&second gust) Vasd=124mph; TCDL=4.2psl, BCDL=5.0psf; h=1511; CaL It; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconourrent with any other rive loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 Ib uplift at joint 10 and 254 to uplift at joint 7. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 to down and 149111 up at 4-0-0, and 26111 down and 57 lb up at 6-0-IZ and 53 to down and 149 to up at 8-M on top chord, and 18 Ib down and 44 to up at 4-0-0, and 9111 down and 21b up at 60-12, and 18 to down and 44 Ib up at 7-114 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 7) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Incre is 1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-3=54, 34=64; 4-6=-54, 1-6=20 Concentrated Loads Qb) Vert 3=23(B) 4=23(B) 9=2(B) 8=2(B) 1 1=1 (8) 12=2(B) � PE 76051 /Jc u' z1 I 1 0 1 S AT %Oo \ ORVD_ ', S/�NALtE\G 11 o runs suss Ines Uty y Ryan Homes-14W A d 1452-A J7 JACK 12 1 Job Reference fopfi na11 irvv, ri Preece, FL.. Sai Khm: Isrvwao 201) 17 fi200s Nov 30201]hL7ek In4v4ies, Inc Fn Jul fi11:DD:182018 Pagel ID:EaP0U1wCWA016vr507vTFdz75rJC-DgIBg6YGsA79YJrny7wgDj1 FFNM3 Wc1TAALieLz,_pDc td-0 7-6-0 1-4-0 6-2-0 Scale -120.3 Plate Offsets (X.Y)- 12.0.0-12 D-1-121 f5.0-1-8 1-2-0I f5.9-0-0 9-1-121 - - - LOADING(psf) SPACING- 2-D-0 CSI. DEFL in Qoc) Udetl LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.51 Vert(LL) 0.07 4-5 >978 240 NI1­20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.39 Vert(CT) -0.13 4-5 >569 180 BCLL 0.0 Rep Stress Inch YES WB 0.08 Hom(CT) -0.05 3 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight 24 to FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTION& Qb/sae) 3=148/Mec hanical, 4=671Mechanical, 5=335/0-8-0 (min. 0-1-8) Max Ham 5=155(LC 8) Max Uplifi3=136(LC 8), 5=101(LC B) Max Grav3=148(LC 1). 4=110(LC 3), 5=335(LC 1) FORCES, Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or lass except when shown. WEBS 2.5=295/272 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cress bracing be Installed during truss erection, in accordance with Stabilizer Installation ouide. NOTES- 1) Wmd: ASCE 7.10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15fk Cat It; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 to uplift at joint 3 and 101 Ib uplift at joint S. LOAD CASE(S) Standard LPN\GEI a 7 PE 76051 i -10 1\ SATtOi j� /////\j'%NALh I ?G�\\\\ h Q Job Truss I russ I ype QtY Fly Ryan Homes-1452Ad 1452-A J7A MONO TRUSS 3 1 Job Reference (optional) SouNem TN . FL Ple=. FL, 34851 Ii.POUI.S NA016US07T 4ig5' Wan (nl/NdWO"On501 GS, InG hd JW OII: d NItl YdBGI ID:EaPOUIwCWA016wS07vTFdY15tlC-UOIa2RZJad1F0ATBzNTF2vmwaPMN1d=4XdPg5FAZ¢ l Scale=1:19.5 Plate Offsets (X,Y)— f1:0-1-2,0-2-12], 11:0-2-8,0-2-121, 14:0-0-0.0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.55 Vert(LL) 0.10 3-4 -740 24D MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.15 34 >505 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(CT) 0.05 2 n!a n1a BCDL 1 oX Code FBC2017/TP12014 Matrix-R Weight 21 to FT =10 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. Qb/size) 2=1541MerhanicaL4=230/0-8-0 (min. 0-1-8),3=76Mechaniral Max Hom4=128(LC 8) Max Uplig2=136(LC 8), 4=58(LC 8) Max Grav2-154(LC 1), 4=230(LC 1), 3=115(LC 3) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 Qb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-D oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wmd: ASCE 7.10; VuH=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0psf h=15ft Cat II; Exp C; End., GCpf=0.16; MWFRS (envelope); LumberDDL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 2 and 58 lb uplift at joint 4. LOAD CASE(S) Standard f� PE 76051 >r ems' �i�T S10 NA iN/1111)�?G\\\��� 0)n o runs was ype y Ryan ome5-7452Atl 1452-A J6 JACK 10 1 Job Reference o 'onal aoumem Truss, F, rie ,r,..w , I .. uaw NOV3U2Ul/VnMb2UUSNW3020T7MITCNIn0u5 mein FnJUI 611:00:182018 Paget ID:EaPOUIwCWA016mS07vTFt1275rJ(-0gIBg5YGsA79YJcny7wgDjl l3NP1 WdNTAAUeLz_pb( 1-0-0 fi-00 I 1-Qo I 5-0-o I SWe= 1:17.5 Plate Offsets K'r)— (2:0-0-12,0-1-121. I5:0-1-8,1-2-01 (5:0-0-00-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (IDC) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.26 Vert(LL) -0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.20 Vert(CT) -0.04 4-5 - >999 ISO BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.02 3 n/a n1a BCDL 10.0 Code FBC2017rrPI2014 Matrix-P Weight IS lb FT =10 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=109IMechanical, 4=47/Mechanical, 5=283/0-8-0 (min. 0-1-8) Max Horz5=124(LC 8) Max Uplift3=104(LC 8), 5=85(LC 8) Max Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or lass except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vuk=16Dmph (3-second gust) Vasd=124mph; TCDL=4.2pst,, BCDL=5.Opsf; h=151k Cat It; Fxp C; Encl., GCpr-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) Refer to girder(s) for truss to truss Connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 85 Ib uplift atjoint 5. LOAD. CASE(S) Standard 4i i ( PE 76051 l I x -0 1 S AT ORIDP S��NAI.IEMG���\\ 9 Job Truss I Ns5 I ype Qty Ply Ryan Hom6-1452Acl 1452-A� J58 MONOTRUSS 2 1 Job Referenm (optional) 1 ID:EaPOUIwC WA016wS07vTFdzlSdC-OgIBg5YGs479YJrny7wgDj1JINOZV✓dSTAALieLzybc I 1l�in I i4 Scale =1:16.4 Plate Offsets (X,Y)— r2:0-0-12,0-1-121 r5:0-1-81-2-01 15:0-0-0 0-1-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.17 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.02 3 n/a n1a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 18 to FT= 10-A LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. Qb/size) 3=10011viechanical, 4--42/Mechaniml, 5=272/D.&O (min. 0-1-8) Max HDM5=117(LC 8) Max Upl!03 97(LC 8), 5=81(LC 8) Max Gmv3=100(LC 1), 4=75(LC 3), 5=272(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-D oc puriins. BOTCHORD Rigid caling directly applied or 10-0-D oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. 1)1Mnd: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf, h=15$ Cat II; Exp C; End., GCpi=0.1 B; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 97 lb uplift at joint 3 and 81 lb uplift at joint 5. LOAD CASE(S) Standard E BCF'\�� PE 76051 ,fit\ sn ; w� %O'o :Z ORIOP�\\�� ////ASS//Oj1IAI 1 I�OG \\\\ 99 o Truss Ns ype y y Ryan Homea-1452 Ad 1452-A JS JACK 3 1 Job Reference (optional) Soumem Truss, FL Piern, FL, M951 Sods=1:16.7 Plate Offsets MY) — LOADING (Psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Udeff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.01 3 We nla BCDL 10.0 Code FBC20171TPI2014 MatdX•P Weight 18 lb FT= 10% LUMBER - TOP CHORD 2x4 Sin No.2 BOT CHORD 2x4 SIP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/s¢e) 3=96/MecJhanical, 4=40/10echanical, 5=267/0-8-0 (min. 0-1-8) Max Horz5=113(LC 8) Max Uplift3=93(1_C 8), 5=80(1_C 8) Max Gmv3=96(LC 1), 4=71(LC 3), 5=267(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc pudins. BOT CHORD Rigid calling directly applied or 104-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. NOTES- 1) VAnd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf, h=15$ Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 80 lb uplift atjoint 5. LOAD CASE(S) Standard r PE 76051 �1 I , I M i STJAT 7- ��0°``c ORIOj'����� 0 Job Iruss lype y Ryan H..-14U A tl 1452-A JSA MONO TRUSS 7 1 Job Reference (optional) eoamem i,u "ecru, " .. ID:FaPOUIwC WAO16wS07vTFdz?Stl(-OgIBgSYGsA79YJrny7wgDjl.fTNOJ WtlHTAAUels�bc Stale = 1:15.6 4-fi-0 LOADING (PSI) SPACING- 2-0-0 CSL DEFL. in (1oc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 024 Vert(LL) 0.02 3.4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.18 Vert(CT) -0.03 3-4 >999 180 BCLL 0.0 Rep Stress Inrr YES WB 0.00 Horz(CT) -0.02 2 n/a n/a BCDL 10.0 Code FBC2017f PI2014 Matrix-R Weight 15 lb FT= 10% TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 WEBS 2x6 SP No2 REACTIONS. Qblem) 2=104/Mechanical, 4=156/0-M (min. D-1-8), 3=51/Mechanical Max Horz4=87(LC 8) Max Uplift2=94(LC 8), 4=36(LC 8) Max Grev2=1 D4(LC 1), 4=156(LC 1), 3=78(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-6-D oc pudins, except end verficals. BOT CHORD Rigid ceSng directly applied or 10-0-0 oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.0psf; h=151k'Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live foods. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 36 to uplift at joint 4 LOADiCASE(S) Standard ��JP'N�ME a F�N PE 7,6051 M 'i�z9 %moo c''k, ORID_ S10NAL(e' ' \\\q LI Job Irugs was ype y y Ryan Homes -1452 Ad 1452-A J4 JACK 11 1 Job Reference (olo6onab nUn:UlUUS Nav JD4Dlt"nCBPDue Nov MZUIr MueK mausmes,ina MJUI 511:W:le ZD1B Pagel ID:EaPOUKvCV VA016wSO7vTFdz75cK-OglBg5YGsA79YJmy7wgDjl LoNR4 WdTAAUeLz_pbc ' 1-4-0 24i-0 I Sde =1:125 I 14-0-D it 3-0-0 Plate Offsets MY)— I2:0.0.12,0.1-12) I5:0.1-81.2-0) f5:0-0-0 0.1.121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) .0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight 13 lb FT = 10 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=54/Mechanical, 4=17/Mechanical, 5=220/0-8-0 (min. 0-1-8) Max Hom5=83(LC 8) Max Uplift3=59(LC 8), 5=66(LC 8) Max Grav3=54(1-C 1), 4=40(LC 3), 5=220(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purrins. BOT CHORD Rigid ceiling directly applied or 1046-0 oc bracing. MTek recommends that Stabilizers and required cross brsang be installed during truss erection, in accordance with Stabilizer Installation ouide. NOTES- 1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsg h=15f; Cat 11; Exp C; Encl., GCpi=0.18; M WFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uprrft aljoint 3 and 66 lb uplift at joint S. LOAD CASE(S) Standard ENS PE 76051 i / 1 //���SS�0NALIe \\\\ 4 S o rvss fuss ype y Rysn Homes-1452 A C 1452-All J3 JACK 3 1 , Job Reference o 'onal SO=. T.. , FL Pier¢, FL, M951 ROn: 6200 S NOV 30 2017 PnOt 6200 5 NOV 30 ZU17 MITOk IndUSNes, IOC Fn JUI 6 11:0a7 2015 Pege 1 I ID:FaPOUIwCWAO16wSD7VTFdz75cK-XdBpolXe6s71xA1bOODRgWAB-60MaKxWcB6m_piy 1A-0 31i-0 I 2-2-0 Scale =1:115 Plate Offsets (X,Y)— f2:0-0-12,0.1-121..12:0-1-11,1-2-e1. IS0.0-0,0-1-121 LOADING(ps1) SPACING- 2-0-0 CSI. DEFL In Qoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 nla n/a BCDL 10.0 Code FBC2017rfP12014 Mattx-P Weight 12 lb FT=10 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=3B/Mechanicml, 4-8/Mechaniml, 5=208/0-B-0 (min. 0-1-8) Max Ho¢ 5=72(LC 8) Max UpIM3=48(LC 8), 5=62(LC 8) Max Gmv3=38(LC 1).4=28(LC 3). 5=208(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MlTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7.10; Vub=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf h=15ft; Cat It; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of vdthstanding 48 lb uplift at joint 3 and 62 lb uplift at joint 5. LOAD CASE(S) Standard o i tossi cuss I ype ply Ryan Homes-14U AC 1452-A J3A MONO TRUS6 1 1 Job Reference loationall ID:FaPOUIwCWAO16w5O7vTFdz75eK-XdBpdIXe6s71xA1bOQORgVVBW 6AM1KxWc86uzyTy Scale=1:11.6 2xa 2-6-0 LOADING(psf) SPACING- 2-0-0 CS1. DEFL in Qoc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.06 Vert(LL) -0.00 3-4 >999 240 MT20 244/190 TCDL 7.11 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress inor YES NS 0.00 Horz(CT) -0.00 2 n1a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-R Weight 9lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc pudins, except BOT CHORD 2x4 SP No.2 and verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 1 O-M oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=55/Nlechanicel, 4=82/0-8-0 (min. 0.1-8), 3=27/Mechaniwl Max Hom4=45(LC 8) Max Uplift2=52(1-C 8), 4=14(LC 8), 3=3(1-C 8) Max Grav2=55(LC 1), 4=82(LC 1), 3=41(LC 3) FORCES. Qb) - Max. Comp./Max. Ten. - AII=.forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2W,, BCDL=S.Opst, h=15f; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to thus connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521b uplift at joint 2, 14 lb uplift atjoint 4 and 3 lb uplift at joint 3. LOAD CASE(S) Standard ENS( PE 76051 S ATFOF " //��SS/ONALIE�G Jobrusa i fuss ype ty Ply Ryan Homes- 1452Ad 1S52-A J2 JACK 12 1 Job Reference (optionarl Scuthem Truss. FL Pierre, FL, 34951 Run:e203s Novn2017Pnnt O.2WRNWv 291/Mlle Indusmes Inc nJ01611:W:172o1s Pa9e1 ID:FePOUIwC WA016wS07vTFdz?ScK-XdBpdD(e6s?IxAl b000Rg WAL_5ynAgKXV&86U_M 4-0 I O41-0 2 � 140 A-0 Scale -1:8.5 I 1-0-0 1V tZ I 1-0-0 ' Plate Offsets (X Y)— 12:0.0-12 0-1-121 (2:0-1-11 1.2-81 15:0.0.0 0.1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Udell Lid 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 Be 0.05 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.02 Hoa(CT) -0.00 3 rda rda BCDL 10.0 Code FBC2017/IPI2014 Matrix-P Weight 7lb FT=10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 %VE8S 2x4 SP No.3 REACTIONS. (Ib/size) 3=34/Mechanical, 4=43/Mechaninl, 5=223/04e-0 (min. 0-1-8) Max Horz5=43(LC 8) Max UpH113=34(LC 1), 4=A3(LC 1), 5=-66(LC 8) Max Grav4=5(LC 8), 5=223(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 240-0 oc purfim BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilaer Installation guide. NOTES- 1) Wind: ASCE 7-10; VuR—'160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opst; h=151t; CaL 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other five loads. 3) Referto girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 34 lb uplift aljoint 3, 43 lb uplift atjoint 4 and 66 Ito uplift at joint 5. LOAD CASE(S) Standard t PE 7,6 n -� 1\ S TFOF " / cr 0Na o cuss cuss ype Y Ryan Homes-1452 A d Job Jt JACK 3 1 _ Job Reference (oolional) SOMM Truss, FL Meim, FL, 34951 - Run: BS00 s Nov 30 2g1] RInC 8.200 s Nov30 2017 MRek InOusMes, Irw F4 JW 611:M:17 2018 Page 1 10:EeP0lllwCWA016wSO7 VTFdz?5cK-XdBpolXeBS?IXAt b000RgW BX_6eM1 K1CJJrB6=_pt 1-ti-0 ' 1b0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (ion) Odell L/d TCLL 20.0 Plate Grip DOL 125 TC 0.08 Vert(LL) 0.01) 1 nit 120 TCDL 7.0 Lumber DOL 125 BC 0.02 Vert(CT) .0.00 1 n/r 120 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 n/a We BCDL 10.0 Code FBC2017r P12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 REACTIONS. (Ib/size) 2=9511VIechaniral, 3=14/0-8-0 (min. 0-1-8) Max Horz2=124(LC 1), 3=124(LC 1) Max Upliffi=54(LC 8) Max Gmv2=95(1-C 1), 3=29(LC 3) FORCES. (Ib) - Max. CompJMax Ten. -All forces 250 cab) or less except when shown. Scale = 1:7A PLATES GRIP MT20 2441190 Weight 5lb FT=10% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purling. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilimer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vul[=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst,, BCDL=5.epsf, h=15ft Cat It; Fxp C; Encl., GCpi-0.1 S; MVJFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 Ib uplift at joint 2. 5) Non Standard bearing condition. Review required. LOAD CASE(S) Standard 0 Truss mss YPe Y y Ryan Homes-14UA 1452-AI Ve VALLEY 1 1 Job Reference (optional) 2x4 1A II 2 4 4x4 = 2x4 O Scale = 1:142 LOADING(psf) SPACING- 2-0-0 CSi. DEFL in Qoc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 028 Ver LL) n/a - n/a 999 MT20 2441190 TCDL 70 Lumber DOL 125 BC 0.18 Vert(CT) n/a - rda 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Hxz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2DI7/IP12014 Matrix-P Weight 241b FT= 10% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD BOTCHORD REACTIONS. Pb/size) 1=118/8-0-D (min 0-1-8), 3=11818-0-0 (min. 0-1-8), 4=24818-0-0 (min. 0-1-8) Max Horz1=25(LC 8) Max UpIM=-BB(LC 8), 3�62(LC 9), 4=52(LC 8) FORCES. (Ib) - Max. CompJMax Ten. -AN forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-D-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing installed during truss erection, in a=rdance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1 Sit; Cat. 11; Exp C; End., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1, 62 to uplift atjoint 3 and 52 lb uplift at joint 4. LOAD CASE(S) Standard EN 157, PE 76051 -A t\ 5 ATE / 1 —I3—I�; �cy� AL / /OINI t 111\G\\\\\\ Cam/ JOD Truss mss lype Fly Ryan Hanes-1453Ad 1452-A Vd VALLEY 1 1 Job Reference o 'onai 5.00 FIT 2 2x4 G 314 = 2x4 3 Scale -1.7.3 Plate Offsets (X,Y)— f2:D-2-0,Edge) LOADING(Psf) SPACING- 2-0-0 CSI. DEFL in Occ) Odell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 3 Na Na BCDL 10.0 Code FBC20171TP12014 Matra-P Weight 10 to FT =10% LUMBER- TOP'CHORD 2x4 SP No.3 BOT.CHORD 2x4 SP No.3 REACTIONS. Qb/size) 1=94/4-0-0 (min. 0-1-5), 3--94/4-0-0 (min. 0-1-e) Max Hom 1=10(LC 9) Max Uprdt1=33(LC 6), 3=33(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 1041-0 oc bracing. MiTek recommends that Stabilizers and required cross orating be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.0pst, h=15ft; Cat 11; Exp C; End., GCpi=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This buss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 1 and 33 Ib uplift at joint 3. LOAD CASE(S) Standard ENSF:�����i { ' PE 76051 1 I ` S T 2 SOT ;� 13 //// C &/ /OINi A t 11E�G `\\\ `Z Job Imes I Iu56 I ype Ryan Homes -1452 A d 1452-A MV6 jQty JPIY VALLEY 2 1 ' Job Reference (optional) SwMem Truss, FL Men e, FL, M951 Rim: 82M s Nov 30 2017 Pnnt 8200 a Nov 302017 MITek Ind=nes. Inc Fri M 61101.192018 Page 1 ID•EaPOUhVCWA016wS07VTFdZ75cK-UD1a2R7udTFOATBzV*Rv MYngIF4XdPg5FAnz_ptw 64L-0 64w i Scale=1:14.8 2x4 % t.6x4 II LOADING(psf) TCLL 20.0 TCDL, 7.0 BCLL 0.1) BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.26 Lumber DOL 125 Rep Stress Ina YES Code FBC2017frP12014 asL TC 0.73 BC 0.56 VJB O.OD Matrix-P DEFL in (loc) I/dell Ud Vert(LL) n/a - rda 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 rda n/a PLATES GRIP MT20 2441190 Weight 20 to FT =10 % LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. VVEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. Qb/size) 1=19016-0-0 (min. 0-1.8), 3=190/6b-0 (min. 0-1.8) Max Horz1=105(LC 8) Max UpliR1=57(LC 8), 3=101(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (to) or less except when shown. NOTES- 1) Wnd: ASCE 7.10; Vuft=160mph (3-secend gust) Vasd=124mph; TCDL= 4.2psf, BCDL=S.Opsf; h=15% CaL 11; Exp C; End., GCpF0.18; MVJFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord hearing. 3) This buss has been designed for a 10.0 psf bottom chord live load nonconc rnentwith any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 1 and 101 lb uplift at joint 3. LOAD CASE(S) Standard ENS 7 / PE 76051 I 5 ATE'OF " f z:- � o fuss L mss I ype wry ely Ryan Homes-1452Ad 1452-A MV4 VALLEY 2 1 Job Reference (optional) SOMem mss. FL Plebe, FL, 34a51 2x4 4 nun: Clw s NOV su zm / ennr n.LW s NOV M Lul / Mi I e6 mou=m, IOG rn dm o 1 vw:1Y zeta rage 1 ID:EaPOUIWCWA016WS07vTFdz75cK-UOIa2RZudTFOATBzWrRv UDnmSF4XdPg5FAnzyhv 2 3 Scale = 1:10.9 I LOADING(psf) SPACING- 2-0-0 CS]. DEFL in (Ioc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n1a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/IP12014 Matrix-P Weight 13 Ib FT =10% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 TOP CHORD StrucWral wood sheathing directly applied or 4-0-0 oc purbns, except end verticals. WE13S 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-D oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=116/4-0-0 (min. 0-1-8), 3=116/40-0 (min. 0-1-8) Max Hom 1=64(LC 8) Max Upliftl=35(LC 8). 3=62(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except When shown. NOTES- 1) Wippd: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=S.Opsf, h=15fl; Cat 11; Exp C; End., GCp4=0.18; MVJFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 to uplift at joint 1 and 62 lb uplift atjoint 3. LOAD CASE(S) Standard / ( / PE 76051 .I ORI0i'� NALI�G \\\\ Job JWW Inuss iype y ely Ryan Homes-1462Acl 1452 A MW VALLEY 2 1 Job Reference o 'onal aoumem uuss, 11 nerm, ram, w.' 2x4 9 3 S.W. =1:6.8 I LOADING(psf) SPACING- 2-0-0 CS]. DEFL in poc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.04 Vert(LL) n/a - rda 999 MT20 244/190 TCDL 7.0 Lumber DOL US BC 0.03 Vert(CT) We - n1a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 HO2(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017n?12014 Matrix-P Weight 5 lb FT =10 LUMBER- BRACING- TOPICHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2.0-D oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. Mirek recommends that Stabilizers and required cross bradng be ' installed during truss erection, in a=rdande with Stabilizer Installation guide. REACTIONS. pblsize) 1=4712-0-0 (min. 0-1-8).2-342-0-0 (min. 04-8), 3=1312-0-0 (min. 0-1-e) Max Homl=26(LC 8) Max Upliftl=14(LC 8), 2=31(LC 8) Max GraV1=47(LC 1), 2=34(LC 1). 3=25(LC 3) FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vutl=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15lt CaL II; Exp C; End., GCpi=0.18; M WFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing atjoinl(s) 2 considers parallel to grain value using ANSIITPI i angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to basing plate capable of withstanding 141b uplift at joint 1 and 31 It, uplift at joint 2. LOAD CASE(S) Standard \�\GIE � PE 6051 1� f -D t` S AT --P -13 -Pb ' i O NA S/Ot I�OG\\\\\ 2� JOD Truss russ I ype U y my Ryan Homes-1452Ad 1452-A CJ7 JACK 1 1 Job Reference (optional) Sou9lem Truss, Ft Pierz, FL, 34951 1�-4 Mr, -9-64-7 V-S12 1 12 lz M74 489 4-1-5 1 Plate Offsets (X,Y)— (2:0-0-8,0-1-121, (2:0-1-7,1-7-141. (8:0-",D-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.D4 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Inv NO WB 0.16 HoM(CT) -0.03 4 rda n/a BCDL 10.0 Code FBC2017RP12014 Matrix S Weight 41 lb FT =10% LUMBER - TOP CHORD bx4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 BRACING- TOPCHORD BOTCHORD REACTIONS. (Ib/size) 4=1111Mechanical, 5=234/Mechanical, 8=481I0-11-5 (min. 0-1-8) Max Horz8=153(LC 4) Max Upliftl=a4(LC 4), 5=1 D4(LC 4). 8=186(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=381/115, 2.9=-443/159, 3-9=394/169 BOT CHORD 15=108/383, 8-11=249/383, 7-11=249/383, 7-12=249/383, 6-12=249/3a3 WEBS 2-8�303/190, 35�431/281 Structural wood sheathing directly applied or 6-0-0 oc pur ins. Rigid ceiling directly applied or 10-0-0 co bracing. MTek recommends that Stabilizers and required cross bracing be �I installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wmd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psU, h=1511; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcom:nt with any other live loads. 3) Refer to girder(s) for buss to truss connections. 4) Provide mechanical connection (by others) of lass to bearing plate capable of withstanding 94 lb uplift atjoint 4,104 to uplift at joint 5 and 186 lb upli t atjoint 8. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated losd(s) 23 lb down and 38 to up at 5-D-7, 23 lb down and 38 lb up at 5-0-7, and 51 lb dawn and 93 lb up at 7-10-6, and 51 lb down and 93 lb up at 7-1 M on top chord, and 4 lb up at 5-0-7, 4 to up at 5-0-7, and 21 lb down at 7-10-6, and 21 to down at 7-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or hack (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (pit) Vert 1-4=54,1-5=20 Concentrated Loads Qb) Vert 10=59(F=19, B=19) 11=7(F=4, B=4) 12-24(F=12, B=12) PE 76051 ' I _ T 1�� S7A�3'�b ORIV4% �5 JOD IMSS I mss I ype Q y Fly Ryan -1452Acl 1452-A ,A MONO TRUSS 1 1 Job Reference (optional) Southcm Truss, FL Pierce, FL, 34951 Ron:8.200s NwW2Ol7ft=R WsNov382017MTeklnda9neslnc Fn JW 611Do:162018 Pal ID:EaPOU1wCVVA016wSO7VTFdz75dC-3RdRQPWOLYtRJOSOgitC81yyRagj2gLBjssbZS - Scale = 1:199 12 4-11-B I 8-11-3 9473 12 4-10-12 3.11-12 0-1n0 Plate Offsets (X,Y)— I1:Edge,O-0-OI LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 125 TC 0.27 Vert(LL) 0.03 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.38 Vert(CT) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Inrr NO WB 0.22 Hom(CT) 0.01 5 ' n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrb(S Weight 40 lb FT=10 LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.32.6-10 REACTIONS. pb/size) 1=358/03-6 (min. 0-1-8), 4=105/Mechanin4 5=288/Medlanim[ Max Homl=153(LC 17) Max Upiiftl=W(LC 4), 4=91(LC 4), 5=139(LC 4) FORCES, Ob) - Max. CompJMax. Ten. - All forces 250 pb) or less except when shown. TOP CHORD 1-2--605/233, 2-8=-5531239, 3-8=531/245 BOT CHORD 1-10=324/531, 7-10=324/531, 7-11=324/531, 6.11=324/531 WEBS 3-7=0/261, 3-6=598/365 BRACING - TOP CHORD Structural wood sheathing direL* applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 no bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15f; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.6D plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nommrament with any other live loads. 3) Refer to girder(s) for buss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 to uplift at joint 1, 91 to uplift at joint 4 and 139 to uplift at joint S. 5) Hanger(s) or other connection devic a(s) shag be provided sufficient to support mnrentrated load(s) 23 to down and 38 Ib up at 3-7-8, 31 Ito down and 47lb up at 3-7-8, and 51 lb doom and 93 to up at 6-5-7, and 56 Ill doom and 97 to up at 6.5-7 on top chord, and 4 to up at 3-7-5 , 6 to down and 13 to up at 3-7-8, and 21 lb down at 6-5-7, and 24 to dam and 21 to up at 6-5-7 on bottom chord. The design/selecton of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (Fj or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert 1-4=54, 1-5=20 Concentrated Loads (Ib) Vert 9=47(F=19, 8=28) 10=2(F=4, 6=5) 11=-215(F=12, 8=23) E e F�L _ r PE 76051 S ATEOF"pp /�•� Job Imss toss ype y y Ryan Homes -1452 A d 1452-A U6 JACK 4 1 _ Job Reference (optional) Sou6iem Twaa, FL Pa., FL, 34951 Run: 02M a Nov 30 2017 Pnm: 0.200 a Nov 302017 MITek Indu es, Inc F0 JW 611:00:16 2018 Page 1 ID:EaPOUIwC WA016wSO7vTFdz?ScK-3RdROP WOLYtRJOSOgi1C81yxhahJ2jrBjssbZSz—Ptz 1-9-14 BLS 1-9-14 3b8 I 2-9-75 Scale = 1:16.7 2x6 II 74 ]t dM051 tH I ed5 1 Plate Offsets (X,Y)— I2:0-0-8,0-1-121, T7:0-1-10,1-8-01. [7:0-0-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.35 Vert(CT) -0.09 6-7 >834 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) .0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight 30 to FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. Ph/size) 4=83/Mechanicel, 5=108IMechanlcal, 7=254/0-115 (min. o-1-e) Max Horz7=123(LC 4) Max Uplift i=59(LC 4), 5=57(LC 4), 7=166(LC 20) Max Gmv4=95(LC 17), 5=108(LC 1), 7=254(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 go) or less except when shown. BRACING - TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=A.2psf, BCDL=5.0psf; h=15t Cat. It; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 4, 57 to uplift at joint 5 and 166 to uplift at joint 7. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 to up at 2-11-0, 30 to down and 110 lb up at 2-11-0, and 26 lb down and 52 lb up at 5-e-15, and 26 lb down and 52 It, up at S8-15 on top chord, and 71 to up at 2-11-0, 71 to up at 2-11-0, and 5 to down and 2Ib up at 5-8-15, and 5 to doom and 2Ib up at 6-8-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) sector, loads applied to the face of the truss are noted as front (F) or bark (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Inrrease=125 Uniform Loads (pit) Vert 1-4=54, 1.5=20 Concentrated Loads Qb) Vert 8=72(F=36, B=36)10=94(F=47, 3--47)11=3(F=2, B=2) EN r PE 76051 S ATE'OF IAI 11E\G \\\\ s- job lruss lype Qty Ply Ryan Homes -14UA 1462-A 1 C34 JACK 2 1 Job Reference o 'onal es a---, me rn ew o woScuNem Truss, FL Pierce. F1, 34e51 ID:EawP:OaU[WwCsWrvAov01w6cYm507rnvToFdcY?wWrv-bwF3w3C<3VuNmaiFicahcosctCH7Mzb4PmCAMXJGe1 Uru7m 0e!; u,_ 1414 I 3-0-11 F 5-6-0 1-9-ib i-2-13 2-&11 Scale =1:12.9 1 44 I 4-2-3 14-0 az-a Plate Offsets (X 1)— (2:0-0-8 0-1-121. (s:a1-10,1-&61. I5:0-0-0,0-t-127 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qco) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.37 Vert(LL) 0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.02 3 n/a rda BCDL 10.0 Code FBC2017/IP12014 Matrix-P Weight 17 lb FT=10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=631Mechaniml, 4=2iMechanica], 5=187/0-115 (min.0-1-8) Max Horz5=8l (LC 4) Max Uprm3=82(LC 20). 4=22(LC 17), 5=150(LC 20) Max Gmv3=53(LC 1), 4=29(LC 3), 5=187(LC 1) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabif¢er Installation guide. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf, h=15Q Cat 11; Exp C; End., GCpi=0.18; M WFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 to uplift at joint 3, 22 Ib uplift at joint 4 and 150 lb uplift at joint 5. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 Ib down and 110 lb up at 2-11-0, and 30 lb down and 110 to up at 2-1`1-0on top chord, and 71 lb up at 2-11-0, and 71 to up at 2-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Incease=125 Uniform Loads (pit) Vert 1-3=-54, 1420 Concentrated Loads Qb) Vert 6=72(F=36, B=36) 7=94(F=47, B--47) ENS PE 76051 I I l tt` S ATEOF /�(NA I IE?G