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HomeMy WebLinkAboutTRUSS PAPERWORKire rnPY SOUTHERN TRUSS COMPANIES, INC. SOUTHERN .s RANDY@SOUTHERNTRUSS.COM T F? U . S, ``; 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 -, COMRANIES-,. (800) 232-0509 / (772) 4644160 / (772) 318-0016 Fax: Project Wn-e and Addres's OAIU AND LAKE -- Occupancy: X- Single -Family a, ; L;o County: STLUCIE 't_�.�_ Multi-Family Y Truss Company: Southern Truss Companies, Inc. Commercial Truss Engineering Pmgram "MitekEngineering SCANNED Plates BY:: Mitek Plates i Contractor / Builder. RYAN HOMES BY Model: 1452 Elevation:A Options: LANAI St. Lucie County STATEMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance with Florida Building Code FBC2011. The truss system bas 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: l Os P.SF. Bottom chord live 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. —� i Mean height 15' -i Exposure- C •10.0 P.S.F. bottom chord live load nonconcomnt with any other live loads. This is an index sheet submitted in accordance with the Department of Professional Engineering. Tallahassee, FL. Engineering sheets are photocopies of the original design and approved by me. No. Truss M. 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 15A 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 12 48 68 88 103 9 A8GL 29 JI 49 69 89 104 10 B1 30 V8 50 70 90 105 11 132 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 1 1109 ., 15 C2 35 CJ7 55 75 95 1 16 C3G 36 07A 56 76 17 Ll 37 CJ6 57 77 18 L2G 38 CJ4 58 78 - - `. 19 J7 39 59 79 . 20 J7A 40 60 80 As witness by my seal, I hearty certify that the above information j is true and correct to the best of my knowledge and belief. Name: Brian M. Bleakly Lie. #76051 A, i TYPICAL DETAIL @ CORNER. - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFoctor=1.00) rids toe nails only have 0.53 of 'lateral Resistance Value. 12 1 VM MP GIRDER 40 ALLOWABLE REACTION PER JOINT 0 UP TO 265# - 2-16d NAILS REO'D. 0. IMP T0. 394# = 3-16d NAILS- REQ'D. Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16d nails -—-— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16d nails ----- J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16d nails I ---— HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d— BC — — — — — —— 2-15d nails —-—— SOUTHERN MINIMUM GRADE OF LUMBER T.C. 2s4 SYP 12 BP-2s4 SYP 2 WEBS 2[4 SYP No3 LOADING (PSF1 sIR INM. DOS . TOP 2n D FB=17 BDTrom DD 10 Fort Pierce Division TRUSS 2590 FN. Ki,9FL Highway, Fort COMPANIES (800)232-0509 (772)464-4160 Imo✓/_+ Fax:(772)31 B-0015 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway. Ft Pierce. FL 34951 772-464-41 BO TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.51 per Nail (D.O.LFactor=1.25) nds toe -nails only have 0.63 of lateral Resistance Value. 12 OVER 12 O IMIER -0-1 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT UP TO 26q — 2-16d NAILS REQ'D. Q UP TO 394j — 3-16d NAILS- REQ'D. use 2-16d toe nail a TC & BC. Typical jack 45' attochment \ use 3-16C Ntoe nail TYPICAL CORNER LAYOUT & 2-16d Typical Hip —jack' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-15d nails — — — — — BC — — — — — —— 2-16dnails ——--- J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails — — — —— TC — — — — — —— 3-16dnails — — — — — BC — — — — — —— 2-16dnails —--—- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails ——-- 11MUM CRADE OF WMBER T.C. 2rF 51P2 r LOADING (PSF L 0 SYP M - 2:4 2 Top. I 20 WEBS 2.4 SYP Nei 111=M DO 10 SPACING 24' O.C. SOUTHERN Fort Pierce Division TRUSS 2590 N. Kings Highway, COMPANIES (800)232 050 '(772)4s4-4160 M1K//__wh_tr_ Fax:(772)31 B-0016 Brian M. Bleakly Struct Frig #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 Hangers Face Mount Hanger Charts iTew ➢me>staes7o - Neidrt ... "; .Wfst�;__ Aftewable Inads , LISP step' _ " .Code '.. Adm Goof- um 1601g'" ,1ni51She Stmmkt9o.^ -7id.f7o. rm=: ®= N 0 ° - ' 11` E1az' VVI-' JW - - Hall' . Rd.: 4 111 2 I 10dxt-12 :470 .540. 5R0'. 320 � 5, JL24 W24 20 1.9/Ifi 3 1-12 15/16I - R5, F2 d tg 2 106z1-112 560 1 640 1 6W' 320 1 4 1Dd HOG 2 1ox112 HDG 465 W5I SM 7E0- 31, G1, JI241r-R - 18 1-9f16 3-1B 1-12 - I _ I F32 4 lGd HDG 2 10dx1-12H➢G 550, 615 i 615. 1 2BO 2x4 JM24 111521 18 1.9l16 3-118 1414 1 4 10d 2 10d *Aml 7751935_= 510' s 4 1Od 2 'Bdxl-12 .:500 .5W.1605:' 390 SUH24 U24 16 1-9II6 3-1/4 2 1-31I6 _ 5, 4 1 2 10dxl-12 590 fi6S•17NI.1 380- 66e 2 615 65' 745.1 3m.. R5, HDffi HUffi 14 1-�9116 3-12 2-12 7-18 4 16d 10dx1-12 F2 4 :615 601745 S95- : .07& 1126 20-. ,1:91 I -tif .1_12� 151.16 -. _ ..6..: 1Dd 4' n 10dx.1ci71s• 778 8p5 870:. 650 -6 � .t6d 4 .. 1Ddx9-772 - 840 1 See 11045: SM J1261FR flick - 18 a -4-12' 172� _ 6.'10c ImG',.4 3�x7=12HD61 695 BW 870� 73D 31, G7, •6 1GdHDG 4 170dxl-12HDG' 930 WO t➢35 730. 1- 111111 F32 ']t626'iL526'='-'_ 19 H�116 493116 7�74..._ 1'- [- q' -`10d .. .d 10E'-- .I .87L 1000' 1D80 1195 ? S. G5, F2 T� 3,4MS 1S ', is.Yl 5-1116 :2 70d 1 6 - 1Q0. . .I 1285 1475 1605 865: 31, R7, F32 5391ffi'12b 16,:t-9/JS 5-1/8 Z 7/15 --. -6 ' Am 4 '10d ir'F-12' � 750 me- all) '755 .b .::"16d 4. -'30d:1rirz •:I'See .1We 118aO. .755 `'3 ." lIMM2 -' 81S26 :'W 1.518 •3-7/I6 -2,_. _-.t14 1U 61 '-'16d ':127W 314013345 19M - I ]Wffi Him a4 1-Y16 =3-12 2:,1 1-78 7J'm' - 4 16d 7 ' 2 i -'tm9x•i-12 .615 6Ya 1745 365: 5, 615 6$ 1 345 595- 4 - R5, 89v - 4 T''. - " ' 1230 13901149D 780. F2 HDffi 74- 1-9716 5-t/4 212 1-18 8 "16d 10dz1-1/2 Meer 6 1230 139D71490 825 _:HU78 � ' _ 20 6 10c 4 10dz1-12 � 71AD 865.1 870 650- JL26 Lin 1.06 4.314 1-12 15/16 - fi 16d 4 10dz1-72 196011045. 6W ' 6 106 HOG 4 10dz1-12l106 695 8801 970 730 .O.2b�R WC226Z 18 lAlI6 4.12 1-12 - _ Fm 6 led HDG 4 tOdxl-12HDG WO 9W 103.5 730 JL28 U20 20 1-9/I6 6$8 1-12 15/16 _ 10 10d 6 1dx1-12 1180 .12951295. �S55 5 R5, F2 10 fed 6 1Wx1-12 1400 IBM 7740 B55 8 1Bd HDG 4 10dx1-12 NDG SIB 1D65 1160.- 730: 31. Rf, &2BIFR - 16 1.9116 6.1B 1-12 - _ F32 6 16d HOG 4 10dx1-12 HD6 3105 .12151 MS 730 JU526 WS26 18 1.9/16 4-13116 1.V4 1 - 4 led 4 led .H70 10W I= 1115 5 KF2 JUSffi 171528 18 1-9716 6-58 1.V4 1 6 10d 4 1Dd 1378J 127D 'ID5. 1115 mtmm Mtb'26 18 1-MG 5.1116 2 1 - 6 led 1 6 10d 1285 147511W5:. 885'- 31, R7, 2x8 tII57B MUS28 18 1-9116 7-1116 2 1 8 11d I 8 10d 1719 1970 2140 1230 F32 6 1lm 4 1Wxl-12 :750 9401910- 755: SUR25 U26 16 1-WIS 5.1B 2 1-3/16 _ 6 16d 4 10dxl-12 880 10MI 1080 755 SI&IZB - 16 1.9/16 &SM 2 1,4116 _ 8 10d 6 10dx1-12 tOW 11m 1210 ' aW- 8 led 6 10dxl-12 11-15 1335114401 SW. KEN HUM 16 1S18 5.7/16 3 2 - 14 16d 6 led 2760 3140 3345 1925 R1 % NUSZB H1L579 16 1-SIB 7-3116 3 2 - 22 led 8 16d 4170 4345 43451 2570 6FID 4 �1230 139011 . 78a HD28 HU28 14 1-'MG 5-114 2-1/21-1/8Mas 8 Isd 1Wxl-12 6 7230 13W 7490 825 H0210 HU210 - 14 1.9/16 7-3116 2-12 1-18 C9o 10 led 4 10d.l-12 1540 1735 18fi5 780 61a 14 6 21:3 24307 2610 1170. 1,Uptdbadshaeebemmveased SD%forwbWoreehuwba#wftBrerlmea dmflhepvm0hd. 2)16d sWl®s (0.148 cra x 3-1/4' Wng1 maybe used at D.84dthetaWe Wad whme 16d mrn na s ere spadfied Ttds doeseatapptyto JUS, HI1S, MUSsimidn3H hmeas 3)For JU6NUS, and MUS hangers NaM nag be chum at a 3D°to 45'angle lhmugbthe Joist orbm bdo05e headerld addeoe lhetame Wa6s 4) NAM 1Odx1-12' ra6s are 0.148' ft x142' iM 1Od reds are 0.148' dia. x3' hang, 16dna0s are 11.1Br da x3-1re IBM Nevapmmds or updated pmeudiffai a8m me dedgmesdW bhm fmt. Corroslen Fhdsh UShamless Steel OSdd Coat HOG NTdple 23nc 112 Confirmed an next page hangars Face Mount Hanger Charts We l e - .Jd6t item . IBP : StockNa :. - - ' i 9eti Na.. _ - - . 4. tau a ' Oimmsrms(In) Zo Fasfaresrkedu(e . OFBF . All6wablelnada4tL02. r ' Ref. :-Aeader :: Jeis<'. -:" W -'H -D ` A idaz:..-OW Nag - - _ '.1W Hoar Roof r. 100'% 115% 125% 160% JUS24-2 WS24-2 18 3-1/8 3-7116 2 1 4 16d 1 2 16d 9D5 920 } 90 { 325 2 x 4 SWi24.2 U24-2 16 3.18 -4-18 2 1-iB - 6 10d 2 10d 750 890 -910 4 380 6 16d 2 10d 580 10D0 { 10801 380 (2) HD24-2 HU24-2 14 3-18 3-12 2-1/2 1-1/8 - 4 t6d 2 10d .6151 05 745 '30 I HUS24-2 14 3-1B 3-7/16 2 1 4 16d 2 16d 850 965 4 1D40 485 HUS24.21F - 14 1 3-18 1 3-7l16 1 2 1 4 16d 2 16d -aW 965 1 10401 4955 1 JUS262,*',,''*1-:IL526-3: ii fit'- 18='I 3.18 4 5-Y144 2" - 1 4` :,16d 4 16d: 1040. 1185 12201 1355. _ _ SUli26-2_ -- _ 1126-2 - _ 1.: 11 16 . 3.18. StlI6 - 2 1:11% ' - , 19- 10d ' . 4 g0d'i 1250 Y405 75151 755 ' .ie i6a 0 1111' 1470 7670 18W 755 - .H0242 ,_ F_F8924-2 3 "14.A 3-YB } 3-i2 I?-12I�1-La : - � i'4"�.,. 16d 2� -tOd �j 615 (695 795 { 385 ' -'8US26-2: ` - '17it626:2-•.- :. -14'`1 3-18 1 5-1/4 j 2 1-1 --1 In.- . 4-'. 16d 1 44- 16d'1 IDES 1235 1300 1155 " • HUS26-21F . :: _M73Ctb-2 ".14 .3-18 1-5-1/4 4 2. • ]. .-.. -d .-7Fd '4' Y6d 1085. 1235f 1300j 1155 -. AD26-2-..' K, " HU21-2. <..'. y4. 3-18- .5-!/4 J•'.�- I2-tf4 7�IB Ngn max. :'8 " ]2.. .t6d '14 - ^6 - jDd _ 1230 1860I 1390; 2085 1490 2L6} 780 1178 _ }N26-2�:=': 'HU�Z'74-: 3-18''rr1147d212 = .710d . 8 . 16A : a: ' -6. : ^ 10d: 1230. 180. 1390 zm 1490 zZ�l. .780 11711. �Z '12 JLG26-2 WS264 18 3-118 5-1/4 2 1 4 16d 4 16d 1040 1165. 1220 1355 AWS-2 W52S-2 18 3-18 7-18 2 1 6 15d 4 16d 1325 1510 16451 1355 SUH26-2 U26-2 is 3-1/8 5-1/16 2 1-18 _ 10 10d 4 10d 1250 1405 1515; 755 10 1 16d 4 10d 1470 16701 1800} 755 . SUH28"2 - 16 3-1/8 6-1/4 2 1-1/8 _ 12 10d 4 10d .1500 16851 1815 1 755 12 16d 4 10d 1765 '1915t 19151 755- HUS26-2 RW6P 2 14 3.1/8 5-1/4 2 1 4 16d 4 16d 18115 1245r1Sm1 1155 HU526-20= HUSC26-2 14 3-1B 5-1/4 2 1 1 4 16d 4 16d 1085' 1235 Ii-Ml 1155 ' m2x8 HUS28-2 HUS28-2 14 3-18 7-18 2 1 - 6 16d 6 16d 1625 issol 19,45i 1810'j HUS28-21F HUS028-2 14 3-18 7-1/8 2 1 - 6 16d 6 16d ]625. 1850 1M51 1810. 5• HD26-z HU26-2 14 3.1B 5-1/4 2-12 1-1/8 Ma Ma 8 t2 Yse 4 led 1230. 3850. Y3901 .2085 1490 2235 780 11711. �' F2 6 HD26-21F HUC26.2 14 3-18 54/4 2-12 - We a t6d 4 10d ]230 1850 1B90 211854 114901 2235 79D 1 1170 Max 12 6 HD28-2 HU2B-2 14 3-18 7-1/8 2-12 1-18 N{n Mal 70 14 16d 4 10d '1540'173S} 2155 2430 180I 261G. 780.. 1170 6 HD28-21F HUC28-2 14 3-18 7-18 2-12 - m 10 16d 4 6 10d 1540 2155 1735 2430}2610:.1170 1865 Mar 14 - JIIS?&2' -_ LL528.2'4` -- 18- 3.18• .711B i :- T.: .s, .16d.- '4- 16d: 1325 1510 1645 - 1355 JU521D-2'.. "'.: ..WS?tiR-:' 1B .1. 3-18 .:9d8':. Z' Y.]•^ := a-- 16d' .. 6 160.; 1845 21051 2290 1980 ..-16. ,.- -1/8 4-114 a2: 1m a o 0 1685 18 755- 12 16d, 'A 106 1765. 19151 19151T755' , r76'.''3-ti9 - • 89I16 ; 2:..1-118 - 16: --16 1Dd ]fd - -.8 - 6 10d 10d 12000 2350 7245 2670 .2420 2880 1135. 1135 14 . 3.18 7dB 3: = 7. -. = . -8 .:16d . 6' t6d 11625 '1850 1935 1810 HUS282;'- `14' -3-18 "Z18 '2' '1 6 _ -.16d '. 6` 16d 1825 1850 1945 1810 1242xY0 H028-2.-HU2B-2... 13 i18. 71B •a. 2-'1,2 1178' Nod Nag :10 14 - ' - 16d = 4. - Ism, 1735 186ra - 790: 6 10d 2155. 2430 2610 1170 .. N028-21F ..J81G26-Z :; 74 3Y_8 79B 712 Mm. ]8 :16d .4 tOd: 1540 2155 1735 .24m 7865 26fo 780 1170 3.18. B-7B ; 2`, ] `:::. 18a. --8 16d 12470 2465 2860 2 11- -c .:'..H=0-2F.. 1NU=W2-. � 14--. 3-18 9-11B. -.2 e: ,3 '.:. i-8': ; 160. : 8 -16d. zi70 '2465 -266D . zziD:' }ID210-3 � :•.. HI210-2 � -: 14 �3-1/8 - 9 2 OR. ] 18 .^: 'lfDn+-94..;6 '7llax' r:20' 160 ....r' -10 - -" 1� Wn : Z15$.2430 3080 7475 '1670, STli `1]70: ':7950 HD210-21F 4• 'HUG21D-2 `74 -Y/8-' 9 2-112 t dim, _14 lfd-.. :;6 110 '. 10d 2155. :2A30 2610 :1170. 30m 3475 3� 1960 . --HD0210-71F:-.=:HW0021D-2_ 14.': v&114j .9:.- '3 •:1=12'-=�';-32:%'W53-: 6.. W53. 5013. .5590559g .2975. 31. H7•F32 1) Uplift bads have been tmaeamd 60%for Y&W orsdsnic 0eds, noLooierfiveaRp shag be pmmfted. 2)16d sWaes(0.148 Ca. x 3-1/4' ImM may he used atUS4 d8m table bad whore 16d cmmmus are spetlBed.Th"s daes not app t) atS• H16, NUS staid nag tnngms 3) For A S and HIS hangers Nags most be ddw eta 3g'tn 45 angieftm* the Ioist alnssYdaft header to addeve the tame Inds A 4) WS3 Wood Screws are 1/4' x 3' W@ and ma included w th HM hangem. 5) HAM 10d nails am 0.148' dla x3' long, 1Gd ane 0.162' dia x 3-12' long. E New products a updated product bdmmclim are deagnaned In blue trod. Corrosion Finish IRSmudass ftel EIGold Coa{ BHDG ETriple Zinc 114 Cord'mued an next page Hangers Face Mount Hanger Charts MiTeW '301d92a .. USP Shna Na - Rd No. - .S�ej fiaoge Dimensions ABowdblelnxds = � Code . ....Bel. Header.: .. Joid. .; ' W ... H' '- D . -A fw Mas- - - ` Nab ... `- NaS 100% fl59L 1257E 160%.. SUH314 U314 16 2-9/1610-MB 2 1-1I8 _ 18 tad 6 10dxl-12 22M12s�siz72sl 113s 18 led 6 lDdxl-12 2G45.I B135 o08 3010 1 =14 HU314 14 2-9116 11.5116 2-12I 1-1/8 Mm 16 lad 6 104XI-12 24esi 3M.44170 z784 Zseo 4435 t= SOS' Max 24 12 3x16 HD314F HUC314 14 2-MG 11-S16 2-12 - M1n 76 IN6 10dxl-12 2455127M 29BD1 1280: Max 24 12 3695{ 4t7➢1443512D45 HD316 HUS16 14 2-W16 13-5116 2-12 1-11B eyn 118 Max1 28 led 6 10dx1-12 ZT/O 40M 3125 44M Mee 44351 150 2D45 12 H0.316E HUC316 14 2-9/I6 135/16 2-12 _fifin 18 1fid 6 10dx112 277013125 40015 465144351 ' (.75� 2045 Mmr 25 12 ..r43xB. : -.:... .. Ii)W.2 "- .. ..' HUB-2 - 14 .. 1B '8-1B vm 11/8 NM f NL1x! 10' " 14•, :' '-.. l6d- . _ 4 _ .. .. .10d - IBM 2155'1.7A 17351380. 261Di 780 tt7ll .6 (2)3x10 H038-2 HU39-2 F14 5-1B 6-118 2-12 1-1/8 0led 4 tadISO 7735 IM'j 780 Max 14 6 2155 247A 2MO1 1170 HD310-2 I HU310.2 S1B -8 2-It 1-1B � Mmc 14 I z➢ 1fid 6 1� 215512430 2MO 1170 1e 3080.13475 372s'i 1625 3x12=, HD312-2. _ _ HU312-2 ..'_14 _ .5-1B,1 10 _ :242 7-1B 4Yid'I 16.. -..:: lad 8 • loci - '136951.4170 1 246512780 2980. 7065- MmFt 7A• . 12'. 400'2340. (2)9x14 ND312•2 (NU312-2 1 14 I 5.1B 10 2-12 I 1-1B ( Mm Max 76 ! u led a led 12465 i 2780 29B01 I 1065' 12 r3MI 417➢ 447D i z340 ilIS25.3 •: 18 d-5181- 4,12 i- 2 I 1 -I t6d-. 4. 76d 1040] 1185 1220 j 1355 ' . -_ .SUN26-3 U26-3 16 45I8. i1/4 _ .. I. • tad ...2 tOd ., HOW I fl20 1165 380' 8_. 1fd 1 .2. 1 led . 11165/1165 1165) 3B0 ' 2x6 y` ; "�_. ' - 'HU_263 - '_14 r�;45B� �:bi2 2-1R i'i V6. i S. 'i6l # 44 10d 1230., 7�0 1490I .780 . 4 18� 2085 22:61 1170 . ..-...'3N26-3E' --..i•,: i . -�..HUC2b-3. .. _ ..14 _ q-SB .... 4]2- .• 2-12 '- +.•- .- B'.. lad ., 4 - .6, 1 'tOtl -: 123011390 1490. 780 ]0n1 12- 18W 2ae5 2235 1170 JUMS-3 1 WS26.3 18 45B 4-12 2 1 - I 4 lfid 4 1040 1185 1220( 1355 1 JU526-3 U S2S 3 18 bWS 6-3B 2 1 6 16d 4 led 16d i325 ! 1510 1645 1355 SUH26-3 U7-3 16 4-SB I 5-1/4 2 1 _ B led 2 led 1000 1120 1165. 980`- 8 led 2 led 1165 1165 1165 380- (9)2x8 HD26-3 HU26-3 14 4-SM 4-12 2-12 1-1B Min 6 led 4 led 123➢) d890 1490 790 Max 12 6 'B50 2E 2235 1170 HD26.9F I HU028=3 14 4-0 4-12 2-12 - Mn 6 led 4 1m 12301 139D 14W 760 - Max 12 6 1850] 2ffi 2235 : 1170': HD263 - 14 45B 6-318 2-12 1-iB MN 10 ifA 4 lOd 1540 1735 1865. • 780 - Mm1 14 S 2155 243D 2610 Tm-. Ha28-V - 14 4518 fi-3B 2-12 _ Mbf 10 16d 4 1Sd Y540: 7735 1865. 780 Max 14 6 2155 24M 2610 1170 .J1L528-3:'!.:•,:i IhlS7&3"-:'- 12: _4`.5Rt 6-3B: • 2`.`:'l .'_= ---..,Be _.16d :4, - 16d' 1325: Isla 1645i' 1355 ".idU5210-9. := iW5210-3= `18 :A3�BI .8=3B•, z..].1 8 .i16d'" .6' led.. 1845- 2105 230 1980�. - - : > _-----.:. -•.. - ' ::,, .14 .:-_IOd� '6:. -'tOd - 1750 4965' .212➢ A135-. .14 •16d .,.6; lad:'' 2060 .2M ?5701':1335 • YW28-3": 14 '4-5B ..., 6.3B 2-72118 min Malt 10 74 ]fid_ 4• - 1540 I735180 780:. .S 21557430 26f0 1770 43)2xi➢.. 'F{079-31F .. .. - l4 .43B fr3B 2-1(L 'M'm' YO 7fid'•. - 4 10d.•;. 1540�1735 1868 =780 Max" 14 . s 2155' 2430 2s10 .]77➢' - 17D2763 �' H021a3 ib 45R 61/4 '2-721iB. - '79d- 74." 211 76dy-" '-fi. _ 10d 2155 7430 2610 1I70. 3DBD .3475 37$ 1950, ' 7102763E .' e _ HUC21 - '14" 4� 8-1H _&12 -.:Max: 14 Si1. B -lam '- ' 2155 243D 26f0-.1770- -a -20.' ]0 J . 30B0 305 37?5 1950" o HD0210-3E'-' -1 mIb2 " 1A -1 ' 5S 9 :- `-3-. -11w . _'.. 12 :Am 8 :.- 1� ' 507s .5:90 B5 0 .2975 ` 31. B1. F32 1) UM Bads have been h nneased 60%fmwhnd mselsmis leads; no fmlbBr hmmase dial be peemnad. 2)led dnmm(0.148 dim x3-114'had maybe tried at D.84 ofthe table lead whe1B lad omnmans we specified This does notapplytoJUS, RIS, MUS sM na hangers 3) WS3 Wood Scam ale 1/4' x 3' h41g and me hehx)ed v& HDO hanges 4) MAD& 10d reRsare 0.148' des. x 3' long, 16d reps are g.162' d1a. x3-12' long. New pmdeds a updatEd plodutthdmi, mamdmJgmded Inbb3efeel. Ur COrradonFWsB WStaWesfSteel GoldClot OHDG Triple7lnc"W�, Continued on next page 117 Hangers Face Mount Hanger Charts MiTeke Jo�.45'® 3,ntl151u ' ':11etNe.- Skel 6augd nHSP" .•..` Code .`.t.Ref. _ - �W, -H' D' �.,.A -sta. - . Na0- .: Nab- : ply!+ _ o' 16096 1259G 1fi0% JU946 I Lm" I 18 3-5B 5 2 1 4 16d 1 4 16d 110101 1186 112201 1355 SUH46 U46 is 3-8,!6 4-13n6 2 1-18 _ 10 10d 1 4 1N 11250 1 1405 LLMS1 755 10 166 1 4 led 11470116M I 181M.1 755' HUM WAS 14 3-SM 5 2 1 4 16d 4 16d 1685 1235 13001.1155'. -4x6- HU5461r-- -WSM- -14- -3,W -5- -2- -1- _- -4- -16d- 4- -lGd-j 10851123511SD61 1155 - ' HD46 I NU46 14 3-3+16 6-i716 2-12 1-18 Bnb B ifid 4 t� 1230+ 1390j 14901 780"• max 12 6 1856/2085 2235) 1170 HD45ff NUC46 14 9-9lI6 5-7/I6 2-12 - Min 8 1� 4 t0tl 1236 1390 i t4s61 7811 . M17ax 12 6 16W 12085 2235 1178 ". JIIM r r:3.l1.1546: ". 78 1 3-am h 1.- 5 :."{ 2 1 t-4 ]6d: 4' 16d': 110401 1185 1220 134 JUM="1]1548 - - 1B- .3-W8"= 6-7JB '-2 .. 1''. I - .fi ! 16d a_4.. 16d. ' 13251151D 1645, 1355 - - .SUH4B.;: ` i.1PI6 . 16,,. 13-9(16 -4-131i6 - 2 1-,/a : "-.., .Is •:1pd' -4 '. ,OA . 17250 140.5 .1515' 755 . 19 .. 16d 1 4' ]Od.- 1470 1670 18U0 . 755 161646. 14 133/B ? 5• 2 1 :. -:' 4 16d - 4-' 16d'-- ]W5: 1235113M 1 1155. HU546ff ---::4 HU5046 j 14 3518. �,; 3 2 ..1' 4 ,16d 4:5 " 16d. - 40851 12M 1300.1 1155 ' HLM- 7 *1 HUS48. j14 .! 3-SB 7" ' 2- . l :'I .- 5 . 16d'. fi :{ ]6d_ : /62511850 19951 IBM ° 8-. " = m46ff' '' J HUSG18 1 14' i 3-SB.1 7 �- 2 , - 1.. - 6 16d-. 6. 1-- 46d7. 1SM 1995 1910 4 ._. Fm46 :' -_ •- HU46 ?4 3-MIS 5-1n6 .i'2-11211-4 ' RGn ..I8 .. 7fid. 4- : ]390 1490i 780 Max- . 12. fi=• -ZAS i_ 1170 H0490=•; 7J }} C76 14. �3-9f16 Stlifi �2.12 __ Mm. 8 1� 4- ': t� :.139D 114901 780... 5, R5, MIDI 12 61 ZDBS 2Zi5.j 1170 Hn48 'HU48 .14 3-M6 - 64SH6.11$-121_118ad0E: - I i AOrt. 10. '4-? - j22430 7735 18651780 p? RIK 14 62430 26f01. 1170.NUC08-:1 ,4 }9tl6 fi-15f16 2�21 _ Mm0 46C-SL511665I 7430 2b10{..1170.JUS48 780 -.Mex:'14:. .'..16d 6 L1L548 18 3-51B 6.78 2 1 6 16d 4 IN 1510 1645- 1355JUS410 L16470 18 3-518 B-7B21 8 16d s t6tl 2105. 2290 1980 SUH410 U410 16 S-MS B-3B 2 1-18 _ 16 10d 6 1 10d 2000 2245 24211 ]735 16 16d 6 10d 12350"125M 28801 1195 HUM HM48 14 3-5/B 7 2 1W lad 6 16d 11625 1850 HU548ff HUM 14 3.5/8 7 2 116d 6 16d 162b 7850 0 HD48 HU48 14 3-9I16 6-15116 2-12 1-1/816d 4 10d 1540 7735 0 6 2155T 2430 04 x10 HD48ff Hums 14 3-9116 6-15116 2-1/2 _ 16d 4 10d 1540j 1735 0- 4.1170- 6 2155 24M0- HUS410 14 3-56 6-7/8 2 1IN 8 IN 2170-. �2465�f0'HlGM0 14 3-58 &7B 2 ( 116d 8 l6d 217DI 24M 106 !HUS410t14- HU410 14 3-9116 8-1371fi 2-12 i-1B,6d 1� Z155. 21553DM Z1i0 2610 1170 .10 10 {"248. 3725 1950:H0410ff HUC410 14 3-4+16 8-13+16 2-112 _ IN 6 10d 2155 2430 2fi10 : 1181 10 3®0 .3473 3725 •1950 HDO41Dff HUC0410 14 39116 9 3 1-12 12 WS3 6 W53 iU15' i^J0. 5596 2975 31,R1, F32 1) Up80bads Rave been bxxeasedfi0%tervriM orseismie ioadc rotudhm bQease s1m0 be Pernd�- 2)16d &dmm (0.148 die x 3.1/4- long) maybe used at 0Ji4 d0retable load where 16d rmnmmm are spetlfied.lM1 do's rotapply sDJUS, HUS, MUS sbft m0 hangers S) WS3 Wood Sermw me l/4' x S' long Mare banded wM! HD0 hangers 4) NA6310d ra%are 0.148' dla x 3' bn l6d I aMm 0.162' dm. x 3-12' long. Newpmduns or updated pmduct iftina on are debgnated in bamfmd. Cmrmd6n Fmisb Wtaldess Stela UlGold Coat IEHD6 ETriple Trot a s- 119 ez'L ac't wx18LL�dp �6d 86 Ob ! OY01 T/lal dSd 00 00 I TI Da io Ica 9i ,oi au red az Dz -n a1 D �I tYl DNIWNLi '1VaLVd ''IVDLW3A oN3 aNS �lvmoLdo tau °uox3 !n0 'NAOHB Ev AYIS 03HMW NO 3MW 38 A W 3NONo nOL08 'p �EI d330N3 LON 004 103H 1YD083A 3ia W ONOI BY IMB 30 AYN �SWd6 lo0IW1 GY) ,°B �0lWYW,VYAN1a48CNHW18818aHdd0OOl0ND�po0gg8N1NDG- u) NOt63°' OMS ON3NlbM No WiMUS EY DNY mend in non NI a38n 83ESnN1 Alm An N01930 031YAS ,SMMDM NO ATOMS 3SInUW SY 80 '30 M IV {S�HnYLMd NAUL AMA °L 80OId u8nd.x cnumw9 OAAYN 'mj+DvuY°A'IipAtlUO ' j nwa 03w118 38 18nn A36 ASMA NLVSN30 US= in aBaxia dal 'A-xII O33D10 tCH .Im LIODN'M1o0 m m/A H WWR 111 xaj;a) in H ssn8i ' d5 NnRlxb'w Yb'0 to xv Sm6(1Za ONLLNOdclnS . (w+) xDW „O—,OZ xDw„0—,9 m80 °0,0R nOW°LID • !8N 8•+10 CL OmLk `rammeaE .0 ''40 'OLlKMU 03601DN3 1HODH NVIN TaOE ,NLM 68 IM ONDLOddng AM DLLAMA claui NO�Yi'HDY11Y (a) Mftb* N0 OEIM4 9n Y HOW ®ddN MV ANY En. W Apnan Aa d da tie InaAL ,align Aa LE/Lj dds HO NLI d5 OT No (r)LwL Nm n°0 Aanan y dA% Ads d ;I WE w'm dal H3am'I do 3avaa Wmwima 09 P0ul ID1911 unwpwpf mnLaopuaw opld'�Ndu "!°1fuL� %�/�:21- HWKn „"o IVYJUH9n y+n�u +cvn o.._ -_ N dod�ui+d '133N 9N/9 N d ■ N o 9 f7 x ` ALL YxC Llg +.0 Q .fMLL. N3LY9tl�9 CxE o 4x Q—a f 1 g a 'NION31 N3BW3w �� ok in Nag ado g1ium v 38 tv+w W9oWg :L •93N9Z Nzwna on .9 93N9i • !p .BL 1• '9603 a� �roa +m°o�iNe��fa Aad fe •oo .a ' eine��30ViaiL�x 3gvNe41 11 �L +I pL�9�p oo49Lld o— L A— 9- a - a - al % �■ g^a 1WA1 81O19gW110 p—i'o— t Nwaarma 95 91Eoddn9 4N3 a+9vo g—— foYQl 7 owl d9d g •9110M9g EgonNNNgg ,g— g= - g— B—C mi "M gCL N gNG tlao ddndn.9olM9d o— o— C-C a ■ ■. .,*ZA m VIV= Nog93'Ina arm 3M 9_ AmtL o_y a ■ 9—C 9. 18=H1fl13ABgnu3wo .g—•4 g— L —CL A—C A• NEi3HIMS ��� C—CL 6+— �• — �" y dwo 9 �^+D Y B (f dnwe Y CRW p N a A �nao Y agdn A v e a 3 puo eploe 5 nod0 bulondf3 �ansod�c� sz t =i f�aso�� 3 0 3 a33d6• d W dS x dH o 3 Ads 0 1.4❑ -41 CO Q dS g Q. dH O m Ads n m •lda N n dS a'n o O Ad .� Typlcc-al Plggybalc-wk 1D(�tElol MINIMUM GRADE OF LUMBER Top Chord 2X4 SYP 0 or belt., Boil M-d 2x4 STP /2 or bdla W■b■ 2x4 SYP 12 or b.tt.r REFER 70 arum DOWN FOR DASHED PUT© spot[ PNICIE CTI VERR US AT 0 CC UM 10 N FR o pipp 77m m MM BE�gSTAQUIRpm 50 TNg1T CNE SPACE 3 To TOP. OF TOP RD. IF WAWWPPMLMHBII OGNSMIll DEDPIIIII IOP WN110 up PICCPPIXifu7PCRouNub& HEFER To ENO MWO ISSUED DEMON FOR REDWRED PCRUN SPACING. THIS 111,1E 6 APKICA E FOR THE FOILCMNO WINO CONWRONS. EDO. � E7CLOSED BLOC. ANYWHm IN YT NL Irm caw CATYmWIND mDLPM WIND uW•PSF W0. AW7 FFWt OWPSp00 WePSFHO WEB BRACING CHART WEB LENGTHI REQUIRED BRACING 0' TO 7'e" NO BRACING 10 i" BRACE. SAME GRADE, SWIE9 AS WEB 7T TO 10' MEMBER. OR BETTER AND BOX LENM OF WEB MEMBER. ATTACH WITH Bd NAILS AT a O/C. 20 'r BRACE SAME GRADE. SPECIES AS WEB 10' TO 14' MEMBER, ATTACH WITH ANDOX NAILS SAT 4" O/C.OF w JOINT SPANS UP TO TYPE 30' 34' 1 38' 52' A 2x4 2.5x4 2.50 3x5 B 4xe 5x6 5x6 5x6 C 1.50 1.5k4 1.5x4 1.5x4. D 5x4 5x5 5x5 5x6 I �r � rvlc c• I *ATTACH PI00YBACK WITH B"xBx1(2' COX PLYWOOD WITH "tug NAIL.4 In wwn Ovin rnvca v -r—v v.C. MAX. V^/ cl r ri T r % g fncilon braft h ml the rnfrm%4 PI IrvsY dadpmr, Ptah mr Ina dd.ka mama vecllabmo m iMmolSm. nand Ila NO Pi Maxlmun Loading 55pof at 1.33 Duration Factor 50pof at 1.25 Duration Factor 47pof at 1.15 Duration Factor X- .. r;........... ..... ....... .. � dmiwa Tm n dal I, _ e h RmaRH. me AaHp SPACING AT 24 O.C. SCAB -BRACE -DETAIL I ST-SCAB-BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impradk2d. Scab must cover full length ofweb +/- 6". THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS """ REQUIREDAT'i/3•POINTS OR 143RACE IS -SPECIFIED.' APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 1Dd (3-X 0.131-) NAILS SPACED S—O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. )a MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=-ir-0" sca5 2X4 MINIMUM WEB -SIZE - MINIMUM WEB GRADE OF#3 Nmis� / Seefion Deta➢ Scab -BMW Web Web Scab -Brace must be same species grade (or better) as web member. L-BRACE DETAIL NaTng Pattem . L-Brace stie Nail Size . Nag Spacing 1x4or6 10d 8%o.c. 2x4, 6, or B 16d 8" O.C. Note: Nail along entire length of L-Brace. . (On Two-Plys Nall to Both Pries): ry Web Nose: L-Bracing to be used when continuous lateral bracing is fmptagGnl. L-brace must cover 911 of web length.• L-Brace must be same species grade (or better) as web member. - L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing 1Neb S ee t 2 2x3or2x4 1x4 2r� 1x6 2r� 2XB "' OIRECT SIIBSTITNTION NOT APUCABLE L-Brace Size forTwo•Ply Truss Specified Continuous Rows of Lateral Bracing e 1 .2 4 N 2A 2x6 2xB "' OIREC79uBSTRUTION NOTAPUCABLE __TT-BRACE / I -BRACE DETA1L Note: T-Bracing / 1-Bracing to be used when continuous lateral bracing is Impractical. T-Brace / I -Brace must cover 9DOA of web length. Note: This dated NOT to be used to cofikd T-Brace / 1-Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nall S'¢e NaD Sparing 1x4 or US 1od B' o.c. 2x4 or 2x6 or W 16d 6' o.r. Nate: Nail along entire length vF:T Brace ! I-Br-ase• (On Two -Ply s Nail to Both Plies) alternate position 11}`� WEB rt r Ness / Section Detall T-Brace . Web alternate position Nay Web kBrace W SPACING T-BRACE Brace Size for Ooa-Ply Truro Specified Coninuous Rows of Lateral Bracing Web 5'¢e 1 2• 2x3 or 2z4 1x4 C7 T-Brace 1x4 (h 1-Bra 2x6 14 (% T-Brace 2x6 1-Brace W 2xB T-Brace 2x6 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 - a or2x4 2x4T-Brace 2x41-Brace 2x6 2x6 Trace 2x6 I -Brace 2x8 12a T-Brace 19,R r_rx�, e 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,l x4 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 buss lumber grades up to 42 with UL bracing material, use IND 45 for T-Bracell-Bract For SP truss lumber grades up to #1 with 1X bracing material, use IND 55 for T-BracaA Bract Job msv Iruss lype M..-1452A 145&A Al COMMON t 1 Job Reference foolionarl .lwua,l lfl6S.rtr1=Q, R..w`Al _ HIBC tlJYYB nw 3U{YI/1'IPQ 4dA1a NOV302p11 NYl8k n101bVIW.NG Yn.N BII:pO:W=5 page ID:EaPDUMCWAO16wSO70fdz?5c gla1XKPMSr1UWGgp1DSGO4FuyXRWLwyacmTz_pu6 7S3 13-7-3 21-0-0 28-4-13 344i13 42-0-0 ' 733 1 6-2-0 1 7.�13 I 74-13 I 62-0 7S3 = IS99 i R, 3xI8 M18SHS11 3x4= 4x8= 3x4= 30= 418= 3x4= 3z10M18SHSll 141-0 9-28 I 17.0.13 F T,d-11-0 I 32-&10 1 419 -0 42-0-0 &2-0 7-to" 7-108 %k"." 8$-0 Plate Of setstsMY)- M:0b14:Edgel. 11:0-04.Edgel. 19:0-0-14.Edoe] 19:Oh4.Edgel LOADING04 SPACING- 2.0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.98 Verkt-L) 02212-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.76 Vert(CT) -0.4212-13 >999 180 M18SHS 2441190 BCLL 0.0 Rep Stress Inrr YES WB om Horz(CT) 0.13 9 We We BCDL 10.0 Code FBC20171fP12014 Mab xS V Wght 2t3Ib FT=109/. LUMBER- BRACING - TOP CHORD 2x4 SP No2 •Exo*r TOP CHORD Structural vmod sheathing directly applied. TI: 2M SP M 31 SOT CHORD Rigid cegmg cImoW applied or7S-6 oc bracing. BOT CHORD 2x4 SP M 31 • MITek recommends that Stabilizers and required cross bracing he WEBS 2"SP No.3 installed during Huss erection, in accordance with Stabilizer WEDGE Installation uide. Left 2x6 SP No2, Right 2x6 SP NO2 REACTIONS. MVSIZB) "529104l-0 (min. G-141), 9=15291O." (min. 0-1-8) Max Hoa1=159(LC 8) Max Up8Rt=529(LC 8). 9=_929(LC 9) FORCES. (lb) - Max CompJMmL Ten. - AO fins 250 (b) mtess except when shown. TOP CHORD 1.2---325811114, 2.3=-3OB3/1077.34=2966H095,4.5=2377865, 5.6=23771965, 6-7=296611095, 75�-3083/1077, 8-9=-325811114 BOT CHORD 1-16=1097MU, 14.15= 814/2449, 13-14=8142449,12-13=-450/1809, 11-12--65412449, 1a11=-65412449. 9-10=93SMM WEBS 512=329/T74, 6-12-6.501441. 6-10=2151564, 8-10=297=7, 5-13=329ma, 4-13=-650/441, 4-15=215/564, 2-15=297M NOTES- 1) Unbalanced roof five bads have been considered torlhis design. 2) Wind: /SCE 7-10; Vutt=160mph (S- nd gust) Vasd=124mph; TCDL=42W BCDL=S.Ops; h=15fk CaL It Exp C; EMI., GCWD.18; MWFRS (envelope); Lumber DOL=1.e0 plate grip DOL=1.60 3) AO plates are LI T20 plates unless otherwise indcated. 4) This truss has been designed for a 10.0 Pal bottom chord We load mmoonament with any other five loads. 5) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 529lb uplift at Joint 1 and 528lb uplift at joint 9. LOAD CASE(S) Standard PE 6051 � ( i/ r N3e :-Type Ryan Hvnec-1452Ad 1452-A A2 oON 2 1 bb Reference ,,,e.,Ft ine, 34g51 Po 0200. Nw302017 Prvrt fi2lpcNw309717 WTek lndusaieS Ne FAA461190:072015 Pagel O:EBP0U1wCWA0161wSOhlTFdzf-,Va1 MSNIkdG9N05004Huy)MMsWB=Tz-pu6 753 137.3 1116-0 284-12 34613 g241-0 1 753 I 6-2-0 I��1S011B0� 510-13 i 62-0 SAO 12 3x6= _ 3x6- Scale -1.74.0 h? 0 aer= .. ,u ,u 1V 1. 1L —axn= 3x10 MlaSHS 11 3x4= 416= 3X= 3x4= 415 3x4= 3xl0MlasHSll 1-0-0 32-6 174113 2411J 32-&10 41-0-0 4211D 7 32a I z1r18 I z 7.e Plate Offsets MY)- r1 0-0-0 Fdael f1:0 0-14 Fdnel r5.08120-2431. i7:031 0-251 I11:0-0-14 Ednel f11:0-0--4 Ed el LOADING(psl) SPACING- 2-0-0 CS1. DEFL in Poe) Ildell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.84 Vert(11) 026 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.76 Vert(CT) .0.51 14-15 >968 180 M18SHS 2441190 BCLL 0.0 Rep Strew Ina YES WB 0.52 HOM(CT) 0,13 11 n1a n1a BCDL 10.0 Code FBC2017/TPM014 MabtxS Weight 2ll Ib FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except- TOP CHORD Structural wood sheathing directly applied or 3h12 oc purfms T2 2x4 SP No2 BOT CHORD Rigid ceiling dnectly applied or 7-6.12 oc bracing. BOT CHORD 2x4 SP M 31 MlTek leoommends that StabO¢ers and required cross bracing be WEBS 2x4 SP N0.3 N hindered during truss erection. in accordance with StabT¢er Lefftt 2x6 x8 SP No2, Right 2x6 SP No2 Installation guide. REACTIONS. (lb/size) 1=9529/D." (min. 0-1-8), 11=152910-8-0 (min. 0.1-8) Max Hors 1=148(LC 8) Max Up9ft1=517(LC 8), 11=,517(LC 9) FORCES. (1h) - Max. CompJMac Ten. -All torus 250 (lb) or less except when shown. TOP CHORD 1-2=-326711089, 2-%=,30B811051, 3d=S012H069, 45=-236a1828, 7.8=23sm27, 8-9- 301211069, 9-10--30WM051, 10-11=3267/1090, 58=2133/810, 6.7=2133/810 BOTCHORD 1-17=10852M,16-17=7642428,1576=764/2428, 14-15=427H826, 1314=-6152428,12-13=-8152428,11-12-9172945 WEBS 6.14=2961729, 314=5901402, 8-12=2321585, 10-12--3181313, 6.15=2B6f729, 4-15=5901401, 417=2311585, 2-17=318212 NOTES- 1) Unbalanced roof frve loads have been considered for this design. 2) Wild: ASCE 7-10; Vu1t=160mph (3nd gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h--15f0 CaL If; Ely C; End, GC01=0.18, MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevemwater pondmg. 4) AO plates are UT20 plates uNes otherwise indicted. 5) This truss has been designed for a 10.0 psf bottom Word five load nonconcvnem vrittl any other five loads 6) Provide mechanical connection Pry others) of Ws to bearing plate capable of withstanding 517 to uplift at joint 1 and 517 lb uprdt at joint 11. LOAD CASES) Standard PE 76051 M Ell *- � o t S TE IF ,C- -13-P?;��v�\ SS10MI NSa 1rumlype Ryan ea-1452A 1452A A3 ILAY IMY HU, 2 t Job Refemnrc Seupem Trv#,FL Piart,t;_, 34851 Rurc 9.ns CVVA 117WS0eY00a Nov302017gOL 5taLnm lne. 611:Op:0a 2a18 Pape1 ID:FaPOtUhuC WAO16w507vTFdzTStlC•IvBPkg�D5ud.lue.M1 kKp WR7LyMA1u'AoerAM2yu5 63.E 114i5 17 9 246e 30a-11 968-13 Aix- 833 S2-t 6Q11 -0O 64tt •1 6?.3 Ft A s 0 12 Sx5 = Scale =1:70A 3:3= 3x4= 4,8= 314_ SA= 4xS= 3A= US= 1i e2,pa [41-9 1]d0 2F60 32-]-13 N8D 44pU 844 � &1-19 I )�� 61.18 0-LD Plate Offsets (X.Y)- 11:0310.0-2-81. 16:DS-4 0-2.61. 1120310 0-2-e1 LOADING(psf) SPACING- 240.0 CSL DEFL in 0oc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.83 Ved(LL) -020 18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.42 Vert(M -0.4116-18 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.77 Hcm(CT) 0.13 12 We Na BCDL 10.0 Code FBC2017r P12014 MalrorS Weight 227 m FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP M 31 BOT CHORD WEBS 20 SP Nm3 WEBS SLIDER Left 2x6 SP NO2 2-11.8, Right 2KS SP No2 2A1.8 REACTIONS. (Oilslze) 1=152910-84 (min. 0-1-8), 12=152910.8-0 (min. 0-1.8) Max Ho21=133(LC 8) Max UpWH8 500(LC 8), 12=500(LC 9) FORCES. (Ib) - Max. CanpJMax. Ten. -All tarns 250 (lb) or less except when shown. TOP CHORD 1-2-4258H053, 2-3=3178H065, 3-0=-00361951, 45=29371960, 5.6=23SSrM, 6-7=2124f755, 7-8=23561T77, 8-9=29371860, 0-10=-303BM51, 1(M1=-317811066, 11-12-32561I0.53 BOT CHORD 1-18=10332933, 17-1B=8052618, 16-17=-8052(318, 15.16=5042124, 14-15�6722618,13-14=-6722618,12-13=9002933 WEBS 3.18=237256, 5.18=711428, 5-16=443f385, 6.16=16Sf5W. 7-15=117/557, B•15=6431385, 8-13=721427,10-13=237258 Structural wood sheathing d'oecily applied. Rigid ceiling directly appfred or7-M co bracing 1 Row at midpt 6-15 MTTek recommends that Stab3aers and required cross boating be Installed during buss eredon, in accordance with StablTvar Installation guide NOTES- 1) Unbalanced roof tive loads have been considered fort & design. 2) Wind: ASCE 7-10; VuI --1 SOmph (3-second gust) Vasd=124mph; TCDL=32pst, BCUL=S.Opsf; h=15ft Cat It; Exp C; Encl., GCpi4.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This buss has been designed for a 10.0 psf boltom chord live load noncortarrerdwith any other five loads 5) Provide mechanical cannedion (by others) of buss t0 bearing plate capable of wi0nslanding 500 Ib uplift at joint 1 and 500lb uplift at joint 12 LOAD CASE(S) Standard Q Job f1lSs N re Ryml Homes-1 Ad 145bA A4 NIP 2 1 Job Reference o ' smmmn llua. M nvm, I".. &w t2 _ 5 US 4 3x4 4 4 3 4x4 4 4x4 4 2 3x4.=. 545- -6 7 Scale -1:70.4 3xa 8 30 a 9 4x4 1D 4.4c 11 517= Is 1716 15 74 13 12 6,7= 3,5 = 15x4 II 3' = 3A _ W = 416 = 15A II 3t5 = 3A = to H 152_20 I 55777 I 2&10-0 1-2 7&2.,1 bt41-0 42-0-0 i 7-1-2 Plate Offsets MY)- rl:0310 0-3-01 r7'0-2-80-2-71 (11'0310 OJ-01 -- -- - LOADING(psq SPACING- 24)-0 CSL OEM. in pod) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.79 Vwt(LL) 024 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.83 Vert(CT) -0.44 17-18 >999 180 BCLL 0.0 Rep Stress Inv YES WB 026 Hwz(CT) 0.19 11 n/a Na BCDL 10.0 Code FBC2017frP2014 MabixS %Wgh1:2301b Fr=10% LUMBER - TOP CHORD 2x4 SP No2 *Except* T2: 2x4 SP M 31 HOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No2 3-&4, Flight 2x6 SP Nc.2 3b4 REACTIONS. (@Isize) 1=1529/&8-0 (min. 0-143). 11=1528104-0 (min. 0.1-13) Max Horz1=118(LC 9) Max Up1iftl=480(LC 8). 11= 480(LC 9) BRACWG- TOP CHORD Sbutlural wood sheathing directly applied. HOT CHORD Rigid calling directly applied or 6-1-0 oc bracing. WEBS 1 Row at midpt 3-17, 6.14, 9-14 Welt recommends Mat Stabiro ers and required anss bracing be installed during buss erection, In accordance with Stablr¢a Installation ouide. FORCES. (lb) - Max. CcmpJMax. Ten. -Ali forces 250 (Ib) or less except when shown TOP CHORD 1-2--3275re66, 2J=3149r883, 34=2591I848, 4-5=25061869, 58=243719114, 6-7=22791838, 7-8=2505I867, &9=25911644, 9-10=314M!14, 10-11=32751967 BOT CHORD 1-18=9332950, 17-18=9332950, 16-17-6122291,15-16=6122291,14-15--i8712448, 13-14=-IMM51, 12-13=-635/2951,11-12-9352851 WEBS 3-18==14, 3-17=7DS/420, 547=100/482, 6.15=1U/396, &14=435/137, 7-14=1321627, 944=707/422, 9-12-01311 NOTES 1) Unbalanced roof five loads have been considered for this design 2) Wind: ASCE 7-10; VuIt=160mph (3- nd gust) Vasd=124mpr; TCDL=4.W. BCDL=:5.0psf; h=1511; CaL It Exp C; Encl.. GCPI=CLI t; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondmg. 4) This toss has been designed for a 10.0 psf bodom chord We load nonconcu end with arty other five loads 5) Provide mechanical connection (by others) of truss; to hearing plate capable of withstanding 480lb uplift at pint 1 and 480Ill uplift at joint 11. LOAD CASE(S) Standard PE 6051 -O 1` A ,q NA 11E?G 0I N55 Mas ype MY yen MM-1452Ad 145I-A AS 10ty HIP 2 1 Job Reference o r» sa4ncn7rrs.rr. harm. r�.'saa» - - ro, ID:EaPDUhuCWA016v507JfFdYtStl(-Iv9PkgCLDSIaLnrsAllHCpci08 =� �57tawAMayuS 7-0-14 13d-0 21-0-0 W 3d77-2 42d0 7�h4 B62 7�i-0 6S2 74M4 5hfr = 15x4-II ShO= Scae= IM2 3x5 = 15x4 II 415 = 3X9 = 314 = 15x4 II 3x5 = 3x4 = 4r0 = uo axoo 1-0O ]4414 1%e 2/be ?BG-0 94-11-2 468A 4404 , 5od1�1�32 I �I�I�S2 � ss�i �o � 648 i-0e Plate Offsets (x Y)— fl:0310 0301 r4'04 4 0-2-91, 16'0-5-4 0-2A1, f9'0310 D301 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.96 Ved(LL)' 029 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.79 Vert(CT) .0.5213-15 >957 180 BCI.L 0.0 Rep Stress Ina YES 1NB 0.56 Horz(CT) 0.19 9 Na n1a BCDL 10.0 Code FBMD17r PI2014 MatrofS Weight2231b FT=10% LUMSER- TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No23A-13, Right 2a6 SP N0.23A-13 REACTIONS. (Ib/sae) 1=1529/)-8-8 (min. 0-1-13), 9=152910-" (min. 0-1-13) Max Horz1=103(LC 8) Max Upfiftl=-472(LC 5), 8=472(LC 4) BRACING - TOP CHORD Structural wood sheathing d'aecy applied BOT CHORD Rigid calling directly applied or 6-2-10 oc bracing. MTek recommends that Stabgtrers and required suss bracing be Installed during truss erection, in accordance with Stabif¢ Installation quide. FORCES. (Ih) - Max. CompJMax. Ten - All forces 250 (m) or less except when sham. TOP CHORD 1.2---3281/1 D39, 2.3=316411045, 3A=2724/963, 45=285511104, 58=2855111D4, 6-7=2724/963, 75=J76411046, SwR- 3281/1030 SOTCHORD 1-16=.8972955, 15.16=8972955, 14.15=7232461,1344=723R461, 12-13=7192461, 11-12=7192461, 10-11=43942955; 9-10=8942955 WEBS 316=0/269, 3-15=563/351, 4-15=791443, 4-13=2261644, 6-13=4571348, 8.13=2261644, 611=791443, 7-11=-83/352, 7-1RA269 MWFRS Provide i LOAD CASE(S) Standard been h=15$ Cat It Exp C; Encl., GCpr-0.18; 1.60 plate grip DOL=1.60 mtwater pondug. 10.0 pat bottom chord live load nonconalnerdvn0r any other Me loads others) of truss to bearing plate capable of withstanding 472 to uplift atjoird 1 and 472lb uplift at joint 9. NN ENg� if PE 6051 --ONt 5 Alt:-01- / �O�.FORIO � /ONA"E�\\�\ C rlls nrss ype Ryan Hanes-t452A 1452-A A6 HIP 2 1 .lob ReferenrP (optional) ,n „uv, r� rau, ram, o.wa faxc u3Lo s nwaomv Rvlt tlTLa a Nw3a 201] A6Tex IMiatrlec, xc Fn JW a 11:00:00=18 Page 1 ID:EaPOUhvCV1lA0161v507vTFdY15tl(-m5oy0Rdp7F2a02 WWp9h91G9vI(d96GoirMz oW fiA1d i1Sa fl-00-0 TA-2-0 3D60 3Sit-2 42-00 86t4 6+0 640 55-2 a0-14 5i5 = 5.00 12 am = 3) = 3x4 = 54 S A ] 8 Scale -1:69.3 3x5 = 15x4 11 3XB = 4xS = 30 = 4x6 = 3x8 = 15x4 11 3x5 = t.w .1 I s:1 4 i t I ras�o I mso 1 sstt-z 1 4o- 41ao� o.to sin 4a�dLr— t-0.o Plate OOsets MY)- 11:0310.D301 11:04-14 Edoel f11:0.3-10 0-3-01 11Tt-4-3.Edne1 ,LOADINGW SPACING 2-0-0 CSL DEFL in Qm) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.59 Vert(LL) 0.31 15 >999 240 MT20 244A 80 TCDL 7.0 Lumber DOL 125 BC OAS Vert(CT) -0.56 13-15 >a79 180 BCLL 0.0 Rep Stress Inc YES Wa 1.00 Harz(CT) 0.15 11 We n1a BCDL 10.0 Code FBC2D17/fP12014 Mat tKS Weight 2181b FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP NO2 TOP CHORD BOT CHORD 2x4 SP M 31 BOT CHORD WEBS 2ir4 SP No.3 SUDER Left 2x6 SP No22-10S, Right W SP N0.22-105 REACTIONS. Qblsize) 1=1529/080 (min. 0-1-8), 11=1529/D-8O (min. 0-1-8) Max Horz 1=88(LC 10) Max Upldtl=497(1_C 5), 11=-497(LC 4) FORCES. Qb) - Max. CompXa c. Ten. -All foro=s 260 (lb) or less exreptwhen shown. TOP CHORD 1-2=3301/1099, 2.3=324811113, 3-0=2888H051, 45=2638/1010, SZ=.9280/1257, 6-7 -32' 80H257, 7-8--263a1t01o, 8-9 -2888/1051, 9-10--324811113, 10-11=-330111099 BOT CHORD 1-18=96512974, 17-18=9662974, 16-17=111713216,15-16=1117/3216, 14-15>1115/3216, 13-14=1115/3216, 12-13=961W4,11-12=961/2974 WEBS 3.17= 4031292, 4-17=2081782, 5-17=840/361, 7-13--84g1361, 8-13=208/782, 9.13=403282 NOTES 1) Unbalanced roof We loads have been mnsidered 2) Wind: ASCE 7-10; Vuh--160mph (3-second gtmQ' Stricture] wood sheathing directly applied or 2-9-3 m pur9ns. Rigid calling directly applied m74-7 oo bracing. MTek remrnmends that Stabilizers and required cbss bracing be histalled during Ours erection, in accordance with Stabilizer InstaMon Guide. h=151k CaL It Exp C; End., GCPI=0.16; MwFR5 (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This inks has been designed for a 10.0 psf bottom chord five load ncmmnounera with any other We loads. 5) Provide mechanical connerbon (byothers) of truss t1 bearing plate capable of withstanding 497 lb uplift at joint 1 and 497 lb upfdt at joint LOAD CASES) Standard PE 6051 i 1 Wit: M *. v 1 s rEro> /l/V/'S'/ONA' I�NG \\\\ l im m59 Innis lypa Ryes K..-1452A 1452-A N t9P 2 7 Job Reference o ' Truss. rt PWs. Fl, aasst Ip:E-eaPZDUMCVVA01 WSO7v FtlYScK,rr f R4 P17i7 2w �Ap9RdFfT RJ 96 jRdP pW 5LL14 9£-0 t7-2-9 248_7 32E-9 3SH-2 42-0-0 14 7d-e 7{ t9 ]89 74 15YA 11 316= 3x4= 5D012 4 n 5 6 7 n 4r.8 Scale =1:692 5X7= 17 76 15 14 13 12 5,0= 3x5 = 3x4 = 4xri = 3X = 3x4 = 4x6 = 3A = 3,5 = LL-0-07q-d-04260 '18�� &20 i 1)-R�b�l �9 I �I 4680 44Pe &2-0 Plate Offsets MY)— T1.031 0,03-Ot, r4:0S4.0-2.81r6:0S4,Q-M 111:031o,O3-0t It5:a2-9.0-157 LOADING(psi) SPACING- 24)-0 CSL DEFL. in Qoc) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip,DOL 125 TC 0.56 Ven(LL) 0.3814-15 >999 240 MT20 2441190 TCDL 7.D Lumber DOL 125 BC 0.42 Vert(CT) -0.64 14-16 >772 180 BCLL 0.0 Rep Straw Inc YES VE 0.77 Hari(CT) 0.15 11 n1a nla BCDL 10.0 Code FBC2017ITPM14 MatrixS Weight 212 tb FT =10% LUMBER. TOP CHORD 2K4 SP No2 -Except- T2,T3: 2x4 SP M 31 BOT CHORD 2(4 SP M 31 WEBS 2x4 SP N0.3 SLIDER Left 2x6 SP No2 238, Right SP No.2238 REACTIONS. (Mba) 1=152SM-8-0 (min. 0-1-8), 11=152910-M (min. 0-1-8) Max Hoa1=73(LC 9) Max UpBM=-523(LC 5), 11=SM(LC 4) BRACING - TOP CHORD Structural wood sheathing d'nect applied or 34 -14 oc pudms BOT CHORD Rigid calling directly applied or 6311 co bracing. WEBS 1 Raw at mldpt 7-15 WreK recormmends that Stabg¢ers and required cols bracing be Installed during truss erection. in accordance with Stabilizer Instigation guide. FORCES. Qb) - Max. Comp- Max. Ten. - Ali fames 260 (lb) or less except when shown. TOP CHORD 1-2-3273/12D4, 23=3219/7211, 3-0=304811137, 4.5=3899/1574, 5-0=3899M 574, 6-7=-389911574, 7-e--390t111575, 8-9--3D4611136, 9-10=-3219h1211, 10-11=-3273/1204 BOT CHORD 1-17=10572940, 16.17=9372793,15-16=9372793, 14-15=142Bf39DO, 13-14=9342793, 12-13=9342793, 11-12-10542940 WEBS 3-17=176264, 4-17=14/36B, 4-15�59/1341, 5-15 .7-14=474/330, B-14=-56011342, &12-141368, 9-12--176264 NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=42psF BCDL=S.Dpsf; h=15f ; Cat 11; Exp C; End., GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preverdwater pondmg. 4) This thus has been designed for a 10.0 psf bottom Motu live load nonconwnent with any other five loads 6) Provide mechanical connection (ry othem) of truss to bearing plate capable of%ftstandmg 523 lb uplift atjoint 1 and 523 lb uplift atjoim 11. LOAD CASE(S) Standard o\11M1 11B/w/�il f PE 6051 S lE-OF �-q i •` k�� ssO/(I i / /IO10G?\\\\ �) job INab rues I "a R➢m Homo-IC%Aa 1462-A A9 JOV JFV SPMAL 1 1 JoD Reference o ' 6 mTN , FL PiNR, FL, 34951 R=92 6 NO =Zn7 Mm 4=06 NM M=7 MTa atlisxlea. b= Fn JW 611:00:10=5 Pagel D.EePOUtwr-WA016wSO7vTFdz?SCK-FHGA9MSRj7MZ?FUSmou11pR9UvegBIKwPHN oz-P93 1-0-0� 741-0 9-0-01 t4314 21-0-0 2752 3t-4-0 346� f2V 2fi0 �-0d WO I160A 39-14 6&2 6$2 4 32-0 32-0 f 62-0 1-40� FT-18 71,2 � 3),fi = Fos = 11 5A0 12 5X5 = 3,4 = 64= 3x4 5 6 7 7x Scola=1:72.9 2�1 20 19 18 17 16 103d _ 3x5 = 5x5 = 515 = 34 5x6 = 54 = +0 42-0e 1J4e 7i-0 MS-t{ 2M-0 D$2 a/-BO 4080 4tAa Plate Offsets KY)- [3:0d24ZEdge), [4:030,Edge), [5:0-43,0_1A, [7:0.2-8,0.3-0), I9:05-13,OZ4), [IZO-2-12,Edge), [15:0-0-11.0-1-101, I15:0-2.8.0.241, I17:0.2-0,03.41, H9:0-2-00-3dt I20:0-2.8 D-2-41 R1:D0-11.0.1-101 LOADING 04 SPACING- 2-M CSL DEFL. in (bc) Udell lJd PLATES GRIP - TCLL 20.0 Pule Grip DOL 125 TC 0.82 Vert(U) 0.58 18 >819 240 MT20 2441190 TCDL 7X Lumber DOL 125 Be 0.99 Vert(CT) -0.9018.19 >522 181) BCLL 0.0 Rep Stress bux YES va 0.78 Horz(CT) 0.15 15 Na Na BCDL 10.0 Code FBC2017IIP12014 Mabtt-S Weight 228 lb FT =10% LUMBER - TOP CHORD 2x4 SP No2 `Except• T2,T4: 2x4 SP N0.3 SOT CHORD 2x4 SP No2 WEBS , 2x4 SP No.3 REACTIONS. (lb/size) 21=1554/O-0-0 (man. 0.1-13), 15=1554/0&0 (rein. 0.1-13) Max Hom21=81(LC 8) Max Upiifl21=E26(LC 8), 16=-485(LC 4) BRACING - TOP CHORD Strucbrtal wood sheathing directly applied or 2-2-0 oc purfins. BOT CHORD Rigid calling directly applied or 2-2-0 co bracing. JOINTS 1 Brace at Jt(s): 10 MTek recommends that Stabif and required cross bracing be installed during truss erection, in accordance with Stabifuer Installation guide. FORCES. (b) - Max CompAAax. Ten. - AO lorces 250 (m) or less except when shown. TOP CHORD 1-2 470210,2-3=2779MG3.35=-380SM587, 56=40481167Z 6-7=456911 B41, 7-8--456911841, 8.9=-002411556, 9-10=-378411477,10.12=.3784/1477,12-13=2768I946, 13-14=489/190, 34=261MIS, 11-12=2951140, 9-11=29g1126 BOTCHORD 1.21=2351489, 20-21=3161489,19-20=101Or2522, 18.19=1597/4048, 17-18=1481/4024,16.17=5172509,15.16=217/512, 14-15=217/512 MESS 2-21=-1397/6a% 2-2D=687=18, 3-19=- 611700, 619=-613rJ64, 6-18=219/577, 7AB= 377n65, 8-18=315f704,8-17=637/393,12-17=74111755,13-16=- 52001, 1345=1401/543 NOTES- 1) Unbalanced roof five bads have been considered forthis design. 2) Wind: ASCE 7-10; Vutt=l6Dmph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL-5.Opsf, h=15ft; Cat 1% Exp C; End, GCpv0.18; MVJFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This thus has been designed for a 10.0 psf bottom drwd live load rmnconcunerdwith any off" five loads. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstandmg 626 th uplift at joint 21 and 4851b uplift at joint 15. 6) Graphical purlin representation does not depict the size or the odP.mation of the pudur along the top and/or bottom chord. LOAD CASE(S) Standard i 1 PE 51� 1 cuss fuss type Hennes-1452Atl 1452-A A3GL HIP 1 2 Jab Refereno, (optional) Ea OU s nw:wl6w O7 eaus cKaodn U7 extn4umres, tts rn na a11.U[C13tuts rage1 ID:EuPOUIwCWA015k507JfFdz75d WmdnOU72dVsSYkg9aK1M7i01HMe6rATk0uoL7zyu0 tde 7Le %2 1:7;ta 163-15 234L1 29b2 34-" 408-0 w ssia 1 s+z 1 sa-z I 5+2 i 5b.14 1 sM o r1jo 1.5X4 II 4 e 3x8= 4x6= 15[411 3x4 = Is — 37 W "" 3e 4a 41 '-42 43 15'- 5x5 = 3x8 M1BSH5= 1.5x4 11 3,9 = 3x5 — 5x5 — 3x8= 5xe WB= 5®1e=1:692 10 tt µµllpy+ LOADINGOMO SPACING- 2.0-0 CSL DEFL in (lac) Ildeti Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 12.5 TC 0.91 Vert(U) 0.6D 16-17 >767 240 UM 244/100 TCDL 7.0 Lumber DOL 125 BC 0.61 I Vert(CT) -0.8316-17 >568 180 M18SHS 244/190 BCLL 0.0 Rep Stress Ina NO MIB 0.80 HOrz(CT) 0.12 12 rda We BCDL 10.0 Code FBC2017frP12014 MatMS Weighh4321b FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied BOT CHORD Zz4 SP M 31 BOT CHORD Rigid wiling directly applied or 8-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/sIze) 21=2852/0-8-0 (min. 0-1A),12--211SM-e-0 (min. 0.1-8) Max Hom21=57(LC 8) Max Uplif121=1298(LC 5),12=1298(LC 4) FORCES. (Ib) - Max. COmpJMax Ten. - AB forces 250 (01) or less umptwhm shwm. TOP CHORD 1-2-764f353, 23=--4U2601, 3-22-774413791, 22-23=774313791, 4-23=7743fb791, 4-24=7743/37el. 24.25=774313791, 25-26=774313791, 5-26=7743/3791, 527=9097/4437, 8-27=9097/4437, 6-28 -9097/4437, 7-28=9097/4437, 7-29=909714437, 29-3D=9D97/4437, 30-01=-09714437, 8.31=9D97/4137, , B-32=775413797, 32,W--7755/3797, 9-33=7755/d797, 9-10=593 oo, 10.11=767rwe BOTCHORD 1-21=�3681766,2D-21=426f766,20-34=231114943,34a5=231114943, 1935=2311/4943, 19-06=433519118,18-36=4335Mll8, 18-37=-4335/9118, 37-08--4335MI18, 17-38--4335/9118,17-39=d335/9118, 3940=-433SM118, 40-41-43351911 B, 16-01=433518118, 16d2--W87J7754, 42-43=368217754, 1543=-3S82l7754, 15- 4 2rr754,14-44=3682/7754, 14 45=-2307/4S41, 4546=230714941, 13-06=2307/4941,12.13=T741J70,11-tY-374/770 WEBS 2-21=2589f1274,2-20=199014224,319=1578/3274,419=572/5DO, 5-19=1615/767, 5.17=0M0, 7-16=5531491, S-16=745H578, S-14=13881888 9-14=1597f3289, 10-13=1987/4219, 10-12=2567/1273 ' NOTES- 1) 2-* truss to be connected togetherwith 10d (0.131'x3l nails as follows: - Top chords connected as fo0om: Z(4-1 row at 0-9-0 oo. ' Bottom chords connected as follows: 2x4-1 row at 0-9-0 oc. Webs connected as fo0rnvs 2x4 -1 row at 0-7.0 or; Except member 2D-2 2x4--1 cow at 0A-0 cc, member 203 2x4-1 row at 0.9-0 oc, member 19.3 20 -1 raw at 0-9-0 cc, member 4-1 a 2x4 -1 cow at D.9-0 00, member 19-5 2x4 -1 row at 0-9-0 oc, member 5.17 20-1 row at 0.8-0 oo, member 16-5 20 -1 raw at 0-9-0 oo, member7.16 2x4 -1 cow at G-M m member 16.8 2x4-1 row at 0-9-0 M member B-14 2x4-1 raw at 0-M oq member 14-92x4-1 row at 0-9-0oc, member 13-92x4-1 row at 0A-0M member 13-102x4-1 row at 0.9-0oc. 2) All loads are considered equally applied to a0 plriq except if noted F)or b ck (B))ifa in the hedLOAD CASE(S) section. Ply to a ply connections have been resided to distribute o bads noted as a �) i�AM—BC \\�\\\� 3) Unbalanced roof We loads have been considered for this design 4) Wend ASCE 7-18 Vult=160mph (3semrM gust) Vasd=124mph; TCDL=4.2W, BCDL=zS.Opsf, "Sit Cat 11; Exp C; End, GCpi-0.18,."., MWFRS (envelope); Lumber DOL=1.60 DOL=1.60 plate grip ` ` 5) Provide adequate drainage to prevent water ponds g. / 6) All plates are MT20 plates unless othervine indicated. / PE 6051 i t Qepn designed fora 10.0 pal bottom chord live load nonconaaemwiM env' other five loads. _ i • I M -51 NA ((O faR Iruss lype RYan Hame9- 4 Acl 1252A ABGL NIP t 2 Job Reference 'on $Ct�a TfUM, FL FWfM FL, 3951 NM: 82M a NON W 2a17 Print 6 aNMWZ 7M19k 9tl-=- rnL FM JW 511:W:13 me Paget ID:EaPOUhuCWAOlexSO7vTFdz?5cK-fmdnOU72cfVsSYkg9aKVVJM M1e6rATk0uaL7zpu0 NOTES- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1298 lb uplift at joid 21 and 1298 6h uplift at joint 12. 9) Hangar(s) or other connection device(s) sha0 be provided sufficient to support concentrated load(s)176 lb down and 238 Ib up at 750, 94 m down and 139 Ib up at 9$12, 041b dowel and 139 m up at 11.6-12, 94 Ib down and 139lb up at 13812, 94'Ib doom and 139lb up at 15-6-12, 94 m down and 139 lb up at 17-6-lZ 94 to dram and 139lb up at 19-6-12, B4 m down and 139 M up at 214-0, 941b down and 13916 up at 22-5-4, 94 lb down and 1391b up at 24-5-4, 94 m dovm and 1391b up at 265-4, 941b down and 139lb up at 28-& 4, 94 lb down and 139 Ib up at 3D-54, and 94 to down and 139 lb up at 32-54, and 176In down and 238 Ib up at 34-0-0 on top chord, and 252 Oh down and 123 lb up at 7.6-0, 701b down at 9512, 70 Ib down at 11.6-12, 701bdown et 13-6-IZ 70 ib dorm at 15812, 70Ib dowm at 17$12, 701b down at 19512, 701b down at 21-0-0, 701b down aL2254, 70lb down at 24.54, 70 to dawn at 26-54, 701b dawn at-28-54, 70 lb down at 30-5-4,-and 7O m down at-32.54, and 252lb down and 123 to up at 344-4 on bottom chord. The designiselecfon of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Increase--125, Plate increase=125 llnifoml Loads (pit) Vert 1-3=54, 3-9=54, 9-11-.54, 1-11=20 Concentrated Loads (to) Vert 3=129(13) 6--94(8) 9=129(S) 20=252(8)13=252(6) 22-94(B) 23=94(S) 24=94(B) 25=94(S) 26=94(B) 27=94(13) 26=94(B) 29=94(9) 30=94(8) 31=94(B) 32-84(B) 33=94(B) 34=47(13) 35=L7(B) 36=47(B) 37=47(a) 38=-47(B) 39--47(8) 40 =47(B) 41=47(B) 42-47(B) 43--47(B) 44=47(B) 45--47(B) 46=-47(B) i PE 76051 n � x— l3 P� �i�,4✓�� �j ORID Job nos Imm, lype corm-1452A 14.%-A In CONYON 1 7 Job Reference o ' SaW,m, Trva, Fl ems, ram, xer � n1w s CVVAOurr rm¢atw a nwav�n r L172 rzmusses, uc rn.uu a �,axc�a aie rase , Ib.EaPDUhvCWAO76v.507vTFdt75dC-fadnOU72dVsSYkg9a1CVNIflQZMblrl0dk0uot 7z�u0 6-2-7 10b0 15-1-7 2040 ' 6-2-7 l 468 4b7 F 5-2-e Scale = 1:335 4x< = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 I SPACING- 2.0.0�CSI. Plate Gdp DOL 125 Lumber DOL 125 Rep Suess 1= YES Code FBC20177fPM014 TC 0.70 BC 0.66 WB 0.17 Mabbt.S DEFL, th m VertU, ) -0.12 Vert(CT) -025 Horz(Cf) 0.04 Qoc) Odell Lld (Ioc) Odell LId 1-9 >999 240 1.9 >958 180 6 nla r0a PLATES GRIP PLATES GRIPDEFL. M= 2441190 Weight 96 to FT =10% LUMBER. BRACING. TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 44.0 oc purtths BOT CHORD 2x4 SP No2 BOT CHORD Rigid cevTmg directly applied or B-8.5 oc bracing. VJEBS 2x4 SP No.3 M7ek recommends mat Stabgi and required aaim biadrrg be WEDGE installed during truss erection, In accordance with Stabffizer Left 2x8 SP No2 Installation uide. SLIDER Right 2x6 SP Na22-9-10 REACTIONS (Iblsize) 6=740104I-0 (min. O-1-8), 1=740I041-0 (min. 0-1-0) Max Hoal=-BI(LC 9) Maul Up9ft6=252(LC 9),1=258(LC 8) FORCES. gb) - Max. CompJMax- Ten. -All forces 250(1h) or less except when sham TOP CHORD 1.2-13811484, 2-3=-1206I440, 3-4=11211405, 45=12151442, &6=12741428 BOT CHORD 1-9=45711224, 8-9=2041837, 7-8=21P[107, 6-7= 31911093 WEBS 2-9=290=Z 3.9=1821449, 3.7=139WS NOTES- 1) Unbalanced roof 9ve loads have been considered for this design 2) Wind: ASCE 7-tq VuIH 60mph (3- a nd gust) Vas&124mph; TCDL=4.2psf; BCDL=S.Opsb h=I SN CaL II; Exp C; End., GCpi--O-18; MWFRS (erwelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord Me load nonconarrent with any other five loads 4) Provide mechanical connection (by others) of hiss to bearing plate capable of withstanding 252 m uplift atjoird 6 and 258 lb uplift atiolot 1. LOAD CASE(S) Standard \��\GEN&F.`����� f PE 76051 S& ONA I IEN� \ I Job In, I rms lype Ryan HamM-1452ACF— I452-A 82 COMMON 1 t Job Reference (oDfionall T .F ,esaa, .e2nus Nw 3D 201]Pm¢a2wa Nw303m]ALTtltIn4u ,InG Fr{AJ B1tx10.133fna Pagel 'IDFaP0U1wCWA016w607vTFdz?SdC-Is�dnOU72dVsSYkg9a1(WJIIOZ7dhld(61c0urat7 o 11.44 64!-7 1000 1 &54 2040 6.2 7 3-M 0.90 OS-0 30• _9 Scale = I:M.6 3x4 = 5x5 ==3x4 = 141-0 19 7-11-13 13�2 2Ub0 6.11-13 1 L-5 I C1- Plate onsets MY1- r1 o-0 D 1 3 21 (IT-1 14 60-21 D-.0-2-0 0-211i [0-2-e o.am 15:0-2-00-z 111 19:w4-4 0-0-51 LOADING(psf) SPACWG- 24)-0 CSL TEFL. in (Ice) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(U) .0.12 1-11 >999 240 MT20 2441190 TCDL 7.0 LumberDOL 125 BC 0.66 Vert(CT) 425 1-11 >950 180 ' BCLL 0.0 Rep Stress Inar YES WB 0.17 Horz(CT) 0.03 8 his nla BCDL 10.0 Code FBC2017RP12014 MatdxS Weight 95 to FT=10% LUMBER - TOP CHORD 2x4 SP Not BOT CHORD 2x4 SP Not WEBS 2x4 SP No.3 WEDGE Left 2x6 SP Nc1 SLIDER Right 2x6 SP No12-9-10 REACTIONS, (fh/sae) 6=740/0-8-0 (min.0-1-5),1=74m0-6-0 (min. a-1-e) Max Horz1=76(LC 9) Max Upa118=247(LC 9), 1=253(LC 8) BRACWG- TOP CHORD Shuctmel wood sheathing dire* applied or 4-2-13 oc pudins BOT CHORD Rigid wiring directly applied or 8.10-12 oc bracing. MTek m=m ds that StabUa-m and required u b Ong be installed during truss enxtion, In acCordance wdh SlabTver Installation guide. FORCES. (lb) - Max. CompJK4mL Ten. -AD forces 250 (lb) or less except when shown. TOP CHORD 1.2-1373/468, 2-3 -1204/424, 58=1120f491, 6-7=1211/427, 7A=1268/413, 3d=1088/416, 4-5=9951389 BOT CHORD 1-11=-436/1215,10.11=1921839, 9-10=192W9, 8-9=30511088 WEBS 2-11=2681258, 4-11=1721436, 4-9=1311317 NOTES 1) Unbalanced roof five loads have been Considered for this design. 2) Whit ASCE 7-10; Vuh=l6Dmph (3secand gust) Vasd=124mph; TCDL=42pst BCDL=S.Dpsf; h=151t CaL It EV 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 pat bottom chord live load nommncumemwith any other live loads 5) Provide mechanical connection (by others) of tnhss to bearing plate Capable of withstanding 247 lb uplift at joint 8 end 253 to uplift atjoint 1. LOAD CASE(S) Standard \\\\\\\0\11MI I IBA /-/��i PE76051 `L - -01 S Tt� oR(o_, //N;, BONA ( i Jot, rU33 N33 lype Ry Homes-1452A 1452-A e3 HQ' 7 1 Job Reference (opUonan Nw1rc1n 1nnm, tt rearm, ram, xw1 Rim: e3tx1 c Nw3a201] PnrR a20a c Nw 3a 2a1] INTek bmucuies, nre F4 JW B 11:1%1:13 2a18 Page 1 20-" m:EaPDU1wCV1/A016w507VTFdz7Sd4fsdnOU72g9e101Wfq @oQe1LUkDuex 7zyu0 &DO 13-0-0 20J-0 Scale-1= 44 = Me our— cur n ME 1-0-0 e4)-0 13d-0 2640 1410 7.00 5d0 F 7.b0 Plate Offsets MYH I1:0-0-0.1321 11:0.1-14,0-0.21. Iz0-2-4 0-2-41 I3:0--4 0-24q 14:0.2-0 04-21 LOAOWG(ps) SPACING- 2430 CSL DEFL. h1 (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 125 TC 0.95 Vert(LL) -0.13 17 -999 240 MT20 244119D TCDL 7.0 Lumber DOL 125 BC 0.80 Vert(CT) -028 17 >852 180 BCLL 0.0 Rep Stress Ina YES VUB 0.10 Horz(CT) 0.D4 4 n1a Na BCDL 10.0 Code FBC20171rP12014 MatrixS Weight 9111, FT =10% LUMBER - TOP CHORD 2x4 SP No2'Except• T3: 2x6 SP Nc2 SOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 WEDGE Left 2x8 SP No2, Right 2x4 SP No.3 REACTIONS. (IWs¢e) 4=74010-0-0 (Min. 0.1-8). 1=74WD-8.0 (rein. 0-1-0) Max Ham 1=61(LC 8) Max Up6h4=228(LC 9), 1=235(LC 8) FORCES (lb) -Max CompJ10kox Ten. - All faces 250 (ra) or less except when shown. TOP CHORD 1-2--12941395, 2-3=11161408, 3-0=-122 WO BOT CHORD 1 7=29011112, 6-7=27011061, 55=270N061, 4-5=-27311056 WEBS 27=0= BRACING - TOP CHORD Structural wood sheathing dire* applied. SOT CHORD Rigid ceiTmg directly applied or 104)•0 oc bracing. N6fek reoammends that Stabilizers and required acts s bracing be Installed during truss erection, in accordance with Stabilizer Installation Milde. NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE7-10; Vufl=l8omph (3-secoM gusQ Vasd=124mph; TCOL=42psC BCDL=S.Opsf; h--15% CaL Il; Exp C; End., GCpr-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) PmWde adequate drainage to prevenlwatar ponding. 4) This truss has been designed for a 10.0 psi bottom chord live bad nonconanentwith any other live leads, 5) Provide mechanical connection (try others) of truss to bearing plate capable of widudandng 228lb upldt at joint and 235 lb upM at joint 1. LOAD CASE(S) Standard 7 PE 6051 1 _ S� r,•�= in —Type Ryan omen-1452Ad 14M-A B4G He 1 t G lhrss R Piece. 3485 Job Referenca o ' 1 �3 1 Rwc 920g a Nw 3g iD1] Pnm: a2k10 c Nw30M17 Wex 1WU=iea. IK Fd W 811:00:14 2018 Paget 8410 ta-e-o ID:FaPO A01su507vTFtlz75tl(-73Vh4/Npzd'017rIOttY4myralDuFYNUWZzyifl B4V0 I 4-8-0 I 4-0-0 I 6-0.0 i 417 = Scale =134.6 Mf = tx4 II 3A = tx4 II &,5 _ 3m = i 1-0-0 I 6.0-0 I t0$0 t5�-0 204-0 21bb 1-0-0 54Ld 4A-0 i " e ^ I 54)-0 11-0-0 Plate Offsets (X Yl- 11•0-4-10 Ed9et r3,0s4 0-2-M 15:05-4 0-2-01 M.04-t 0 Ed el LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.52 VerVLL) 0.15 9 >999 240 Nim 244/190 TCDL 7.0 Lumber DOL 125 BC 0.60 Vert(CT) •021 9-11 >999 180 BCLL 0.0 Rep Stress Ina NO WB 026 Horz(CT) 0.07 7 Na n1a BCDL 10.0 Code FBC2017ITP12014 Mabi cS Weight 1031b FT =10% LUNBER- TOP CHORD 2x4 SP No2 BO7 CHORD 2x4 SP No2 WEBS 2x4 SP No.3 SUDER Left 2x6 SP No2 2-1(-12, Right 2x6 SP No2 2A0-12 REACTIONS. Waite) 1=110910-&0 (min. 0-"), 7=1 10910-8-0 (rain. (i-1-e) Max Haz1=-49(LC 9) Max Uplift! =541(LC 8), 7=541(LC 9) BRACING - TOP CHORD Structural wood sheathing diready applied or 3-2-15 oc pur0ns. BOT CHORD Rigid ce0ing directly applied or 5-10.13 oc bracing. M1Tek recommends Hurt Stablfirers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES (Ib)-Max. CompJlwl .Ten. -AO farces 250(lb) or less except when shown. TOP CHORD 1-2-228411147, 2.3=2213H 160,3-12=260111401,12-13=2600/14OO.4-13=25DD/1400, 4-14=260011400, 14-15=260OM400, 5-15=26(11/1401, 5-0=221311160, 6.7=228411147 BOTCHORD 1-ll=10D42041,11-16=10052055,10.16=100512DS5, GAD -1005/2055, f-17=10D42055,17-18=10042G55, 8-1B--10042055, 7S=10D3r2a41 vim 3-11=281342, 3-9--347/683, 4-9--<531404, 5-9 -W1683, 5-8—M341 NOTES- 1) Unbalanced root five loads have been considered forthis design. 2) Wind: ASCE 7-10; VuR--I60mph (3-semnd gml) Vasd=124mph; TCDL=4.2pst,, BCDL=S.Opsf; h=l5ft: Cat It Exp C; End., GCpi= o.t6; MVVFRS (envelope); Lumber DOLh.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water pondhM. 4) This truss has been designed for a 10.0 psf botom chord live load noncor cement with any other five loads 5) Provide mechanical connection (by others) of buss In bearing plate capable of withstanding 541 lb uplift at joint 1 and 541 lb uplift atjoint 7. 6) Hanger(s) or other connection devtce(s) shelf be provided sufficient to support concentrated load(s)121 lb dawn and 169 lb up at 6-M, 67 Ib down and 107 @ up at B0.12, 57 m dawn and 1071b up at 10.0.12, 57Ib down and 107Ib up at 1134, and 571b down and 107Ib up at 13.3.4, anid 121 Ib down and 169 m up at 154-0 on top chord, and 1 DB Ib dw and 100 m up at S•0-0, 41 Ib down at 8-0.12, 41 lb dawned 10b12, 41 Ib down at 11-34, and 41 lbdavm at 135-4, and 1061b down and 100 m up at 1534 on baton chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASES) section, loads applied to the fare of the truss am noted as frond (F) a back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--125, Plate Increase--125 Untomh Loads Wo Veit (3 s secs s7=sa. to=zo Concentrated/ ie=Y7B)� 5=74(B) 10=Z7(B)11=1o6(B) 8=-106(B)12=55(B) 13�� 55(B) 145(B) 15=55(B)16=n 27(B) =27(B) \���P.N M_BLcZ PE 6051 i� 1 Sr, FOF ?p �� E10��, ID : N� /OMA� 1N /3 Job mss sruss lype Ryes Homes- 452Ad 145ZA C1 COMMON 2 1 Job Reference o Sw TruU . PL PM FL, 34951 414 = Scale -1:27.4 1-0-0 t�-0 90-0 174-0 ' 11 7b I 9-0.0 i Plate Offsets (X.Y)- 11:0-0-0.13-21. 11:0-1-14,0-0.21 14:0440.2-0I LOADING(p5l) SPACING- 2-0-0 CSL DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.72 Vert(LL) -0.17 1-0 >999 240 M720 2441190 TCDL 7.0 Lumber DOL 125 BC 0.73 Vert(C-f) -0.35 1-0 >558 180 BCLL 0.0 Rep Sbess Ina YES WB 0.16 Haz(CT) 0.02 5 nia We BCDL 10.0 Code FBC20177rMO14 Matrix-5 Weight 67 to FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3'Except' _ ' BOTCHORD W3: 2x6 SP No2 WEDGE Lett 2x6 SP NO-2 REACTIONS. (lb/SlZe) 5=B08/030 (min. 0-1A). 1-6091480 (min. 0-1-8) Max Harz1=86(LC 8) Max Up005=205(LC 9).1=213(LC 8) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (m) or less except when shw TOP CHORD 1-27-10541388, 2J=-014R80, 3-4=Z661254, 45=530245 BOT CHORD 1 7=-377/928, 6-7�37/928, 5£=171f717 WEBS 25�303/248, 34=4W409 Structural wood sheathing directly applied or 4312 oc puriins, except and verticals. Rigid ceding di a* applied or 4514 oc bracing. MTek recommends that Stabfl a and required aces bracing be Installed during truss erection, in accordance with Stabilbarr Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Vdnd: ASCE 7-10; Vutt=160mph (3seeond gusq Vasd=124mph; TCDL=42psf; BCDL=5.Opsi, "51t CaL It Exp C; Emu., GCp1--0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord Ova load nonconarnadwith any other We loads 4) Provide mechanical connection (by others) of truss to bearing plate capable of %ftstandbrg 206lb uplift atjoird 5 and 213 th uplift at joint 1. LOAD CASE(S) Standard / NgF.����i 7 ! PE 6051�//7 �1 %°q�\ ORI iruss ruse Ime Ryan Hanes-1 Ad 1452-A Q 1W IMY COMMON 1 t Job Reference fophanan '•^^•••• -• �`+'ti•^'+• 4[ws rvwaulul/IIaQ pLIW BnaIA(llln/M}, ex n101®Iae,NG hn.N 6ll9]:1>Yno Moe ID:E2POUIwCWA016wS07vTFdY75d(-0F33C3VNaF1ah4CH7Mzb4pijAFBJEgtUC7220rLou_ i 57-14 8-0-0 e-0-0 tObO 17d0 W-14 I 242 I 1-0-0 + 1.0-0 I 7-0.0 I S®1e=1:7a.1 3x4— tx41f 141-0 1.4-0 943-0 7-0-0 1 1^ Plate Offsets MY)— 11:0-0-0.1-3-21 I1:0-1-14 0-0.21 13:0.2-0 0-2-111 15:0.2-0 (3-2-111 f6:0.4-4 0-2-01 LOADING(pst) SPACING- 24)-0 CSI. DEFL in poc) Well Ild PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.69 V041-L) -0.17 1.8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 SC 0.72 Vert(CT) -0.36 1-8 >541 180 BCLL 0.0 Rep Stress Inc YES WB D.15 Hom(CT) 0.02 7 n1a nta BCDL 10.0 Code FBC20171TP@g14 Matrix-S Weight 67 It, Fr =10% LUMBER- BRACING - TOP CHORD 20 SPNo.2 TOP CHORD BOT CHORD 20 SP No2 WEBS 2x4 SP No.3'ExcW BOTCHORD M. 2x6 SP NO2 WEDGE Left 2x6 SP No2 REACTIONS. (Walze) 7=50a10.8-0 (min. 0-1-8), 1=60610-8 D (min. 0-") Max Horz1=78(LC 8) Max Uprd!7=197(LC 9),1=21)5(LC 8) FORCES. Qb) -Max CompJMax. Ten. - AO force, 250 (m) w less exceptwhen shown. TOP CHORD 14=10411352, 2-3=-828264, 5-0=-BM42, 6-7=-526235, 3-4=-744273, 45=744273 BOTCHORD 1-0=-�4"14, & =- 461914,7-B=1641744 WEBS 241=281219, 4.8=28rJ% Structural wood sheathing directly applied or 5b2 oc purlms, except end verticals. Rigid calling directly applied or 9-10.14 0o bracing. Mh7ek recommends that Stabilizers and required cross bracing be Installed during truss erectiM in accordance with Stabifaer Instaflation guide NOTES- 1) Unbalanced roof rwe loads have been considered for this design. 2),Wnd: ASCE 7-10, Vuh=160mph (3-second gusti Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15it; CaL It Exp C, End, GCp =0.16; MWFRS (emrelope); Lumber DOL=1.60 plate grip DOL=1.60 4 Provide ea drainage to prevent water pondmg. 5) Thistleis s has been connection a 10.0 µal bottom chord We load nonconcrment with any other five loads (by others) of truss to bearing plate capable of wehstwdng 197 m uplift atjoird7 and 2051b uplift at joint 1. LOAD CASE(S) Standard job truss Inuss lype Ryan Hmnes.l4 A 1452-A C3G HIP 1 1 Job Refererre(ogoA SaYNel1iN68, rt 1'CI4'. rl, :%tlil Ia. aPDUhvCV A01&GO7V{WaryaV JY sank lN,aR mvlt�l6, u,c rn.,iu wo, to-EaPDU wcwaol6wso7�rFensac bF33c3vNaFla �rcH7MmaPrgal� iFrlur7zzDr yu_ 14-0 6A0 124]-0 16-8-0 _ 18-00 r140 I 4$0 I 6430 , 1 4440 14-0 . 4,7 = 12 13 414 = Scale -129.1 LOADING (PSI) SPACING- 2-0-0 CSL DEFL in Qoa) Niel! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.78 Vert(LL) 021 8.10 >892 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.55 Vert(CT) .0.31 8-10 >602 180 BCLL O.D Rep Stress Inc NO WB 0.11 Harz(CT) 0.02 7 Na n1a BCDL 10.0 Code FBC2017rrP12014 MatdxS Weight 72 lb FT= 10ah LUMBER- BRACING - TOP CHORD 20 SP No2'Except* TOP CHORD Structural wood sheabting d'setly applied or 3-7-9 oc purfins. T2: 2x4 SP M 31 GOT CHORD Rigid calling directly applied or 946-11 oc bracing. DOT CHORD 2x4 SP M 31 MTek recommends that Stabif uns and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection, in accordance with Stabifaer Installation quida, REACDONS. (misize) 11=928/0-e-0 (min. 0.1-e),7=92810.8-0 (min. 0.1-0) Max Horz11=46(LC 8) Max UpUH I=.462(LC 8), 7=-462(LC 9) , FORCES. (Ib) - Max. CompJMax Ten. -All truces 250 (Ib) or less except when shown. TOP CHORD 1.2--1198/606, 23=13561721, 3.12=119216a3, 12-13=119216B3, 4-13=119VSB3, 45=13561720, 53=1198I606 BOTCHORD 1-11�59211B4, 10.11=SOW7194, 9.111=6041I19Z 9-14=04H10Z B-14=SO4/1192, 741=592/1184, 64=59211194 WEBS 2.11=-4631318, 3-10=D285, 4-8=0284, 5-7=1631318 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VuI1=160mph (3- a nd gust) Vasd=124mph; TCDL=4.2p6F, BCDL=S.Opst h='15R CaL ll; Exp C; EnaL, GCph-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondirg. 4) This toss has been designed for a 10.0 pat bottom chard five Iced rumconounerd with any other five loads 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4621b uplift atjotrd 11 and 462Ib upfdt at joint 7. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)121 lb down and 169 lb up at 6-0-0, 65 lb down and 107lb up at 54 -12, and 55lb dawn and 107 lb up at 9-114, and 121 lb down and 169 ro up at 124)-0 an top chord, and 106 Ib down and 100Ih up at 6-0.0.41 lb down at 9.0-12, and 41 G dawn at 9-114. and 106 lb down and 100lb up at 11-114 on bottom chard. The designlselertion of such connection device(s) is the responslbOdy of others. 7) In the LOAD CASE(S) section, loads applied to the face of Me truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced,: Lumber Increase=125, Plate Increase-125 Uniform Loads (pit) Vert 1J=.54, 34=54, 4-8=54,1.6=20 Concenbated lands (m) Vert 3=74(F) 4=74(F) 9=27(F) 10=106(F) 8=105(F) tr 55(F) 13=.55(F)14=27(F) PE 75 051 o s TE'0F d , l�Z* z 1 N1111�G\\\\\\ i 6 loss ln,lype Ryan Homes-1452ACI 1452-A L1 JUW jPJY COMMON 2 1 Job Reference (optional SOImIPJn InM. rL YIeR, rl. ME01 I scale = 1:16.9 4x4 = t-0.0 6-0-0 114-0 1 12-0-0 4 Plate Offsets MY)— r3:0.1-14.0b21, j3:0-0-0,132) LOADINGOZI) SPACING- 2-0-0 CSL DEFL- in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC OA1 Ven(LL) -0.03 1-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 SC OAS Vert(CT) -0.06 1-0 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 3 n1a n1a BCDL 10.0 Code FBC20171TPI2014 Matrb(S Weight 46lb FT = 10% LUMBER - TOP CHORD 2x4 SP NO2 BOT CHORD 2x4 SP NO2 WEBS 2r4 SP No.3 WEDGE Left 2x6 SP No2, Right 2x6 SP No2 REACTIONS. (lb/sire) 1=41SM4-0 (min. 0-"), 3=41910-" (mbL 0-1-8) Max Horz1=46(LC 8) Max Upf t!1 145(LC 8), 3=145(LC 9) FORCES. (lb) - Max CompJMax Ten. -An fours 250(m) orless exceptwhen shown. TOP CHORD 1-Y�SfiH96, 25=6561196 BOT CHORD 1r4=1331547, 3i---1331547 WEBS 24=0R74 BRACING TOP CHORD Struehlral mod sheathing directly applied or 6-0-0 oc purfins, BOT CHORD Rigid calling directly applied or 1041-0 co bracing. MTek recommentls that Stabilizers and required cross bra g be Installed during truss erection, in accordance with Stabifi� Installation guide. NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=l6omph (3-second gush Vasd=124mptr, TCDL=42psf, BCDL=5.OpsF h=15% Cat It; Exp C; EncL, GCpr0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psi bottom chord rive load nanconcunent with any other five loads 4) Provide mechanical conneclion (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 1 and 145 to upfdt atjoirlt 3. LOAD CASE(S) Standard \����\11MI I IB11I�j�i i' PE 6051 i �-Cs4- Ica � = v tt s reoI p �O s` _13'P�, GIOWZ I4- job rUSS I nos I YPe Y RYen woes -tit Ad 14 .A L20 MP 1 t .._-.-_._._ e.e-« .....�. Job RefehPrhea ' M. cote"'.'mamas, me coda en:u¢1Vmha f'a9e1 ID:EIPOUIwC WA016xS07VTFdz?5dGU01a2RZudTFOATBzWd2vmwaTUnjdfdfdPgSPA;rzI 80.0 1 tObO I )2-0-0 1-4-0 2.6-0 44W 24W 1h-0 Scale-1:192 414 = -,- - - - -- - -3- 4X7 = 4 3X6 11 . 11 B-0-0 10.30 11-0-0 12-0-0 1.0.0 23-0 4d-0 I 29.0 111.a Plate O6setS O(Y)- 12'0.0-12.D-1 121 f4'0.540.2-0i i5'0-0-12.0.1 121 F/'0.0-0 0-1 1ZI 17'0.1-0 1 1b7 110 0.0.0 0-1 12j I10'0.14 7 1-el LOADING( SPACING- 2-0.0 CSI. DEPL in (lot) Nell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 028 Vert(LL) 0.05 8-9 >999 240 Mf20 2441190 TCDL 7.0 Lumber DOL 125 SC 0.37 Vert(CT) -0.06 8.9 >999 190 BCLL 0.0 Rep Stress lnrr NO NB 0.06 Horz(CT) 0.00 7 rua We BCDL 10.0 Code FBC201711PI2014 MabbcS VMght 48 lb FT =10% LUMBER - TOP CHORD 2X4 SP No2 BOT CHORD 2x4 SP NO2 WEBS 2X4 SP N0.3 REACTIONS. (Ib/size) 10=41910-8-0 (mio. 01lA, 7=41910-" (min. (1.1.8) Max Homl0=3l(LC e) Max UP9M0=254(LC 8), 7=254(LC 9) MaX GWIO=421(LC 17), 7=421(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" os purins. BOT CHORD Rigid m-ang directly applied or 10-9-0 oc bracing. MiTek recanunends first Stabilizers and required cross bracm be Installed during truss erection, in accordance with Stabilizer Installation guide FORCES. Ob) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shoxm. TOP CHORD 1-2--315f?36, 2-3=380Bg4, 311=313I283, 4-11=-3191283, 45--38OW5, 56�315237 BOT CHORD 1-10=226f312, "O--231/312, 9.12=2221314, 8-12-22=14, 7-8=-=1312, 6.7=227/312 NOTES 1) Unbalanced roof live loads have been considered for this design. ' 2) Wmd: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf, h=151C Cat 11; Exp C; EncL, GC{d=O.1B; MWRS (errvdope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) This buss has been designed for a 10.0 psf bottom chord five load nonconwnentwith any other five loads. 5) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 2541b uplift atjoird 10 and 2541b uplift atjoint 7. 6) Hanger(s) or other connection device(s) shelf be provided sufficient to support concentrated load(s) 53 to doom and 149 It, up at.4-0-0, and 26 Ib doom and 57 Ib up at 6-0-12, and 53 @ down and 149 m up at e-M on top dtohd, and 16lbdoom and 44 Ib up at 44).0, and 91b down and 2lb up at 6.0-12, and 18Ib down and 441bup at 7-11.4 on bottom chord. The desigrdselection of such connection device(s) is the responsWdy of others. 7) in the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber lncrease=125, Plate Incmase =125 Uniform Loads (pit) Vert 13=-54, 34=.4, 44l=64, 14=20 Concentrated Loads (lb) Vert 3--23(B) 4--23(B) 9=2(B) 8=2(B)11=1(B)12=2(B) job Ifum In= lype Rym Hmnev-10.52Atl 1452-A A RACK 12 1 Job Referrwe I E'r-3g 1-0-0 i 7.&0 1-0-0 5-" Shale =120.3 Plate Offsets DCYI— 12:0-0.12.0.1-121 f5-0.1-81-2-01 IS•0-0-0 0.1-121 LOADING(psf) SPACING- 240.0 CSL DEFL in poe) Udefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.51 Vert(U) 0.07 45 >978 240 MT2D 244119D TCDL 7.0 Lumber DOL 125 BC 0.39 Vert(CT) -0.13 4S >589 180 BCLL 0.0 Rep Stress Ina YES WS 0.08 Horz(CT) -0.05 3 nla nla BCDL 10.0 Code FBC20171TPI2014 mnur-P Weight 24 to Fr=10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4SP Not WEBS 2x4 SP No.3 REACTION& (misize) 3=148mnedmkn 9.4=67MMhaniw, 5=3351(-." (mM. D-1-8) Max Ho=5=155(LC 8) Max UpUM=136(LC 8), 5=101(LC 8) Max Grav3=148(LC 1), 4--110(LC 3), 5=35(LC 1) FORCES. (b) - Max. CompJMax. Ten. -Ag forces 250 (M) w less exceptwhen shown. WEBS 25=2951272 BRACING - TOP CHORD Structural wood sheathing dnedty applied w6-0-0 oc pmfins BOT CHORD Rigid calling directly applied or 10-" oc bracing. MTek rernmmends Mat Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilh e tratallation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=424xf, BCDL=5.Dpsf, 1F15ttr CaL M. Exp C; End, GCp".1a; MWFRS (errvelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This trusshas been designed for a 10.0 psf bodom chord five load nommncunentwith any other We loads. 3) Refer to girder(s) for buss to truss connections. 4) Provide medranical connection (by others) of truss to bearing plate capable of withstanding 136lb upfdt atjoxd 3 and 101 lb uplift at joint 5, LOAD CASE(S) Standard V�CENS�.`���i PE 76051 ro W s ATr�F'� i oR OAd //// �sS/ONtI Job I cuss inusslype RyanHomes-1452Ad 1452A RA MONO TRUSS 3 1 Job Reference o " SmmKm Trvsc. rx ranee, ram, coast n 82 c nw:1{I 11n/r'IaC tl11g6Nw:YILa1/MIIeR 1n01®la mG rn.W all:Y1LlU Nle raw I ID:EaMhVC WAO1SPAi¢ytw Sale =1:195 Plate Offsets MY)- 11:0-1-20-2-121 H:0-2-8 0-2-121 W.G4)-0 0-2-121 -- - LOADING(psf) SPACING- 24)-0 CST. OEFL In (loe) Udell Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.55 Vert{LL) 0.10 34 >740 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 SC 0.43 Vert(CT) .0.15 34 >505 180 BCLL 0.0 Rep Stress Inc YES NB 0.00 Horz(CT) 0.05 2 Na nla BCDL 10.0 Code FBC20171TPI2014 Mabix-R Weight 21 m FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x6 SP No2 BOT CHORD REACTIONS. (tls¢e) 2=154I10echaniwd, 4=23010" (min. 0-1-8), 3=76IMeehanical Max Horz4=128(LC 8) Max Upfdt2=136(LC 8), 4=.W(LC 8) Max Grav2=154(LC 1), 4--230(LC 1). 3115(LC 3) FORCES. (lb) -Marc CompJMax. Ten. -Ag torus 250(lb) or less except when shown Structural wood sheathing O'rer* r app0ed Or 6-0-0 oe pudms, except and verticals. Rigid calling duefiy applied or 10-0-D oc bracing. Wek recommends that Stabilizers and required woes bracing be Installed during buss creation, in awsrdanco wit Stabg¢.er Installation 0ufde. NOTES- 1) Wind: ASCE 7-10; Vu1t=lSOmph (3 cond gust) Vasil-124mph; TCDL-4.2ps1; BCDL=S.Ops ; h=15ft CaL It Exp C; Fed., GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DDL=1.60 2) This truss has been designed for a 10.0 psf bottom fiord live load nonconcu rentwft 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 vAthstanding 138 lb uphill at joint 2 and 58 lb uplift st)oint 4. LOAD CASE(S) Standard ` ! PE 6051 /)\ �iOc•�c ORI� N �n im fuss Irms lype RyanH=w-1452Atl U52-A is JACK 10 1 ' Job Refemxe 'o .... . nwauanr enl¢�SNWW=17mnaxlnawbfin Inc Fd AA 611:0a:152018 Paget Ill-.EePOuhvCWAO16wSO7V(F&?SCK-WNSYGSA79YJory7wgD)u3NP1WdNTAMW-2LJ K 1ha 6-0-0 Smle- 1:175 Plate Offsets OLYH MD—O-I2A-1-127 f5:0.1-0 1-2-0I f5:0-0-0 0-1-121 LOADING(psr) SPACING- 2-0-0 CSI. OEFL in Qoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 026 VVt(LL) -0.02 4-5 >999 240 LTM 2441190 TCDL 7.0 Lumber DOL 125 SC 020 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.02 3 We n1a BCDL 10.0 Code FBC20171TP12014 Mabbo-P Weight 10 m FT =10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP'No2 WEBS 2x4 SP No.3 REACTIONS. Qbls¢e) 3=1091Mechar icaL 4--47/Medhanical, 5-�awD. -0 (min. 0.1-9) Max HomB=124(LC 8) Max UPMM--104(LC a), 5=435(LC 8) Max Grav3-109(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES, (Ib) -Max CompJMax. Ten. - All forces 260 (m) or less swept when shown. BRACING - TOP CHORD Structural wood sheathing dgedly applied a 6-" oc pudals BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. M7ek recommends that Stabilizers and requbed cross bracing be Insta0ed during truss enaction, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-seeond gust) Vasd=124mph; TCDL=42psF, BCDL=S.Opst h=1Sit; Cal. 1% Exp C; Encl.. GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=4.60 2) This truss has been designed for a 10.0 psf bottom chard five load nanconcurrent with any other five loads. 3) Referto ghder(s) for into buss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift atjohd 3 and 85 lb uplift aljoml S. LOAD CASE(S) Standard job truss IrUSS LYPe Ryan omee-1452Ad 1452-A J59 JWW IMY MONOTRUW 2 1 Job Reference Sr N Truss, FL Pi , FL, 34951 f 7 W a200s Nw302017 Print a200s Nw302017 ek lndumies bhc dJW 611d10:162018 Pa0e1 ID:FaPOI WAO16w9O7J FdYJ5ZglBW(tZ79Y "7w9D)1JIN'Q WXd TAALiZLz Scale =1:16A Plate Oftets (Y Y)- f2:0-0-12,0-1-121, f5:0-1-8,1-24%15:0-0-0.0-1-121 LOADING(pst) SPACING- 243-0 CM. DEFL in (lop) Udell Lld PLATES GRIP TCLL 20,0 Plate Grip DOL 126 TC 022 Vert(LL) 0.02 4-5 >999 240 NrM 2441190 TCDL 7.0 Lumber DOL 125 BC 0.17 Vert(CT) .0.03 4.5 a999 180 BCLL 0.0 Rep Stress Inv YES WB 0.05 Hoa(CT) -0.02 3 Na n1a BCDL 10.0 Code FBC2017frPI2014 Mab&-P Weight 18 m FT =10% LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2A SP NO2 WEBS 2x4 SP No.3 REACTIONS. (Itsize) 3=1DO/Mechanical, 4=42/Medhanlral, 5-272ms0 (m1n. 0.1-0) Max H=5-117(LC 8) Max UpUf 3--97(LC 9), 5=81(LC 6) Max Grav3=10O(LC 1), 4=75(LC 3), 5--272(LC 1) FORCES. (m)-Mre CompJMax. Ten. -AB forms 250(lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing dire* applied or S." oc purfins BOT CHORD Rigid ceiling directly applied or 10-0-0 or; bracing. MfTek recommends that Stabilizers and required cross bracing be installed during truss erection, in a=rdance with Stabilizer Installation nuide NOTES- 1) Wind: ASCE 7-10; Vu"- 60mph (3-second gust) Vasd=124mph; TCDL=42W, BCDL=S.Opsf, h-151k Cat 11; Exp C; End, GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DDL=1.60 2) This truss has been designed for a 10.0 pat bottom chord five load nonconcrnrerd with any other live loads 3) Referto girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift atjoint 3 and 81 lb upliftatjoblt S. LOAD CASE(S) Standard PE 6051 `\ a� GRID / r � NA S1�110G\\\\\\ 9 R Job In=; lype ry Ryan ones-1452A 1452-A is Fly JACK 3 1 Job Referenda o ' Trum,FLPeim, 34ga1 Rurt 02WB Nov 30 iM]F4iM 8200e Nav30 i111]/dekbMW�le; bic F. Jr061 L9R1 a 2Ma Paget ID:FaPGM WA016�uS07vTFdz75d(-0gIBg5YGs479YJ.My7w IJ3NOPWdUrAALieL{pM ih0 5$a a20 ' f t Scale-1:19.7 Plate Onsets MY�- 12:0.0.72.0.1-1ZI. M(3-15.'1-249 15:0.0-00.1-121 LOADING(psi) SPACING- 24)-0 CSL DEFL. in poc) gdee Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 020 VMt(LL) -0.01 45 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.15 Vert(CT) -0.02 45 >999 160 BCLL 0.0 Rep Stress Inc YES MIB 0.05 Hom(CT) -0.01 3 his n1a BCDL 10.0 Code FBG2017ITP12014 Mabb-P %Wght 19 m FT =10-A LUMBER - TOP CHORD 20 SP NO2 BOT CHORD 2x4 SP No2 WEBS 20 SP N0.3 REACTIONS. ([1/size) 3--s61Medraniw, 4=4OIMechanicdl. 6-267xi 8-0 (min. o.1.6) Max Hoa5=113(LC B) Max UpIM3=-93(LC 8), 5=BD(LC a) Max Grav3--96(LC 1), 4=71(LC 3), 5--267(LC 1) FORCES (fo)-Max Comp.IMM Tan. - Ali forces 250(lb) wlessexceptwhen shcw BRACING - TOP CHORD StiucWrul wood sheathing directly applied or 55-0 no purlim BOT CHORD Rigid calling directly applied or 10" oc bracing. MTek recommends that Stabilizers and required ones bracing be installed during truss erection, In eomrdance with StaN(ver Installation guide, NOTES- 1) Wind: ASCE 7-10; Vut1=16Dmph (3-semnd gum Vasd=124mph; TCDL=42pst. BCDL=5.0psf; h=15fk Cal It Exp C; End., GCpi=0.10; 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 nommndxmentwith any other tive loads 3) Referto girders) for truss to truss connections 4) Provide mechanic connection (by others) of truss to bearing plate capable of withstanding 93 It, uplift atjoint 3 and 80 m uplift atjoml S. LOAD CASE(S) Standard ENS���`i���i 7 PE 76051 i fl; s TtaFq;6 fuss ITUSSTYpe RYea mnu-1452Atl 14UA J5A MONOTRU69 1 1 Job RalerenrE loptionan SouVwn nuts. Fx Fora. FL. ae951 EEaePOUhh CWA01166wS07VTFdz75d(-0gI�WGsA78YJMY7wgDjl.f�DJOJWdHfAALir 4d-0 Scale= 1:15.6 P 4-" LOADING(psf) TCLL 20.0 SPACING- 2-0-0 Rate Grip DOL 125 CSL TC 024 DEFL. in Vert(LL) 0.02 (lot) Well Ltd 3-4 >999 240 PLATES GRIP MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.18 Vert(CT) -0.03 3-4 >999 180 BCLL 0.0 Rep Stress Ina YES VJB 0.00 Horz(CT) -0.02 2 We Na BCDL 10.0 Code FSC2017f P12014 Maas-R Weight 15 lb FT=1D% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied m 4-0.0 oo purans, except BOT CHORD 2tc4 SP No2 end verbcaL& WEBS 2x6 SP NO2 BOT CHORD Rigid calling directly applied or 1041-0 oc bracing. ' MTek rewmmends that Stabilizers and required cross bracing be insured during tuns erection, In armrdance with Stabilizer Installation gulde. REACTIONS. (Ihlslze) 2=1041Mectw1cW,4=15610-0-0 (min.0-1-8),3=51IMechanical Max HDR4=97(LC 8) Max UpriR2—KLC 8). 4=36(LC 8) Max Grav2=1 D4(LC 1), 4-158(LC 1), 3=78(LC 3) FORCES. (b)-Max CompJMax. Ten- -All forces 250(lb) a less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd--124mph; TCDL=42pst, BCDL=5.0ps1; h=15ft Cal. 1� Exp C; End, GCPI=0.18; MWFRS (envelope); Lumber DOL=1.80 plate grip DOL=1.60 2) This buss has been designed for a 10.0 psf bottom chord two load rmnmncunent vAth any other live loads 3) Refer to girder(s) for truss to truss mmection& 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94lb upfi0 at joint 2 and 36 lb uplift at joint 4. LOAD CASE(S) Standard JOD I nCs 1russ iype Y RYM H as-1452 A 1452-A A JACK 11 1 Job Referent o . T.., n rti O ., wacsewx nwsu mtr nc¢VauaRavaVmy wrex inmame; um."=611x. azmo Pupal D.'EaPOUhVCWA016wS07VTFdz?5cK-OgBg5YGsA79YJmgwgDjl LoNRAWATAAUeLz p 1-0-0 4-0-0 19 3-0-0 Scale -1:12.5 Plate Offsets (XYI- f2:0-0-12,0-1-121 [5:0-1-8,1-2-0] f5:0-0-00-1-12] LOADING(pst) SPACING- 2-0-0 CSL DEFT... In (hc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.07 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Inc YES MB 0.03 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight 13 to FT =10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (lwsae) 3=54MIschaniW, 4=V/Mechanical, 5-�22110-6-9 (min. 11.1-B) Max Hwz&-=M LC 8) Max Upf a--SB(LC 8). 6--66(LC 8) Max Gw3=54(LC 1). 4=40(LC 3), 5-220(LC 1) FORCES. (to) - Max. CompJMax Ten. -All faces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-0-0 oe pur8n . BOT CHORD Rigid rraTmg directly applied or 104-0 oc bracing. Mtrek recommends that Stabilizers and required cross bracing be Installed during fuss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vu"- 60mph (3-second gust) Vasd=124mph; TCDL=42pst; BCDL=5.0pst h=15% Cat 14 EV 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 We load nonconamerd with any other five loads 3) Refer to gader(s) for truss to truss Connections 4) Provide mechanical eonneclion @y others) of truss to bearing plate capable of wi0lstandmg 59 lb uplift at joint 3 and 661b uplift at joint 5. LOAD CASE(S) Standard PE 76051 -O 11 Al LIM- - i � �� Qy� job I fuss 1russ lype Fly yen nines-1a52A , 7962-A .R JACK 3 1 Job Reference (optional) sewhem Th�,Rnmm, R,aasst IO:EaPOUUhhvCWA0166WSO7v FWBcK-%dBpcuxess71xA1bOO OWAB 61�fOnAaKxN�Ce6iq pty Scale-1:11.5 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0:0 BCDL 10.0 I SPACING, 2-0-0 I CSL Plate Grip DOL 125 TC 0.08 LumberDOL 125 SC 0.06 Rep Stress Ina YES WB 0.03 Code FBC2017rrP12014 Matrix-P DEFL in (Ioc) Udell Ud Vert(LL) 0.00 5 >999 240 Vert(CT) 0.00 5 >999 180 Harz(CT) .0.00 3 Na nla PLATES GRIP MT20 2441190 Waight 12lb FT =10% LUMBER- BRACING - TOP CHORD 2z4 SP No-2 TOP CHORD Stn ducal wood sheathing d rp no, applied a 3S0 0o purrms. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 1D-" cc bracing. WEBS 2x4 SP No.3 MTek recommends that StabB¢ers and required uoss bmcng be Installed during truss erection, In accordance with Stabilizer Installation mfide. REACTIONS (Iblsize) 3=38IMechanical,4=81MecimiW,S--2081&" (min.0.1-8) Max Hoa5=72(LC 8) Max UpM3=48(LC 8). 5=-62(LC 8) Max Gmv3-38(LC 1), 4--28(LC 3). 5 208(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu11=160mph (3-semnd gusp Vasd=124mph; TCDL=42pst; BCDL=S.Opst, h=15fk Cat II; Fxp C; End., GCpi--0.18; MWFRS (envelope); Lumber DOL=1.80 plate grip DOL=1.60 2) This taus has been designed for a 10.0 psf bottom chord five load nonconcunerdmft any other Bve loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of wi0standing 48 lb upfM at joint 3 and 62 lb uplift at Joint B. LOAD CASE(S) Standard fr PE 6051 � s� 13 �Dr ORIGP.�y� n / \ SSfONA 11�NG\\\\\1 L Job nlss Inns lype Y Yen o-1452A 1452-A I J3A MONO TRUSS 1 1 Joh Reference ai I . �n F, ram. X "W6 rW302017 PInIC6310xNW'W 2017 Nntl[I InG" m a 11AO:17=u Page ID:FaPOUIwCVVA016wSO7vTFdz?StlFXtlBp=ees7hW1 R9VVBW S4AA1KsNk86uz-M 2dO Scale c 1:11.6 LOADING(psf) SPACING- 24)-0 CSL DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.06 Vert(LL) -0.00 34 >999 240 Mf20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.05 I Vert(CT) -0.00 34 >999 180 BCLL 0.0 Rep Stress Ina YES Vila 0.00 HOrt(CT) -0.00 2 nla We BCDL 10.0 Code FBC20171 P12014 Matra-R Weight 9 m FT=10% LUBBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x6 SP No2 BOT CHORD REACTIONS. (b/slua) 2-5511VIedranical, 4=82/11.5-0 (rrn. 0-1-8), 3--27mnerhardral Max Hom4=45(LC 8) Max Uprr t2-S2(LC 8), 4=14(1.0 8), 3=3(LC B) Max crave=55(LC 1).4=82(LC 1).3=41(LC 3) FORCES. (m)-Max CompJMax Ten. -Al forces 250(lb) or less except when shcwn. Structural wood sheathing directly applied or2-6-0 oc purfms, elccept end verticals Rigid calling directly applied or 104)-0 oc bracing. UTek recommends that StabOaers and required cross bracing be Installed during truss erection, in accordance with Stabgoer Installation culde. NOTES- 1) Wind: ASCE 7.10; Vu1r160mph (Ssecond gust) Vasd=124mph; TCDL=4.W, BCDL=5.Opst h=15fl; CaL 11; Exp C; End., GCO=0.18; MWFRS (emelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pat bottom chord live load nonconolnentwith any other live loads. 3) Refer to girder(s) for truss to buss connections 4) Provide mechanical connection (by others) of buss to bearing plate capable of Withstanding 521b uplift at joint 2, 141b uplift at joint 4 and 3 Ib uplift atjdrd 3. LOAD CASE(S) Standard PE 76051 ` Job cuss inam lype RYA es-u Acl 145E-4 .2 JUW IM JACK 12 7 Job Re4erenm Cofficrian Semtem Tniu. FL Piet, FL., M851 1gi 2-0-0 Scale -1dL5 Plate Offsets MY)- f2'0-0-12,0-1-121, (20-1-11,1-2-81, (5:0-0-0,0-1-121 LOADING(psl) SPACING- 2.0.0 CSL DEFL. in (loc) lide8 Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 125 TC 0.07 Vert(U.) 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 Inc YES VJB 0.02 Harz(CT) -0.00 3 nFa We BCDL 10.0 Code FBC2017RPI2014 Matrix-P Weight 7 to FT =10% LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 20 SP Not WEBS 20 SP No.3 REACTIONS. ablisan) 3=-M/Mechamcal, 4= 431Mechanital, 5-223M.8-0 (min. 0-1-8) Max HOrz5=43(LC 8) Max UPUMC 34(LC 1). 4=43(LC 1), 6=66(LC 8) Max Gmv4=5(LC 8). 6=723(LC 1) FORCES, (m) - Max CompJMax. Ten. -M forces 250 Qb) or less except when she m BRACINl3- TOP CHORD Strudrual wood sheathing directly applied or 24)-0oc Puri'ins. SOT CHORD Rigid calling directly applied or 10.0-0 oc bracing. Mi rek recommends that StabO¢ars and required cross bracing be installed doing tmss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vu1H6omph (3-second gust) Vas11=124mph; TCDL=4.2pst SCDL=5.0psh h--15tt; CaL It Exp C; End, GCpK0.16; MVJFRS (emelope); Lumber DOL=1.80 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord We load nommnarrent with any other We brads. 3) Referto ghder(s) for truss to buss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3.4 lb uplift at joint 3.43 to uplift aljoird 4 and 66 lb uplift atjolm S. LOAD CASE(S) Standard PE 051 n �� tS s 0 ones fuss ype Kymi Homes-1452 14MA J1 JACK 3 1 Job Reference (optional) SmIIM1an TN9,F mert F.M951 MaX 9200 B Nw 302017 Pant e2005Nw 30An7 MI anbus01C5. M M JW C 11=1 I=15 Pagel ID:EaPOUKYGWAO16wSO7vTFdz?ScK-XdBpmCeGs?IxA1b0OORgWBX BeM1KWkBGtm-M 1L0 1-6-0 Scale -1:7.4 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in Poe) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.06 Ved(LL) O.OD 1 Nr 120 MT20 24411 all TCDL 7.0 LumberDOL 125 BC 0.02 Vert(CT) -0.00 1 rdr 120 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOrz.(CT) 0.00 nFa We BCDL 10.0 Code FBC2017IrPI2014 Matrix-P Weight 5 fo FT=1D-A LuNBER- TOP CHORD 2x4 SP N0.2 HOT CHORD 2x4 SP No2 REACTIONS (rWalze) 2=9SIMedwllcei, 3=14a" (min. 04A Max Horz2=124(LC 1), 3=124(LC 1) Max Uprm2--54(LC 8) Max Gmv2-SS(LC 1), 3=29(LC S) FORCES. Pb) - Max Comp.IMalc Ten. -All forces 250 (11b) or less except when shown. BRACING - TOP CHORD Structural wood sheathing direCOy applied or 1." oc pArts. HOT CHORD Rigid ceiling directly applied a 6-0-0 oc tracing. MiTek recommends itst Stabilizers and required cross braang be installed during truss erection, in accordance with StabrT¢es Installation guide. NOTES- 1) Wnd: ASCE 7-10; VuR160mph (3-second gust) Vasr1=124mph; TCDL=4.2ps .. BCDL=S.Opst h-1511; Cal. It Exp C; Encl.. GCpl-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL--1.60 2) This truss has been designed for a 10.0 psi bottom chord We lead nonocnanentw8h any other We loads 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection Pry others) of truss to bearing plate capable of withstanding 541b uplift at joint 2. 5) Non Standard bearing condition. Review required. LOAD CASE(S) Standard t f PE6051 � /l//�S9 /0NA Job NSs rasa Type y Ryan Homes-1452Atl 1452-A V8 VALLEY 1 t Job Refen?nix o ' SmM=Try, R Rana, FL, 349S1 2x4 i tx4 II 414 = 2x4 So1le = 1:142 LOADING(pst) SPACING- 24)-0 CSL DEFL in (loc) Well L,d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 028 Vert(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.18 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress Inc YES WB 0.03 Hmz(CT) 0.00 3 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrbt-P Weight 24lb F7=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oe purtins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling direly applied or IB-0-0 od bracing. OTHERS 2x4 SP No.3 M7ek recommends that Stabilizers and required cuss bracthg be ' installed during truss erection, in accordance with Stabiliser REACTIONS ) 1=Here-O-o (cola 3--1181e-0.0 (min. o-t-6). 4=24960-0 , (min. o-t-6) guide. Max HInstallation Max Hors 1=25(LC 8) Max Upt01=-SB(LC 8). 3=-62(LC 9), 4=-52(LC 6) FORCES. (th) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) VNAnd: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Dpst h=15ft CaL II; Exp C; End., GCpi=0.18; MV4FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requves continuous bottom chord bearing. 4) This buss has been designed for a 10.0 psf bottom chord live load noncencuentwth arty other We loads 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1, 621b uplift at joint 3 and 52 Ib uprift atjoint 4. LOAD CASE(S) Standard PE 6051 i1 I OR10 K// joa n, 1russlype Ryan Homes-1452Ad 1452-A V4 VALLEY 1 7 JotReferenoc(or4onan ,,,•"••�•�,L•r�•.,•,,_, ID:EsP�OUWhuCTNA01 w50 Jf ?SdCwm�i nvrn memnas, use Fn.m fill. 2amla Pepsi 2.0-0 4y �nOwdmA3Yy8lM3B5e XmmdUgRDZ ptv 1 2-0-0 1 2-0.0 SAD 12 2x4 G 3x4 = 2x4 a Scale -1.73 Plate Offsets MYI— 12:0-2.0.Ed0el LOADING(pal) SPACING- 2-0-0 CSL DEFL in poc) Ildell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.04 Vert(LL) nia - his 999 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.13 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress Inv YES NB 0.00 Horz(CT) 0.00 3 Na Na BCDL- 10.0 Code FBC20171rP12014 Matrb(-P Weight 10 to FT=10% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. 01als¢e) 1=9414-D-0 (min. 0-1-4 3--94A4)-O (rnh 0-1-8) Max Horz1=10(LC 9) Mac UpI ftt=-33(LC 8), 3=33(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shoum. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purOns BOT CHORD Rigid calling direcily applied or 1 D-0-0 ec bracing. NDTek recommends that Stabilizers and required cross bracing be Installed . during truss erection, In accordance with Stabilizer Insta0ation guide, NOTES- 1) Unbalanced roof rive Iceds have been considered for this design. 2)MWFReE 7.iD; ;u"- 80 ph (3,s8c0 polate gdp aasd=1.00 ph' TCDL�2F,psBCDL=S.Opst. h=15$ Cat II; Exp C; End., GCpF0.18; 3) Gable requires continuous bottom chord bearing. 4) This buss has been designed for a 10.0 psi bottom chord live load nonconamerdwith any other five loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at Joint 1 and 331b uplift atjoiM 3. LOAD CASES) Standard _ J fPE 76051 S TECF - i �j °�`�_ORIU � e�� Job cuss Iruss lype Ryai m m-14MAd 1452-A YVe jUty 1MY VALLEY ] 1 Job Reten:nco (optionall SWOImII 1r .K r-mg. Fl, MMI 2x1 G 1.Sx4 II Sde=1:14.6 LOADING(pstI SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 0.73 Vert(U) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) r9a - Na 999 BOLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 rda nla BCDL 10.0 Cade FBC2017f P12014 Mabbo-P Weight 20 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD GOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SOT CHORD REACTIONS. (mislze) 1=190164)-0 (cola 0-1-8), 3=19016-0-0 (mirL 0-1-8) Max Horz1=105(LC 8) Max UprrfM=57(LC 8), 3=101(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -AO forces 250 (b) or less a mW when shown. Structural wood sheathing directly applied or 6-0-0 oc pudms, except end ver0cals. Rigid calling daedly applied or 16-0-0 oc bracing. hUrek recommends that Stabilizes mid required cross bracing be Installed during truss erection, in accordance with Stabilizer Insta0ation guide. NOTES 1)1Mnd: ASCE 7-10; Vu1H60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat II; Fxp C; End., GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom lord bearing. 3) This truss has been designed for a 10.0 pst bottom lord We load noncmncurenlwNr any other five loads 4) Provide mechanical connection (by others) of truss to bearing plate capable of wilhstandmg 57 lb uplift atjond 1 and 101 to uplift at joint 3. LOAD CASES) Standard 76051 n i a 1A S A.7-0 1 13-I? S/ONA 11\G\\\\\\ �io� J00fans fuss Ypa Ryan Hamm-1452Atl 1452A Nv4 vM I N z 1 .loh Reference o 'Dual m:FIPOUIICWA016wSO7vTFdlSd(-UOIa?RZudTFOATBzV*RvnivraU—OnmSF4XN;5FAi¢_ Nv scale-1:1O9 2 3 2x4 % U 00 If I LOADING(psf) SPACING- 2-0-0 CM. DEFL in Qoc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 025 Vert(U) n1a - rda 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.19 Vert(CT) n/a - n1a 999 BCLL 0.0 Rep Straw Ina YES WB 0.00 Hmz(CT) 0.00 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrixo-P Weight 13 lb FT=10% LUMBER - TOP CHORD 2z4 SP No.3 SOT CHORD 2M SP Nmll WEBS 2x4 SP Nc.3 REACTI0NS. OVS&e) 1=11614-0-0 (min. 0-1-8), 3--11SM-0-9 (min.O-1-8) Max Hoa1=64(LC 6) Max Up9m=35(LC 8). 3=-MC 8) FORCES. (m) - Mac CompJMac Ten -A0 forces 250 (lb) or less except when shown. BRACING - TOP CHORD Strucbmal wood sheathing directly applied or4-0-0 ce pucins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 od bracing. Mi fek recommends that Stabfl ets and required cross b2cirhg be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vu1t=lSOmph (3-semnd gust) Vasd=124mph; TCDL=42psf, BCDL�5.OpsF;'h=15% CaL H; Exp O, End., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This buss has been designed for a 10.0 pat bottom chord five load nonmnamentwth any other five loads 4) Provide mechhanicril connection (by others) of lass to bearing plate capable otwitpstanding 351b upTitt atjolm 1 and 62Ib up00 stjoird 3. LOAD CASE(S) Standard PE 76051 o \ S TE OF ?o�� 13-Pa�,c / !1111111 %NlI�\ G?\\\\ . t N55 IMV2nu Nss Type Y Ryan Homes-1452Ad 1452-A VALLEY 2 1 Job Reference 'o Souaxm TNR, K PiMMa, FL, 34651 20 6 R 63 6 N6V 36Sn]HIIIC tl3{[I6 NpV 366n/NI6F 610YSOIPS, NC Fn JW 6119P.192m6 Pagel ID:EaPOUNIC WAO16WSO7vTFd2?SdC-UDIa2RZudTFOATBzV*RvmwaXMno?F4XdPg5FAr¢_pw Sccie=1x.e LOADING(psry I SPACING- 2-0-0 CSL DEFL- in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.04 Vert(LL) rda - We 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.03 I Vert(CT) We - We 999 I BCLL 0.0 Rep Stress Ina YES VJB 0.00 Hoa(CT) .0.00 2 nfa n/a lilll BCDL 10.0 Code FBC2017rrPl2D14 Matrix-P Weight 5 b Fr =10% LUMBER- BRACING - TOP CHORD 2x4 SP No-3 TOP CHORD Structural wood sheathing directly applied or2.0.0 oc pudlns. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabili Installation ouide REACTIONS, (Ib/sae) 1=47/24i-0 (min. 0-1-8).2-3412ag (rrn. 0-"), 3=132-0-0 (nun. 0-1-8) Max Hom 1=26(LC 8) Max Upldtl=14(LC 8), 2-31(LC 8) Max Grav1=47(LC 1), 2-34(LC 1), 3--25(LC 3) FORCES- (b) - Mix. CompJMm Ten. - AO fmm 250 pb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VWt=160mph (35 nd gust) Vasd=124mph; TCDL=42p$; BCDL=5.Opst tF15it CaL Ik Exp C; EneL, GCpF-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord We load nonconcurrent with any other five loads. 4) Bearing atjoint(s) 2 considers parallel to grab value using ANSUfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Prcmde mec anlal connection (by others) of truss to bearing Plate capable of withstanding 14 b uplift atjoint 1 and 31 b uplift atjosd 2. LOAD CASE(S) Standard M. 384 PE 6051 I l o S 13-I 'T/ONA) IS'oz uh ` Job lnl55 ran Type Rymh Homes-t452Atl 1452-A CJ] JP.CIC 1 7 Job Reference o ou n Truss, m Pierre, FL, Me51 Ftama2Ues Nrw3a 20t]Prirm 8200sNw 3D 2017 bL7eklMuShieswK r„Ji9611:00:162m8 Paget ID:EePDUIwCWA016w507vTFtlz7till(-3RtlROPWOLYtRJDSOgHC8lyvraryQhlBjssbzSzytz 14-4 11$141 6.4-7 105-12 10.b12 1�-3 0511 46.9 415 1 Plate Offsets MYf— MO-0-8,04-121ft0.1-7,1-7-141 I6:0-0-0 0.1-121 LOADING (Pat) SPACING- 2-0-0 CSL DEFL. in OW) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.45 Vart(LL) -0.04 6-7 >999 240 IM0 2441190 TCDL 7.0 Lumber DDL 125 BC 0.43 Vert(C-I) -0.08 6.7 >999 180 BCLL 0.0 Rep Stress Inv NO WB 0.16 Horz(CT) -0.03 4 nla Na BCDL 10.0 Code F8C2017rrPI2014 MatmS Weight 41lo FT=10% LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Struchaal wood sheathing directly applied or 64)-0 oc purtlns. BOT CHORD Rigid calling directly applied a 10-" co bracing. MTek recommends that StabU¢ers and required cross bracing be Installed during thus erection, In accordance witlh Stabler Installation guide. REACTIONS. Obisae) 4--111I Medhardcal, 5=2341Meahammw, 8=4avD-11-5 (mat. a1-B) Max Horz8=153(LC 4) Max UpGR4=94(LC 4), 5=104(LC 4), B=186(LC 4) FORCES. Ob) - Max. CompJMax. Ten. -AO forces 250 (to) or less except when shown. TOP CHORD 1-27-391n 15, 2-9= 4131159, 3-9=394N69 BOT CHORD 1-8=108ra83, 8-11=249P393, 7-11=249rS83, 7-12-249MB3, 6-12-2491383 WEBS 2-e--30Wl90, 3-0=431281 NOTES 1) Wnd: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opst h=15ftCaL lt, Exp C; End., GCpk4.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pal bottom chord five load nonconwrremwith any other five loads 3) Refer to girder(s) for truss to fuss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of whthstandng 94lb uplift atjoint 4.104 to uplift at joint 5 and 186 to uplift at joint e, 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 to up at 5-0-7, 23lb dawn and 38 Ib up at. 50.7, an&51 to down and 93 to up at 7-106. and 51 to down and 93lb up at 7-10.6 on top chord, and 4 to up at 5-0-7.4 m up at 5-0.7, and 21 to down at 7-1M, and 21 Ib down at 7-10-6 on bottom chord. The desigNselection 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 bark (3). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=125, Plate Increase e125 Uniform Loads (p0) Vert 1-4=54, 15=20 Concentrated Loads (ib) Vert 10--39(F=19, 6=19) 11=7(F=4, B=4)12e-24(F=12, 6=12) �0 i�`N-4C- /(N1 i PE 6051 W w Ue job IrUSS rise ypC yss M="-1452A 1452-A CRA MONOTRUSS 1 1 Job Reference o SmrtMmTN6.It Yw�m, Fl.:wlnl rtv[s[wsnwauanirt6070f ?5cK-3RdRQRlDLYL,\JDSo- o»w:LBjw7C�eRf ID:FaPOUNd,'WA0161vSO7JIF-0-13 3REROPWOLYtR.I050gilCelyyRegj2gLB;______'_ 4-11-8 I 14-1-5 ' 411A 415 Scats =1:199 H-0l2 4-it-0 I e-11-3 9-0-13 12 4-ID-12 3-11-12 0. -00_ Plate Offsets g n= 11:Fdge,0-"1 LOADING(psQ SPACING- 24)-0 CSL DPFL in (Ioc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 027 Vert(LL) 0.03 6-7 >999 240 NI720 244M90 TCDL 7.0 Lumber DOL 125 BC 0.38 Vert(CT) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WE 022 Horz(CT) 0.01 5 n/a rda BCDL 10.0 Code FBC2017/IPM014 Matrb s Weight 40 to FT =10% LUMBER - TOP CHORD 2x4 SP No2 DOT CHORD 2x4 SP No2 WEBS 20 SP No.3 SLIDER Left 2x4 SP No.3 2-0-10 REACTIONS. (@!size) 1=359I036 (mia 0-1-0), 4--1051Medmica4 5--28t11Merhanical Max Hoar--153(LC 17) Max Uprrft1=144(LC 4), 4=91(LC 4), 5=139(LC 4) FORCES. (91) -Max CompJMax. Ten. -AO forces 250 (Ib) a less exceptwhm shown. TOP CHORD 1-2--605233, 2.8=5531239, 3S531/245 BOTCHORD 1-10--324/531, 7-10=-324f531, 7-11=-324/631, 6.11=-324/531 1NEBS 3.7=0/261, 3-6=5981365 BRACING- TOPCHORD Struchual wood sheathing directly applied on 6-0-0 tie pudins. BOT CHORD Rigid ceMng directly applied a 10-0-0 oc bracing. MTek recommends that Stahlfrzers and required cross bracing be Installed during truss erection, in accordance with Stabirw Installation guide, NOTES- 1) Wind: ASCE 7-10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=42psQ BCDL=5.Opst, h=151t; CaL 11; Exp C, Ems., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This lives has been designed for a 10.0 psf bottom chord live load nonconaurentwith any other five loads. 3) Referto girder(s) for truss to buss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 In uplift atjoint 1, 91 to uplift atjoim 4 and 139 ro upfiR at joint 5. 5) Hanger(s) or other connecian device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 3-7-8. 31 Ib down and 47 to up at 3.7-8, and 51 lb down and 93 to up at 6-5-7, and 56 to down and 97 lb up at 6S7 on top chord, and 4lb up at 3-7-8 , 6 to down and 13 th up at 3-7-8, and 21 m down at 6-5-7, and 24 lb down and 21 th up at B-5-7 on bottom enact The desgnlselec ion of such connection device(s) Is the responsib9ity of others 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase-125, Plate Increase=1.25 Uniform Loads (plQ Vert 1.4=54,1-5=20 Concentrated Loads (lb) Vert 9=47(F=19, 8=28)10=2(F=4, B-A B=23) PE 6051 it s 44 job fuss Iruss lype ones-14a2Aci 14M A cis JACK 4 1 Job Reference (notions]) 5Cn01Cm 1 ns9. t YIBRR. r" 30 l 2X8 II 14A I 1-ass I 5-6-6 i BJ-4 e-4-5 1+4 06-11 386 Tau 1 Saae= 1:1e7 Plate Offsets (X.Y)— IZO-0-8.0-1-12], f747-10,1 8-61, 17:0-0-0,0-1-121 LOADINGUnd) SPACING- 2.0-0 CSL DEFL in (loc) Ildell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.38 Vert(U) -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 Hom(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017/1PI2014 M3bbl-P Weight 301b FT =10-A LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP NO2 WEBS 2x4 SP No.3 REACTIONS (Ws¢e) 4=&Wechaniatl, 5=108/Madwdral, 7=254/0-11 5 (min. 0.1-8) Max Hom7=123(LC 4) Max Uprdt4--59(LC 4), 5=57(LC 4), 7=166(LC 20) Max Grav4--95(LC M. 5=108(LC 11, 7--254(LC 1) FORCES. (lb) -Max CompJMax. Tan. -Ali forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing dne* applied or 6.0-0 oc pudns. BOT CHORD Rigid calling directly applied or 10-0-0 0o bracing. MiTek recommends that Slabiraers and required am braang be installed during truss erector, in accordance with Stabilizer Insia0atim puide, NOTES- 1) Wmd: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psF, BCDL=5.0psF, "511; Cat II; Exp C; F1Ki, GCpk0.16; MWFRS (emrelope); Lumber DOLC.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom arced Me load noncencunerd with any other five loads 3) Referto girder(s) for truss to buss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb upfdt at jond4, 571b uplift atjolyd 5 and 166 to uplift atjoird 7. 5) Hanger(s) or other connection device(s) shag be provided suffiaentto support concentrated load(s) 30 to dawn and 110lb up at 2.11-0, 30 Ib down and 110 m up at 2-11-0, and 281b down and 52 61 up at 56-15, and 26 Nb down and 52 lbup at 5-8-15 on top chord, and 71 @ up at 2-11-0, 71 I up at 2-11-0, and 5lb dawn and 2Ib up at 5.8.15, and 51b dcvm and 2lbup at 56.16 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 (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balance: Lumber Maease--125. Plate Increase 125 Uniform Loads (pit) Veit 14=54,1.5--20 Concentrated Loads (lb) Vert 8=72(F-38, B=36) 1 0=94(F=47, B=47)11=3(F--Z B=2) l± PE76051� i, .o ORI .. D �!!i\� russ nrss lype RyanH n-14KAU lim 1452-A CJ4 JACK jQty jP1Y 2 1 Job Reference SoWhem Truss, R Pam, FL. U951 Scale-1:129 Plate Offsets MY)- 12:0-0-8.0-1-121, f50.1-101561 15:04-0.0.1.121 LOADINGgsry SPACING- 24)-0 CSL DEFL- m (hoc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.37 VMW.L) 0.02 45 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.32 Vert(CT) 0.03 45 >999 180 BCLL 0.0 Rep Stress Inc NO WB 0.06 Haz(Cl) -0.02 3 We Na BCDL 10.0 Code FBC20171TP12014 Maw-P Weight 17m FT=106/6 LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. Wsae) 3=631Mecharu , 4—Machanimal, 5=16710=115 (min. 0-1-8) Max Horz5=81(LC 4) Max UpHF3=-62(LC 20), 4=22(LC 17), 5=150(LC 20) Max Grdv3=53(LC 1), 4=29(LC 3), 5=187(LC 1) FORCES. (I))-Max.CompJMmLTen.-Allfor 250(m)orlmss oeptwhenshm BRACING- TOPCHORD Structure] wood sheathing directly applied cr 555 oe pur8ns. SOT CHORD Rigid calling directly applied or 111" oc bracing. MTek reeonunends that Stabilizers and required cross brechhg be installed during truss erection, in accordance with Stabilizer Insta0ation oulde. NOTES 1) Wind: ASCE 7-10; VuMeOmph (3-seeond gust) Vasd=124mph; TCDL=4.4A BCDL=S.Opst h=15ftCaL 11; Fxp C; End., GCpi--,0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This toss has been designed for a 10.0 psf bottom chord rive load noncanomentwith 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 cepabie of withstanding 82 lb uplit at joint 3, 22lb uplift at joint 4 and 150 gh uplift at joint 5. 5) Hanger(s) or other connection devices) shag be provided shdfident to support concentrated bad(s) 30 lb doom and 110 lb up at 2-11-0, and 30 Ib down and 110 @ up at 2-11-0on tap chord, and 71 Po up at 2-11-0, and 71 Ib up at 2-11-0 an bottom chord The designiselection 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 a Roof Live (balance* Lumber lnaease=1M, Plate Increase-125 Un'donn Loads (pit) Vert 1-3=-54,1-4 -M Concentrated Loads (lb) Vert 6=72(F=36, B-36) 7=94(F--47, B=47) V i v�CENS�`.`���i f ; PE 7�60051 /1 (L, 5 2,3-tf'IF � h � O � � ORID iT�� ny�