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TRUSS PAPERWORK
FSOUTHERN TRUSS COMPANIES, INC. S OUTHT �� 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 �� � RANDY GH WA / FORT PIERCE, R U Fax: .'LE (800) 232-0509 / (772) 464.4160 / (772) 318-0016 i C O M PAN E S Project Name and Address: OaklandLake ake Occupancy:' X Single -Family Lot 14� Block: County: Saint Lucie Multi -Family Companies, Inc. C�9/1/IU�O Truss Company: Southern Truss Commercial Truss Engineering Program: Mitek Engineering S' BI t Plates By: Mitek Plates 4ur' SCANNED Contractor / Builder: Ryan Homes By Model: 1833 Elevation: B Options: Lanai STATEMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance with Florida Building Code FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by the following provision: ROOF FLOOR Top chord live load: 20 P.S.F. Top chord live load: --- P.S.F. Design criteria: ASCE 7-10: 160 MPH Top chord dead load:_7_P.S.F. Top chord dead load: --- P.S.F. Engineer: Brian M. Bleakly Bottom chord live load: * P.S.F. 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: -- Mean height: 15' Exposure:_ *10.0 P.S.F. bottom chord live load nonconcum t with my otber live loads. This is an index sheet submitted in accordance with the Department of Professional Engineering. Tallahassee, FL. Engineering sheets are photocopies of the original design and approved by me. No. Truss ID. No. Truss ID. No. I Truss ID. No. I Truss ID. No. Truss ID. No. Truss ID. 1 Al 21 C3G 41 61 81 96 2 A10 22 06 42 62 82 97 3 A11G 23 CJ8 43 63 83 98 4 A2 24 DIE 44 64 84 99 5 A3 25 D2 45 65 85 100 6 A3A 26 J2 46 66 86 101 7 A4 27 J4 47 1 67 1 87 102 8 A4A 28 J6 48 68 88 103 9 A5 29 1 J8 49 69 89 104 10 A5A 30 1 V12 50 70 90 105 11 A6 31 V16 51 71 91 106 12 A6A 32 V19 52 72 92 107 13 A7 33 V3 53 73 93 108 14 A7A 34 V4 54 1 74 1 94 109 15 A8 35 V5 55 75 95 110 16 A9G 36 V7 56 76 17 BIG 37 V8 57 77 18 132E 38 1 v9 58 78 x, 19 Cl 39 1 59 79 20 C2 40 60 80 _ 1 As witness by my seal, I bearby certify that the above information is true and correct to the best of my knowledge and belief. Name: Brian M. Bleakly Lic. #76051 + ' Q— -.A TYPICAL DETAIL @ CORNER_ - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFactor=1.00) nds toe nails only have 0.53 of lateral Resistance Value. 1z t� CORNER JACK GIRDER 0 a0A sOA ALLOWABLE REACTION PER JOINT UP TO 2551 - 2-16d NAILS REQ'D. BB UP TO 3941 = 3-16d NAILS REQ'D. use 2-16d toe nail TC & BC. Typical jack 45' attachment TYPICN_ CORNER IAYOUr toe nail & Y-16d Typical Hip —jock' . attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnoils -——-- J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC ——-—-—— 2-16d nails -—-—— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC ————-—— 2-16dnails -—-—— HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails -——— BMUM GRADE OF LUN T.C. 2z4 577 f ELa. 2s4 M? 2 WEBS 2u4 SYP Nei LOADING (PsF ae sNCR: L D Fffiat7 70P 20 B0Tlow 00 1a . �Acwa 24' o.G SOUTHERN Fort Pierce Dggivisio TRUSS 2590Fort n 'N. Ki,gFLHi hwa , COMPANIES (600)232-0509 (772)464-4160 Irtq�//...,eennm Fax:(772)318-0016 Brian M. Bleakly Struct Eng #78051 2590 N. Kings Highway, Ft Pieree, FL 34951 772-464-4160 TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.5$ per Nail (DA I—Foctor--1.25) nds toe nails only have 0.83 of lateral Resistance Value_ 12 'OVER I -o '-o 'o '-o �A 1-0 �t n Ir—Qu- 11 II 0 II 11 —D i \\ HIP GIRDER CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT UP TO 2651 = 2-16d NAILS REO'D. UP To 394$ = 3-16d NAILS RED-D. use 2-16 toe nail C Tc & BC. Typical jack 45' attachment X3� � J A I j - K5 (V GIRDER) % use 3-16c TYPICAL CORNER LAYOUT toe nail O & 2-16d Typical Hip —lack' attachment CHORD HANGERS FASTEN ER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — 2-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — — J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — —— -— 2-16dnails —- ——— TC — — — — — — — 3-16d nails — — — — — BC ————--— 2-16dnails —- ——— HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — ' SOUTHERN MNIMUM GRADE DF LUMBER LOADING (PS F) FUL INCIU ass T.C. 2:4 5YP 12 L D FEC2D17 B.C. - 2a4 SYP 2 TOP. 20 WEBS 2%4 M? Na.3 BaTIOW 00 10 SPACM 24' D.C. Fort Pierce Division ggivision TRUSS 2590 N. I(i,gFLHi hwa1, FortCOMPANIES (800)232-0509 (772)464-4160 rrtg//...+teed �n Fox:(772)318-0016 Brion M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 hangers Face Mount Hanger Charts iTek` _ ...... `Jmst9m ' ....:. ' Skrlt Na' JL24 I .,: "}teG N0. W24 :.. Sod 6 20 D"n�i+eos<oia On) -Fislerersidr�le'!. .. DFIR . ABowahle Leads abs.) . I .Ael... 5, I)5, F2 Headr:. Jest: ,.. 1.9116 .. 3 - 0' 1.12I .'p 1fin61 .. : Ma 4 { ;: *atl 10d 1 _ .'. r Xx0 2 I 10dx1-12 Floor Red IN% pD 115% 125% 16D8' 540 i SBO { 320 - 4 1 16d 1 2 1 1Dd x 1-12 560 640 1 695 1 37D JL24�R - 18 1-N6 3-18 1-12I - _ 4 tOd HD6 2 10d:1-12 HDG1 465I 535 5B0I 2&I 31, RI, F32 4 16tl HDG 2 I10tlx1-12 NOG .550 1615 i 615 i 2s0 2x4 T=4 LIIS24 18 1.9fi6 3-18 1-3141 1 - 4 10d 2 1 10d { 675 1 775I 8M51 510 SUH24 U24 ' 16 1.9/I6 3-1/4 I 2 I1.3h6 I - 4 10d 2 10dx1-1/2 s00 i S6D 16D5 3B0 1 S. 4 16d 1 2 10dxt-12 -590 665 t 72D ? 380 HD26 HU26 I 14 1-06 312 2-12 1-18 ADn 16d 2 4 tOdz1-12 615 '6351 745'; 365 RS, F2 Uax4 05 6S 1 715 I 565 - I s7s 11126 2D 1-8r16j 4374 1-Vl 7sn6 -'.6 6 '.. I A 4" 1 10d x 1=12.. 71C 8G5 870 1 650 t6d 1 d 1 70dx1-72:i BIO { 960 I7015{ 650 JL26ff-R. .- WC262 -_ 1B 7-3�16 4-72 1�2 I'- _ 10tlx1-12HDG1 S5 B00 970'1 73D, 31. R7, F32 6 1fid I1DG 4�10dY1�12HDG•'BB0+ 950110351 730'.. - J1S2fi UWB 1 � 18 I1-9+16 4.13n611-3/4 �. 1 ' - 4.1 im . 1 � 4 , 10d . � 97D 10001 1080 1 1115 ?? 5, R5, F2 -I 12x6 MUM I MLWS' .10' I-W161 Sirl6 I - 2 I. 1 -. 1 6 i.10d 1' 6 1 10d 11235 11475116M 1 80 ( 131, RI, F32 ,. � - �.,:, 1fi' 1-9+16 .6-18.. 2,_ 1-3�16 - ' fi 10d 1 4 1Wx1-12- 1 75D 1 MI 910 1 755. I _ 6 16d I 4'1DdY 1-12 • BBO 10001 1DB0 755 ', 1 IDS1G HUS26 ! 16 . 7-SB 1 5-7116 1 - 3 - -2 - . 14 1. 16d 6 i 16d 776013140 3345-1 1525 1 Hfi 1 t2' F026, ' 14, 1.9116 .3-12 2-12 •1-18 Wn i 4 i ; 16d 2 + ' , 2 _ 1Ddx1-1 j 615 695 741 1 3S5. 1 I 5, RS. 1 615 745 I � I 0 1 ". • Ion '." HU7B - I 14 1-9716 5-1/4 2-12 1-18 � `I 8 .. 16d 10dx 1-12. 1 6 + ..- 1 123G. 139D 1490 780 F2 Ma) 1230 1390114Ki 875. JL26 L1r1B 20 1-pJ16 43/4 1-12 ISMS_ 6 tOd 4 10dx 1.12 710 SW51870 650 I 6 tfid / i 1Ddx1-12 BWQ 96011D45 .650 s26ff-R LlIC26Z 18 1�9+16 4.12 1-12 - _ 6 1Dd WG 4 10dx1-12HDG 6951 800,.870I 730 31, R7, F32 6 111 HDG 4 110dz1-112WG B30 95D 1035, 730 .0.?8 1128 20 1.9�tfi 6-3/81-12 15/18I _ 10 10d 16 10dx1-12 118D 1295 1295i 89 15 RS F2 10 1fid 1 6 1 10d x t-12 1400 16M 1740 I Z .028ff-R - 1B 1-'L16 6-18 7-12 - _ 8 tOd Htx; 4 tOd x1-12 HDG 131 1111160t73D 31•R7, F32 8 16d HDG 4 (10d z1.12HDG .1105 112151121E .DS26 L1EM 1B 13Jf16 4-13I16 1.3+4 1 - 4 10d 4 1 10d B70 100D 110Ma5K�.AS28 LLWS 1B 1-M6 6-58 1-W4 1 - 6 10d 1 4 1 10d 11101177011375 .+. MS26 MISY6 18 I-M6 5-1nfi 2 1 - 6 10d 1 6 1 10d 1295 1147511605 BE 31. R1. 2xB FBS79 MUS28 1 18 1-M6 7.1116 2 1 1 B 1 10d 8 .10d 11710 1 19M 12140 1230 1 F32 SLAI2B IYL6 16 1.9/16 5-1/82 1-3+16 _ 6 10d 4 I 10dx1-12 7501 840.1910 755 fi 16d 4 10dx1-12 BBD I 1D00110WM 755 SUR28 - 16 1-9116 6-518 2 1.3+16 _ 8 10d 6 10dx1-12 1000 1112011210 800 S 8 16d fi 10d x 1-12 1175 113351 1440 800' F0S26 VD1526 16 1SB S-7/16 3 2 1 - 1141 t6d 6 760 2160 314013345 1925 �, F6S2B HU52B 16 1.518 7-3+16 3 2 - 22 16dF d 4170 4345 43451 2570 F2 HD7B HLMS 14 1-8+16 5_114 2-12 1.1/8 Ran a 16d1-1/2 1230 1390 U9D 780 Ma 1230 139D1 149D 825 HMO HU210 ' 14 1-9rl6 7-3116 2-72 1-18 BAo 10 16d1-12 15a I.1735I 11Y3 7B0. Pea �$ 2430 2610 1170 1) UpWbads have been hrleased 60%t rwlM orsels fads; M hnar kxr M Shea he pemMet . 2)16d sinkers (0.148 dtz x 3-1/4' k0) maybe Used d Ds4 oilhe table bad vdv:re 16d mmmars ere spedfied. Ttds does rwt appiyto JUG, Hus, x06 slmdnel han91, 3) Fff= FM aW 44115 han9e+s Nela mustbe driven Oa 30'to 48 mqk 1Nwgb the,jcht rtrus trrk iM headrto addeve thetable kick 4) H46S 10d x 1-t/2're0s m 0.148- coax 1-72' kxg, lod rmOs me 0.149- dk, x 3' bK,16d na�s me 0.162' drax 3-12' Wa Newprodocts r upddW podudUdom�an me designded M hme tdd. CGlradmlflnM nnahiless Steel PGold Cud rHDG Wr)ple Zmo 112 Caehod m1 next page Hangers Face Mount Hanger Charts MiTew . 'JoisaSlze ... •': USIP StwkWN . Bra Nu SReI Gauge DbnenslOne rm) C Sehedule_,.-. DF/SP AOowable oads LghSf � t ' . Code Be1' .: 'Neadel,.. �..� Joist ' : W H D A Mm! Max =:: Nall Nall 10036 BBC 115Y. 121M 160% JU524-2 ? LU524.2 I I 3-118 3-7A6 I 2 ? 1 4 16d I 2 1 16d 1 80.5'I 920 %5' 325 Lj SUH24-2 I U24-2 I 16 3-1/8 13-1B 1 I 2 1-1/8 - 6 10d 2 1 10d 1.750'1 840 1 910 j 380 i l I? 360 6 1160 2 2Otl 880 1000 (Z) 2 z 4 H024-2 { HU24-2 14 3-18 3.12 12-1211-181 - 4 116d 2 15d 615) 05 1 745 1 3B5 I HI624-2 14 3-J S 3.7716 I 2 1 4 16d 2 16d 1850 I BE 111301 495 1 1 HUS2b21F i 14 3-18 3.7/16 I 2 1 - 1 4 116d 2 16d B50 ( B65-1-10401 495 { --_3-JUS2G2 :-1 L1t52�r7-i-7B-i 3•TB 5'174-.j-2-1 1 -': = :-4 T 16d. 14- Iff 11040 ( 11851 12201 1355 1 SM26-2 U26-2. r 1 16 i 3-1B f1 I 5-V76 � � � 2 ! r1r7Bi 1 -' i 10 106 1. 4 -10d 1 12501 1405 15151 755. I 101 76tl { 4 ' 1 Dd� 11470116701 18001 755 HD24-2 NU242 1'14 ! 3-181-3-1&-12.1211-VBI - j.4 1 16d. 2 t'10d1 6151695 7451 385 i 10626-2 H162&2 14 ' 3-18 .1 5-1/4 2 1. 1 ' 1 - 1 4 16d 1 4 ..16d 1 DB5 12351 13DO 1 1155 2z 6 1 H=6 6_2F MLSC26-2 F 14 3.18 J. 5-1/4- 1 2 1 1 I -. 4 •.16d 4' -16d ".. 108511235 13301 11M . D26-2 1 .HU26-2 14 .1 S 3.1B 5-114 i2-12 S 1-18 N6n NaX B ]2 16d ; 4" 10d ' 1230 139D ? 7B0 ' - 6 - 1850 20851 22351 1170 '{ HD2&21F: - HUC26-2 74 3:118 15-114 ! 2-12 - 8 16d " 4 10d 11230I 1390I U901 760 M Nmc.,'. 12 , 6. 1850 2W512Z351 11701 JLM26-2 L1626-2 ,B 3-111 1-1;4 I 2 1 I - 4 16d 4 16d 1040 1185 1220 1355 MS28-2 LUS28.2 18 1 3-18 7.18 I 2 1 6 16d 4 1166 1325115101 1645 1355 SUH26-2 U26.2 is I 3.18 I 5-1/16 2 ( 1-18 I - 10I 10d 4 1 10d 1250 11405 11515? 755 j. 10 16d 4 1Dd 1470 1670 ,BOO I 755 SUH28-2 - I 16 3-18 6-1/4 I 2 1-18 - 12 10d 4 10d 1500 '1685I 1B15, 755 1 12 I 16d 4 1Dd 1765 :19151 1915 1 755 HU526-2 H1626-2 14 i 3-18 1 5-114 2 1 4 16d 4 16d 1085 123S) 13001 1155 HUS26-21F HMC26-2 I 14 3.118 5-1/4 2 1 4 16d 4 16d 1085 1235 13W 1155 HU52B-2 HU52&2 I 14 13-iB 1 7-18 1 2 1 1- 6 16d 6 1 16d 16M 1&9011995 1810 (Z12x8, HLMS-21F W6C28.2 14 3-18 7-18 2 1 - 6 16d 1 6 16d 1625 M91 IM 1810 R5I HD26-2 HU2&2 14 13-18 5-1/4 2.12 1-1/8 Max a 12 16d 4 6 10d .1230 .185U 139D 1 2D� 14901 -78D. 2235 1170 1 F2 1012&2ff I HUC�-2 14 3.18 5.114 2-12 - 0 8 16d6 4 10d1801 Y730 1390 20B5 149D1 780 22351 1170 12 HD28-2 HU28.2 14 3•1B 17-18 2-12 1-1/8 Mm Max 10 14 16d 4 6 tOd 1540 2155 1735 2430 190 780 2610( 7770 ! HD28-2ff NUC28-2 14 3-18 7-1/8 I2-12 _ � 10 16d 4 6 10d 1540 215S 173511ES5 2430 760 '2630 1 1170.. Max 14 '. -JUS28-2 `• ,W528-2,.- . 18 a-18:1.7.7B' '.2 1- I.- .6 1 16d` 4 .16d 1325 1510 1645 13S5 ' JUS210-2 ... LUS210-2: • . 18 MAI .9-1/B 1 .2 -1 8 16d ' 6 1. 16d 1 1845: 21051 MW 1 19M . 6UH28-2. -. 16. 3-18' 671/4 ( 2: 1-18-'.7 _12..10d 4. .fait 1600 1685 1B151'755' 12 16d- :4 -A Dd 1765. 1915 191s 755 W14210-2 .. IfZ1D:2 16• 3-18 8-9n6 2 1-1/B ' �:- 16 16 . 10d . t6d � -6 6 -.tOd j 1 10d. 2000 12350 2245 26701 2420 1135 2880 1135 HM&2 HLWB-2 14 3-1/8.1 7- B _.2 1 -,5: -16d' . 6' :16d� 11625 11&501 IM51 1819 HU52&21F :. .K 2&2 14 •3-18 7-11B': . 2 1. 1`.'..-: ':6 16d ;.6 ::16d 11625 1850 105 -1810 -' " (n 2XlD H028-2 . HU2B-2 .. 14 9-18 • 7-1/B 2-12 IA .,. ". sin Nax tO . 14 '.16d .. ... -' 4 .1Dd .:r 1540 12155 1735 243012610 180 780 1170 6. - . . •. 5- H02&?F FO1C?B-2" 14' 1 o• 1 _ 3-1/8 -.7.18. 2d2 :;-: :76d - .. 4 - a13 - .- 1540 1731 19M 780' . Mai 14 6; 2155 24301 2610 i '1170. MWO-2 HUS210-2: '•14- 3=18 ": &1B...2.='�•3, •: �B ':16d: :�B:.. 16d� 2170 2465 paw -2210 �NUS21&2JE'.; HUSC2Hk2::.; 14 t&7B. S9-1B 2`. .1..: ])-" 8%j16dT8-16tl 2170 2465 2660 .2270 :_.-•1N210-2 -14 '3-iR-•:.9 z1?11-18-1Od Ma.2D.. -14'.::ztes'�2430. -:3030 3475 26}0 1970ND210- 3725 1950*Mn1 :44 1018 �9 V112 -� 14-2155 '-20 '1Dd-.Max _�, 3080 24M 34/5 2610 t370JB1C21D-2 3723 1950021&2- .14' L3-1/4 1=2-9;::.1:. 3.: d:12?=':: -t2' 1�3 5015 55BO 5598 .7975. 31, R1, F32 1) UpBO loads have man Increased 60%iorwnA 4rselsnb bads; atmther troease loll be patNtted. 2)16d drdws (0.148 dia. x 3-7/4' Wd may be used at 0.84 of the table bad where 16d emmom are aynified.'fhh does nm apply be als HUB, MUS clad nail hangers. 3) For 15 and H161sangers: Nalls mu4 be &hw ata30'tn 45angle through ft jolst mtnss hdo the header hi addeve the table lads 4) WS7 Woad Screws are V4' x 3' bnB and are hrJudM with HD0 hangers 5)1UUI5: 10d nabs ere 0.145' dia x 3' bn& 16d are 0.162' dfs x9-12' brry New prodods a upda@d protlud bdornraticri am deslgrubd In bloeforR CorrosionRnM ■StabdessSleel EIGoldCoat MHDG WripleZmc 114 Continued on nal page HGngerfi Face Mount Hanger Charts MiTeW .. -.1DMSffi ..' Sloth NM. .. flef.?hL Sted ... Fastr4rer 5dnedtck�.- DFSP • Allowable e ¢ . 'fiDtleLISP . .. Rd.'- Header : ' W .' H � D : A MW.. Max . , NaB� ,, .: Da0 Boor 1 Hoof .. 115% 125% 160% SUH314 U314 16 2-9116 1D•8ri61 2 1-11B _ I 18 I 1Dd 1 6 I1Dd x1-12I 225012525I 27251 1135 j 18 1 16d 6 110dz1-tR 264513=130101135 { HO374 IHU314 I I 14 2-9A61 11•Sr16 I 2-72 1-18 Min 16 1 16d ( T I10dz7-12 18 24651 14170i 27BO 12980 j 12BD 4135 c'2D45 . 24 306 HD3w IHUC314 14 2-9fi6111•SN6I2-1/2 _ t 116 16d B �lOdz1-12 12 2465 3095 141170 2MG 14435 29M ;'123D 7{7 1 2D45 1 Mal 24 HD316 i HD916F I HU316 HUC316 14 14 I2.8r16113-Sr16 2-9116 r 13•06 1 2-117 2-12 1-11B r - Mat 1 pi01 Mi126 18 26 1 1B 1 led 76d a 12 1 tadzl-12 tOd z1-iR Z770 4OD51 ZR01 =I 3tzst 4435 1 31251 4/35 I 3am1 156D 44H 1 2D45 33551 15M 44351 2M , t28 t23zv c HoaB-2 I flU3B-2 14 - 5-1/4 6dB 21.2 1- .N'm tD 1 led.. .4 ; tOd 15W I7735 18511 780 , Max 1 14 B. 2155 2430 2610 117D HD38-2 M38-2 14 5.1181 61B 1 2_117 1_,, pOn 10 led 4 led 15W 11735 1Bb51 780 Mm( 14 6 215512430 2610 1170 (23zlO HD310-2 1 II HU310-2 14 S1B 1 B 2-12 1-18 14 16d 6 I 1� 21S 2430 7L10 117p Mat 20 10 3DBD 13475 3725 11625 M3z12 HD312.2 � HU312-2 ' I 1 14. 1111 5.18 1 10 � 1'2-1211-1B� Nin c Mal! 1 16 24 ! led 1 8 led 4 2465 ZM 12980 1065 t2 { 3695 4770 4470 234D' (2) 3 z 14 HD312.2 HU312-2 14 5-1/8 1 10 2-12 1-1/8 (Mm 16 led B 1� 12465 3695) 278012M 4170 { �100 14470 12340 r Maz 1 12 .' 1 JUS26.3 .) WS26-3 i . 18 1 4-SM } 4-12 1 2 I 1 1 .- . r 4 1 led 4 -1 ' 16d 1DW 11851 1270 i 1355 ' . ':I bUHNr3 U26-3 16 45B 5114 .. •: r ff' 2-.. j 1 _ 1 '. 8 tpd . 2 : 1. 10d 1000I 172D 1165 i 380 1 8 1 -16d 2.1 .1ad' 11165 11165I 116i; 380 (J)2zfi .�._ .. HU2 S3 14. 45re 472 2-12 1-181 Mtn , Mat e 112 1 4 6 i 1230 1390114901 780 185p 11 2MM 2235 1170 Hp26-3ff '• HUC263 14 4-SS 4.1f2 .. 2-12= I - MID f : 8 1 16d 4 1 70d" 1 .. 1 1230 1390 1490 . 780 5 F2 1 foal `.,2 . 6 1165D 2D65 2235 ( 117D JUS25-3 LL 26-3 18 4-SM 412 2 1 - 1 4 led I 4 1 16d WO 1IB5 112201 130 JLMM-3 I UMB-3 18 4-SM 6-e1B 2 1 - 6 led 4 led 1132511510 16451 1355 SUR26-3 1 U25-3 16 4-SM 1 S7/4 2 1 - 8 lod 2 I 10d 1D00 1120I 1165 380' 8 16d 2 I 1Dd 116511165 11651 380 - HD25-3 HU26.3 14 45B 14-1/2 2-12 1-1B Wn I 8 led 4 I led 123011390 -W 7B0 Max 12 6 1850 2085)2235 .1170- (J)2zB HD26.31F 1 HUC26-3 14 4-SB 4-72 12-112 - 'In 8 16d 4 10d 12301 1390 1490 7B0 Maz 12 6 185D 1 2005 22351 1170 HD28-3 14 4518 6318 2-12 1-18 MIA 10 4 1Bd 154o 1735 1B65 780 Max1416d 6 in18Mm EULI�3 14 45B 16-38 2-12 - 10 16d 4 15W 1 1735 1865) 76D Mat 14 6tOd 21551.2W0 2610 11701� 18 4-SB.{' 6-318 2 " 1. - 6 16d:: .'4 'I ' 16de: 1325 151p 1645 1355 B-34 2 . - 1 . 7 8: 1 led.. 6' I . tad'.: 1845I�2105 2280' 1980,, SUF2103 II210� : 16'. 45/8 ' ' &3IB. ,.'2, 1 .; "- 74 10d b 'I :1lld^ 1750 1965 2120 '1135 14 '16d' : 6.'1 . -10d' '. 2060 2335 252D' 1135 H028-3' :.1 .. _ . 14 4-SM .6-0 2-1h 7-118 ... a!�10 Mtt .14 -. 16dlad' ...: . .. .: 1540 1735 1865 78p 1 . 2155 24.E 2610 1130 (3j 200' #1D28 r 14 :45411 t 6-38 '. 2-12'." _ _ id'm ..10 16d -..: " 10d':. ' =. .:.' 15W 1735 iB65. 711 . -Max , 14. 2155E2430 2610 1770..pod 14.. 4.518. &'V4 "4-72 1:18 .1/ ,� ..':. d . .7fid:-1� Ra-, 1 261D: 1170:H11210-3 wea 30M 3M 19% ': H0210.3ff FitIG210.3,.] i 14 1! 4518 &iH 212- 16n' -14 :..: .1r:1� 21.5 20M 26f0 1170. 2 Max 2D 3080 3475, 3725 1950 -�� . • 100210.357 � 'I 1016021D.1' 14.: -4-SB. _.. 0''• 7 B: - 1=1R. =•'-. '.:12 '. W63 4159,. _:: 5015 6590 5590' 2975 . 31, IH, F32 1) UppB loads have been bfceamd 60%fMwTA c 6et9Ne ImdS rofmthef trrmease Shop be pe MIUD& 2) led sinkem (0.148 d'w. x 3-114' ImM maybe rued al OM of thefable load whore led c minas are spedfied. This does not appyto JS, M6, MUS slatd rre0 hanger: 3) WS3 Wood Scews are 1/4' z 3' long and are I chndedwilh HDO haWas. 4) KAM 10d raTham D.148' da z 3' Wg6led nals are 0.162' dia. t 3.12' W& New pmdecs or t4daled prodad hdom allon are deslBrwtm In blue fwL s A e Cofrc:dDn Rnis4 ■StaWess Steel M-Gold Coat MHDG MTdpk alfe xI WD Conbued on next page 117 Favoers Face Mount Hanger Charts ITek` ... _ _ ' , USP . •... �, 'Stock NM 'AeLNa. frm9e . '''0imoalmts @t) � .... . . kstmersdreitiAe?u;•' AOowable l.6ads(Lb4 Z: = . Code Ref Header-', := Ju�V .W N '. .D.. •A 6UN '. Na Nall -.; NaD Fippr Roo UpIIR' 1W% 1159b 1f k I;D14 JU546 1 LI1S46 I 18 1 3-SB 5 1 2 1 1 1— 1 4 1 16d 4 1 16d i 104Di 17B51122D'i 13.55• i sum I l4ifi I 16 �3-9'16 4-13i16 2 - 1-118 10 I - 10 10d 14 1 10d 12 151 74051 1515 ( 7551 7 755 I 16d I 4 I 10d 1 14701 1570 18DO 1 HU546 HU54fi I 14 1 MIS 1 5 1 2 4 1 161 11085 11235 1 1300 1 115 I 4x 6 3-51B 1 5 1 2 1 1 1- 1 4 16d 1 4 1 16d 11035 112351 13DD 1 115 HD46 W46 1 14 3-9r16� Stfi6 12-1RI 111 1.118 Me I B 166 ' 4 i� 10d 11731111390 j 1490'1 780 11i0 Mat[ 12 1 18W 12085 i 22351 HD4b'IF HLIM 1 1 I 14 3-9116 5.1116 I2-1/2 - 8 Ma 112 I �6I 16d � 4 1 6 b 10d 123D 1 13901 1490I 780 11T0 1a501205 T735 JU546 : LU546 1 1B ; 3-5/B 1 5 2 t 1 .4 ! .16d' i 4 16d I 1D4011185 112201 1355 LUS48 I 18 j 3-SB 1 6-7/8 1 2 1 I - t 6' -16d 1 4: - 16d . 1132511510 16451 1355 • SUHdfi ' U46 i t 16 I'3-9d61 j A-13f1fi 2� 1-1IB I 1D - 1 18 tOd 3 4 -,I' 10d 125011405 1515'I 755 1 755 i " -1 d .j 4; � '. 10d ) 1470 1670 iBOO I HU548 ':. j H11546 .I' 14 1 3-518 1 5 : 2 • 1 -1 4 1 16d 1 4 1 166 110115 1235 1 13DO 1 1155 1 ' HLIS46F t HlI5f.46 14 3-SBI 5 I 2 1 - 1 4 1 15d.1' 4.1 :16d 11D5 1235 13DD 1155 1 ' Ht548 I HU598 ? 14 I ,3•SB 7 ? 2 I 1 6 IN 6 S 16d t 1E25 1B50 11995 1 181D ? FIlb48ff i HUSCQ 1 14 '13-01 7-. 2 ' 1 - ! 6 16d -6 l 16d 'I 162511sso 11995 -1B10 4x8 jMax pf� H1146 .. . .1 14 3-9n61 5-tA6 2-1R .' 1.1A N5n [ B ! 12 16d 4 1 '10d 223011390114901 780. 1170itI 6 1850 Z05 2735 I 1 HUCA6I. 14. 3-9dfi S1A6.I2.12' - MinB4,10d .t6d i fi ! 123011390! 1490 780. 1170 � 5, 95, Max I 12 IBM 1 20M 2235 i HD48 HU48 14 3-9A616-15A6212 1.118 76d .. 4 100 .. 15CD 1735 1865j 700 11713 FZ 6 215 2430 . 2610 ' HD9BE { HUC48 t 11 19.9116 { ... 6-15/16 1 P-1Ri 1 - 5n 1 70 'iGd - 1 4 itu + 75A011715 1865 i 7B0 ' Max I 14 6 " 215 2430 26101 1L— JIS48 I U1518 18 1 3-518 1 6-7/8 12 1 1 6 16d 4 1 16d 1375 1510 1645 135 JUS410 WS410 I 18 3-5/8 S-7/8 I 2 1 - I B 16d fi lid 1 1815 2105 2290 1980 SUH410 U410 16 I3-9/16 8-3/B I 2 1.1/8 - 16 16 10d 6 1 10d 12000 0 1 115 16d 6 10d 12350 o 1 1135HEb HIS48 1 14 1 3-513 7 1 2 1 6 16d 6 16d 1625 1B7DHUS4w RI15C48 14 3-518 7 2 1 6 16d 6 1 16d 11625 US I 1B10Mul HU18 11 3-9l16 6.15lI6 2-12 7.18 10 t6d 41540 1� I 7B0HD48 Maz14 6 215 01 1170IY70 HUC4B 14 3-911fi 6.15A6 2-12 - NNt10 l6d 1!b 15/0 5 .780FID481F tJar 19 6 215 01. 117D HU5410 1 HU5410 14 13-518 8-718 2 1 - 1 8 1 16d 1 8 1 16d 2170 2465126501.221D BLIS41 OF H UIO 14 3.5B B-7/8 1 2 1 8 160 B 16d ZI70 246 Z66o Z210 i HD41D HU410 11 3.9/16 8-13t1fi 2-12 1-18 Min 14 16d 6 10d Z15 2470 2670 1170 16 Max 20 10 3080 3475 3725 1 1950 H041oIF MUC410 14 3-97161 8-13/16 2.12 - Kn 14 16d 1ad 1211512410 11 10 5 195a HDO4103F HUC0410 14 3.9116 9 3 1.12 12 1 Hsi 1 6 WS3 15015 15590 1 5590 1 2975 1 1131, Rt. F32 1) Up5 bads ham dal lnemased 6D%for wind aseMNs bads; roNMer 6laease shag be perms& 2316d sinl®s (0.148 dla x 3-1/4• toed maybe used M Q84 allhe table bad where 16d mvmpns are specified. This does not apply to JU6, NIS, MUS slmdail hanger% 3) W63 WDDd Saexrs ere 1/4-x 3- ba8 and are Mauled wW HOD hangm 4) NA6S 1 Od nalls are 0.148' die- x 3' bwg, 16d elks are 0.162' dim. x 3-12' b D§. New po duds a updated podid hdam ban are designated in bhefad- awrosiOnFlnish ■Stainless Steel D6DNCoat E,HD6 Wdple Zlne c- 119 m N'a.1.I MINIMUM ORADE OF LUMBER A, .` Top QMrd 20 SYP 12 OFF +1/i2 Dr beller BDH ChoN 20(+) OR 2E4 SP /2N OR SPF 11/12 or better WebF 20 SYP jJ or better (+)-W MW BE NPPM FROM A YR PHGHSD ON SgW19 (I') ARAOH EARN YAW 70 MW SUPPORIINO TRUSS. WON! DID 15i m (0.100' a U21 NW zovm I.W run no 1t0Q/. MCC 7.10 -H *w. ..—.6l mm HOOHr. SNDEUSW Slum Sam 0. gQIOE11004 WIMP TO LL+•S WF. ��pp LL11 CC• U�ROWOAf I�'IWNPW 4'-0" Max LM 6'-0" Max TRUSS UNLESS 1PW61ED ON OIDIHEER'S SOLLW DESILM. AAA 1S4 T-BRACE, BOX LENOTH OF rWttCl`gB V OAMC fPiaiW /HD OMD[ Oq �DAATfAOHW WU 'IV SP✓ICF+O IBN E,O OW YAl1t( W[Pe OHG1TEq�T 1N A . SMOINo' LUDONUU VALLEY VE MCAL HOOHT MY HOT OIOSW 12'-O', TOP MORO Or TRUSS DENEATII VALLEY Str UM BE SPACED WOHI VmOPOppX NTAOHEO, PATED SHrATHINO APFLLED FRI= 7O VALLEY TRUSS %WA OKRUNS AT 24' 00. OR AS UTAERWISE SPECIFIED ON UJUINVIDW SFAUD DESIGN Or VALLEY TRUSSES USED M UW OF PURLW SFADMO AS SPECRIEO ON. EIAINECgRS' GrALED VESOKAeM pAC�pp p CNpp 7H t„•)OUDN B NTH T1E7 YAK W uWURp MONO THS SLOPE OF 7Ni TOPFCIIDIto.- (41) LOIGER SPANS n, DE BUILT AS LCHO AS BIE YERTCµ HEIGHT DOES HOT EDOEEO 1S- '. DOM41 CHORD MAY BE SQUARE OR PITCHED BUT AS SHOWN. cvr (2)12d �0 CI@gD RyI Sol OPTIONAL' III R eeRBE 11 flO OPTIONAL STUB OPTIONAL HIP � 10 ••• END VERTICAL - JOINT OLTAIL 0 FRAMING TO LL 20 20 PSF TO DL 1O' 16 pSF BC DL 10 10 PSF BO LL 00 00 PSF TJO^II.A.L,.,LOAD 40 48 PSF VA M MW 1.28 1.7.6 CDable F-ncl Tru� s; �c��aiI ED MEA ' HEIOHT ENCLOSED 1-1.25 EXPO 09 7 0 M W ND SPE awa tv a a-4 + a No BlNoea a_°. a— Ofv B o 1' tt-e n—e Oraap A 1II-11' t— is—tt s—tt' D,apa 1II-11 is—+' to—tt. OraaP A B-1O e_i°. e•+v Broup B e—a a —a' a —a um A a—ti e— a—t Brvop B 7—t T—e '—e• Bntop A a -a e—s' a —a• B Man a—t' e— v— o— Bnr A ° t t —tD• to—v vv a n r- o � p C7 E x (j a y N SPF HF SP DFL U, O r • U O " r e— 0' — e' H� SPit DFL SPF HFe_ SP DFL mu a RAN4M0 t a-1 a —a' a —a a-17 a—Ii v 4—D• —a' —a' a—e _p _a _° B —4 - _a -+ a—°• a—° v—a v—a o—e {LISS PANIES ao . C r— 1-1 1 IN t11°WRIbw of tnm tMI, S17 am t7A61E -muss OETNL NOMI I1V4 LW v 11EOBMN DRUM 0 L/z4C. FRUIIAO FIPT Ca Ne FUR tae pV pvw DaNnNliA aFIRINU. v PSF 7O DFAB IDM). oA°vtLEioaREND a°tUPW�ttBp�IOtHa�—vL'°FOavmPiw .6ia• PLTP1000 pypiH/VtO. A77iiAaH EACH 'V WVIM WRH tad W , a" 00. [1) f4R 1 pL' B sPAaE W1R9 r1try va a SPACE MARS Aam DEMURT 3 OU, ZONE S'CIWC4 a0. amwm ZCN[e. 6IX a BE A MINIMUM of paR OF WEB emt e 0 BP or. e7Eµ "a 7t�4H- l°Pss T11w 7t'-10.0'. BUT ae4 ° -e a.ea4 peNi sPl10E AND HEEL 1MTE. 0 ems MoR'MUn Totol Load BO PSF NPACINO AT 24" O.C. 1010 ,iZ 1V ONIOVdS loiaoj uoltoln0 SL'L.10 lodl4 jolooj uolivn0 SZ'L in isdO4 jolooj uoliao0 CC'1 to 1ed69 6ulp0ol unwlxow 1 ._... lbq Moue 4 ud apwuau pµ a pmy q leH aaN1 v6I3e eyl w I a++ pa bti1 4 d°I 31 q �lIa9P WINOI q 4 M � 9eeW Pa PIP, e q PewWl 4 W°1leq p� pq q el e3 eeemq PM pqm elgl Pieu S4ieN R �PP4 'dgNal eW q lmu Y+PP fil M pw 1gPmm 61ap a qPlow Rho* 9 x P°u°II^a u om9 i d j tloMBI e ryumw geld 'Oullup soul 1^ 4ORa^dea eb lea q Weu9 6 u 1 u—A o M ." .010 0� O 0F1 �_I o rl- 9x9 Sx9 Sx9 4x9 0 tiX9'L 4x9'L bx9'L M'L O 9x9 9x9 9x9 9xb 9 SX£ 'PX6'Z 10x97 4XZ V Z9 9£ b£ 0£ 3d1L Ol do SNVdS 1NI0r a POW HIOB HOV3 NI SllVN Pori Hl1M 000MA1d XOO ,Z/Lxgx,o HLM momoold H3HH11V* '0/0 ,4 1V SIHIM WN Pot HHOVJXV 'H3OW3W 03M d0 H1ON31 YOo ONV H3113S NO 'H3SW3W ,irL 01 ,OL 63M SV S3103d5 30VH0 3WVS 3OVN0 „L 4HZ '3/0 .4 XV SIMN P9 HIM H3V11V 'H39NL3W 93M 30 HlON31 X09 ONV MIMI NO '1138Y13W AL Ol Al 93M SV S3103dS '3OVHo 3WVS '30VN9 ..L 01 ONIOVHS ON ,S,l Ol ,0 bN10VH9 O3H91b3H HlON31 03M 11MH0 8N13VH9 93M IVNOLWO �t Wo 00 ,Y a3011ds 3OV O3 W WOO N Mn N CUW 3N.4 NOdO WOO! 13WO 30 1VW %70 3aVA J"lu !Sd R-M 0o am !Sd O- a 0L n d009HI�tpHHaNv alirdal roa% aasOLWi 0107JOd 'lOH NV3W at A[ m NdW oil ledJGVW Do WOW 'M L'd oe M 3mHWroNVmaa'M= '0010 035010 01.4 33SV '18H NM AC 'axM HdH Ov1T mnowaN.no amm oHI mod 3HL Bad 318Wnay m'OV190 am 'OHMdS MWd pa33Mln 3H 110i pryN0OW33L0 �oi&33yH5 B�ASWOgOWM QLL UWM e G"JVCP fib �V& AOOd�IdLdIW �NOIrJ dI In OL M 20 d01 aL SNIIOad MAY Sands 3NO BILL OS mNloavlS 311 MR S S wm°d iou�0a wad -M 00 ,Y lV EWMLMA x010AMW 30Vds SUVid 03NM Bd N0000 OrMS at RMH 0CA 'ao1 ��Ile9 �n dA8 Nry �qRA �11•q In . d/S yegl Wup 11aO +�lyq'do ZI dAs ie2 um d"1 1139WO1 j0 3OW0 WOWIHIW SCAB -BRACE -DETAIL I ST-SCAB-BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoird (orT-Brace) Is impractical. Scab must cover full length ofweb +F 6. THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS REQUIREDAT f/3-POINTSORI-BRACEISSPECIFIED.' APPLY 2z SCAB TO ONE FACE OF WEB WfTH 2 ROWS OF iDd (3" X 0.131') NAILS SPACED B"O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. �\ MAXIMUM WEB AXIAL FORCE = 2800 Ibs MAXIMUM WEB LENGTH=•72'-0' scna BRAce 2x4 MINIMUM WEB -SIZE - MINIMUM WEB GRADE OF#3 Naffs Sedon Detail RE Scabamm Web Scab -Brace must be same species grade (or betted as web member. • T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 9D% of web length. Note: This detail NOT to be used to cati0ert T-Brace / 1-Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Sime Nail Spacing 1x4 or 1x6 10d 8' o c. 2x4 or W or 2a 16d B' o.c. Note: Nail along entire length-of•T-Brace / I -Brace (On Two-Plys Nail to Both Kiss) . . aftemate position r�} t :t • r' t,1, t .;t; WEB r .1 } 1t . Nails Section Derail T-Brace web alternate position Nags Web I -Brace Nags SPACING T-BRACE Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing WebS'¢e' 1 2• 2x3vr 2x4 1x4 (7 T-Brace 1x4 (h I -Brace Dc6 1x6 (7 T Brace 2x6 I -Brace 2x8 24 T-Brace 12xB ]-Brace Brace S'me for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace Dr6 2x6 T-Brace 2x6 I -Brace ex8 2x8 T-Brace ' 9,n is a n T Brace / I -Brace must be same species and grade (or better) as web member. M NOTE If SP webs are used in the truss, U4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the miss web design values For SP truss lumber grades up to #2 with lX bracing material, use IND 45 for T-Bracell-Bran For SP truss lumber grades up to #1 with 1X bracing material, use IND 55 for T-Bracedl Bran L-BRACE DETAIL Netting Pattern . L-Brace size Nail Size . Nati Spacing 1x4or8 1Dd S=o.a. 2x4, 6, or B 16d 8' D.C. Note: Nail along entire length of L-Brace..' (On Two -Ply'& Nail to Both Erns): WE C71 Web L-Bram must be same species grade (or better) as web member. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace mnst cover 9D..W of web langtk.. L-Brace Size for One -Ply Truss Specified coriltnuous Rows of Lateral Bracing Web Size 1 2 2x3 or2x4 1x4 ? US 2x6 W �» —DIRECT SUBSTITUTION NOTAPUCABLE L-Brace Size forTwo-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x:,i or 2x4 2x4 ..,. Zx6 2x6 ... Zx8 2x8 ••• — DIRECT SUBSTITUTION NOT APUCABM 1 7x 34 = 34 = 315 = 3,6 = 3x5 = 5x9 // !ice �5&0 P11 17.78 Z]o1 sses uya ata-o sta I eao i s+u I o-su i 8a11 aao 1-0 5/16 in Ig Plate Ofsets��l1'D-1-12,0�121 120-3-0 0-1-121 120-3-00-1-121 19'0-0-0 19'0-0-0 0.1-141 0.1-141 I71.-D-5-12 I11.-D-5.12 0-1-41 0-1-411-12,0�121 ' LOADING(psf) SPACING- 24)-0 CSI. DPFL in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC OM Vert(LL) -024 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.96 Vert(CT) '-0.55 14-15 >971 180 BCLL 0.0 Rep Stress Ina YES WB 0.89 HDrz(CT) 0.16 11 nla We BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight 251 lb FT=2D-A LUMBER - TOP CHORD 2x4 SP M 31 -Except! T1 i 2x4 SP No2 BOT CHORD 2x4 SP No2'Fxmpt• Bl: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (slxe) 18=0-8-0 (min. 0-1-8), 11=08-0 (min. D-2-1) Max Horz1B=193(LC 9) Max Upliftl 8=565(LC 8), 11=-605(LC 9) Max G2v18=1633(LC 1), 11=1735(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2.9-9 oc purrins. BOT CHORD Rigid wiling direly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-11 2 Raws at 1/3 pts 2-18 FORCES. (Ib) - Max. CompJMax- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3073/1081, 3-0=2939/1102, 4-5=24771924, 5-0=24711918, 6-7=285311072, 7.8=2986/1052, 8-9=759/323, 9-10---62OM57 BOT CHORD 17-18=10912864, 16.17=-8282492,15-16=-8282492, 14-15=35711856, 13-14=6442471,12-13=-044247L 11-12--8682768, 10-11=188/630 WEBS 2-17=211286, 4-17=1851477, 4-15=643/462, 575-3591827, 5-14=3521814, 6-14=6181459, 6-12=1584199, 2-18=319011046, 9-11=-424/364, 8-11=2394/762 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.Opsf; h=15f; Cat II; Exp C; Encl., GCpi--0.18; MWFRS (envelope); Lumber DOL=1.60 plat: grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconeinent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at-lb)18-565, 11=605. LOAD CASE(S) Standard 1 ! PE 76051 rit STATE OAF i 83 8- N HIP 5.00 12 5x5 = 3.5 c 3x6 — 3x5 = 3.5 = 3x6 = 4x5 = Dead Load Dell. = 7/16 in 3x4 II 515 = 18 17 16 15 14 13 12 4x5 = 3x6 = US MMHS= 315 = 315 = 3x5 = Sx5 Sdi WB= 1.4-0 -0-p 1a08 1&162 214N 36.6e 45E0 -0-o sao e-ho-z 8-1oz etitoa steno 11 Plate Offsets (X,)I— I1'0-3-2 0-3-01 11:0-1-6-Edoel MD:0-2-0,0-2-01112Z-2-8,0-2-12), 118:0-2-0,0-1$ LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.95 Ver(LL) 0.52 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.51 Vert(CT) -0.86 15-16 >629 180 MT20HS 1871143 BCLL 0.0 RGp Suess Ina YES WB 0.87 Horz(CT) 0.20 12 n/a n/a BCQL 10.0 Code FBC2017f1P12014 Mabtc-S Weight 235 lb Fr = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No22-7-5 REACTIONS. (size) 1=M-0 (min. 0-1-8), 12--Mechanical Max Horz1=208(LC 8) Max Upliftl=583(LC 6), 12=-694(LC 5) Max Gmvl=1672(LC 1), 12=1672(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid cling directly applied or 5-8-6 oc bracing. WEBS 1 Row at midpt 5-18, 8-13 2 Rows at 1/3 pts 10-12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=359711337, 2-3=3544/1353, 34=3361H276, 4b--3107/1220, Sb=435611759, 6.7=435611759, 7-0--4280/1729, &9=2887/1162, 9-10=288711162 BOT CHORD 1-18=133413241,17-18=1753/4237,1&17=175314237,15-16=188&4501, 14-15=1645/3911, 13-14=1645rd911,12-13=1043r2467 WEBS 3-18=187275, 4-18=2861967, 518=1322/626, 5-16=17/389, 7-15=344/243, &15=130/573, 8.13=1308/617, 10-13=307/1086, 10-12=2813fll94 NOTES- 1) Wind: ASCE 7.10; Vult=16Dmph (3-second gust) Vesd=124mph; TCDL-42psf, BCDL=5.0psf, h=1511; Cat II; Exp C; End., GCO=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) forbuss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upfrR at joint(s) except (It--'Ib) 1=583. 12=694. LOAD CASE(S) Standard ( PE 7�051 � -C `. STATE W j N\ ,anti-W K 144-8 I 7I - I .2 66272 36272M 3e 4 I 1:242 I B4•B Deaf two Dell. - 12 in 3x8 = 5.00 rl2 5x8 2x4 II 4x6 = 2.4 11 Us = 3x6 = 2t4 II 4 5� 6 7 8 9 10 11 4x5=12 U 5x8 = 21 20 19 18 17 16 15 14 13 4x5 = 3x5 = 4x10 MT2DHS= 24 II 3x8 = 2x4 II - 4x12 = 3x5 •II 3x12 = 4x10 MT20HS= a•oo 800 141a 267 2610e 34-612 Jla-B �58a 00 fi2-D 616 62 -12 63.12� 62-f2 62•f2 a.a 64D Plate Offsets (X,1'r [1:0.32,0.3-0], [1:0.1.6,Edge], 14:0S12,0.2-ffl, [7:0.3-0,Edge], [9:0.1-12,0.2-0], [12:0-1-12,0-1.8], [73:0.3-0,D-1-8], I14:0-0-0,67-12], [77:0.2-0,0.1-5], 0. -81 LOADING(psf) SPACING- 243-0 CSI. DEFL in Poo) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.71 Vert(l) 0.80 17-18 >678 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.63 Vert(CT) -1.12 17-18 >485 180 MT20HS 187/143 BCLL 0.0 Rep Stress Inc NO WS 0.92 Horc(CT) 0.21 13 nla n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix•S Weight 479 to FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 *Except' TOP CHORD T2'2x4 SP M 31 BOT CHORD 2x4. SP M 31 BOT CHORD WEBS 2x4. SP No.3•Except' W4: 2x4 SP No2 , SLIDER Left 2x6 SP No2 2411 REACTIONS. (size) 1=D-8-8 (min. 0.1-8),13=Mechanical Maio Horzl=167(LC 8) Max Upti81=1461(1-C 5), 13=1644(LC 5) Max Gmvl=3219(LC 1), 13=3456(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 1.2-7253/3363, 2-3=719913387, 34=731313461, 4-22=1019714894. Structural wood sheathing directly applied or 3-11-0 oc puriins, except end verticals. Rigid ceiling directly applied or 7-2-2 oc bracing. 22-23=10197A1893, 2-.24=1019614893, 5-24=1019614893, 5-25=10197/4894, 2526=1019714894, 2Cr27=1019714894, 6.27=10197/4894, 6-7=1146615471, 7-28=1146615471, 28-29=1146615471, 8-29=1146615471, 8-30=1146615471, 3D31=11466/5471. 31-32=1146615471. 932=11466/5471, 933=56972712, 1033=56972712, 10.34=5697i22712, 11-34=51W2712, 11.35=56972712, 35-36=56972712, 36-37=56972712, 12.37�56972712, 12-13=-3326/1683 BOT CHORD 1-21=3152/6536, 21-38=323616764, 38-39-3236/6764, 3940=323616764, 20-40=323616764, 19-20=5593I11703. 1941=5593111703, 4142=5593111703, 1842=5593111703, 18.43=5593111703, 4344=5593111703, 44-45=5593111703, 1745=6593/11703, 17-46=4511/9458, 1646=A51119458, 1647�4511/9458, 47-48=-451119458, 1548=-i51119458, 1549=-451119458, 49-50=4511/9458, 50-51=-0511/9458, 14-51=451119458 WEBS 3-21-2041364, 4-21 �42/535, 4-20=1876/3883, 5-2D=704/628, 6-2(1=1714 796, 618=0/495, 617=270/157, 8-17=-669/587, 9-17-1092f2284, 9-15=01489, 9-14=42782046, 11-14=712/629, 12-14=3D43/6396 NOTES- 1) 2-py truss to be connected together with 10d (0.131'xY) nails as follows: Top chords connected as follows: 2x4 -1 now at 0-7-0 o= Bottom chords connected as follows: 2x4 - 7 low at D-M oc.B( /// Webs connected as follows: 2x4 -1 row at 0-M oe \\ \` 2) AO loads are considered equally applied to all ply, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. / GElJg �j J connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wmd: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=5.0ps ,, tF15ft Cat 11; Pxp C; End., GC;:Z 6p 8- j p E 7 51 1\ MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 / 1 4) Provide drainage to 1 adequate prevent water ponding. X 1 5) A0 plates are MT20 plates unless otherwise indicated. - §MMgM%fin designed for a 10.0 psf bottom chord live load nonconament with any other live loads. / -..p��11 ;•,`�[(j STATE OF 7 j �r1G \\\ 0�NI�0 ffi3}5W IA11G NOTES- 7) Refer to girder(s) for truss to truss connections. 8) Provide machaoical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoim(s) except rib) 1=1461, 13=1644. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)129 lb down and 233 lb up at 8-0-0, 107lb down and 150 lb up at 10-0-12, 107 lb down and 150 lb up at 12-0-12,107 lb down and 150 lb up at 14b12. 107 to down and 150 lb up at 16-0-12, 107 lb down and 150 lb up at 18-0-12. 107 Ib down and 150 lb up at 20b12. 107 lb down and 150 lb up at 22-0-12, 107 lb down and 150 lb up at 24-0-72, 107 lb down and 150 lb up at 2640-72, 107 lb down and 150 lb up at 28-0-12, 107 lb down and 150 lb up at 30-0-12, 107 lb down and 150 lb up at 32b12,107 lb down and 150 lb up at 34412, 107 Ib down and 150 lb up at 36-0-12, 107 lb down and 150 lb up at 38.0-12, 107 lb down and 150 lb up at 40-D-12, and 107 lb down and 150 lb up at 42-0-12, and 107 lb down and 150 to up at 44-0-12 on top chord, and 314 lb down and 164 lb up at 6-0-0, BO lb down at 10-0-12, 80 lb down at 12-012. 80 lb down at 14-0-12, 80 lb down at 16-0-12, 80 lb down at 18-0-12, 801b down at 20-0-12, 80 to down at 22k12, 80 lb down at 24-0-12, 80 lb down at 26-0-12, 80 to down at 28-0-12. 80 lb down at 30-0-12, 80 lb down at 324)-12, 80 lb down at 34b12, 80 lb dawn at 36-0-12, 80 lb down at 38-0-12, BO lb down at 40-0.12, and 80 lb down at 42-0-12, and 80 lb down at 44-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S).Standard 1)Dead +Root Uve (balanced): Lumber Inarase=125• Plate Increase=1.25 Uniform Loads (pit) Vert 1.4=54, 4-12=54, 1-13=20 Concentrated Loads Qb) Vert 4=129(B) 7=107(B)19=54(B) 21=31418) 10=1070 22= 24=107(B) 25>107(8) 26=107(B) 27=107(B) 28=107(B) 29=107(B) 30=107(B) 4=54(B) 39--54(B) 40=-54(13) 41=54(B) 42=54(B) 43=54(B) 44=54(B) 45---54(B) 7 PE 7 51 l STATE OF j ENG CNN. 5.5 = 515 = 5.D0 F12 Dead Load Der. = V4 in I; Bx8 = 5x5 = 3x4 = 4x6 = 3.4 = 3x4 = 4x6 = 314 = 5x5 = ®B = 7-2-5 t3.9-10 21-D-0 23&0 3e-1P5 37-571 44-8-0 7-25 &7.5 7-2.6 2-8-0 7-2.6 57-5 7.25 Plate Offsets MY)- 111:Edge 0-"j, 111:0-1-12,D-0-01 112:0-2-8.0-1-121,119:0-2-8,D-1-121 f20:0-1-12,0-0-01, f20:Edge,0-6-01 LOADING(pst) SPACING- 2-" CSI. DFFL in (bC) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 1.00 Ven(LL) -0.37 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.BB Vert(CT) -0.6213.15 >853 180 3CLL 0.0 Rep Stress Ina YES WB 0.90 Horz(CT) 0.14 11 We n/a 3COL 10.0 Cdde FBC2017rrP12014 Matrix-S Weight 262 tb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 2D=D-B-0 (min. D-1-15),11=D8-D (min.0-1-15) Max H=20=158(LC 9) Max Upfdt2D=557(LC 8), 11=557(LC 9) Max Grav20=1642(LC 1), 11=1642(LC 1) BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid calling directly applied or 5-&12 cc, bracing. WEBS 1 Row at midpt 4-16, 7-15 FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2-3202/1051, 2-3=283 &IZ 3d=2711/961, 45=222ill &6--1989f744, 6-7=222af766, 7-8=2711/961, 8-9=2834/942, 310-3202H051, 1-20=15621584, 10-11=15WS83 30T CHORD 19-20=3801538,18-19=104MIll 17-18=8252556,16-17=8252556, 15-16=-473/1989,14-15=-66725%.13-i4- 6672556, 12-13=8902889, 11-12=234I538 WEBS 2-18=-395252, 4-18=71/417, 416=-8251464, 5-16=163/581, 6.15=163/581, 7-15=-a251464, 7-13=711417, 9-13=395252, 1-19=-6702358, 10-12=-6582358 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasil=124mph; TCDL=42psf; BCDL=S.DA h=15Q Cat II; Exp C; End., GCOI--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 pal bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joim(s) except CIH- b) 20=557. 11=557. LOAD CASE(S) Standard �\\\\�\\ y\ EN F r ! PE 76051 ri5 -O `. STATEOAF 7,r G \\\\ Ik 7x 5,5 = 5.00 12 5.7 = Dead toad Defl. - St16 in 18 I 1° 15 14 1e 1[ 11 3x4 = 4x6 = 3xs = 3x4 = 4x6 = 314 = &7-12 19-0-0 258-0 35-0d 44-." 9.7-12 Plate Offsets (X;Y)— f1:Edge,0-341, f1:0-1.12,D-0-121, f6:0-5A,0-2-81.110:0-1-12,0-0-121, f10:Edoe,0,�4) LQADING(psf) SPACING- 2-0-0 CSI. DEFL in Ooc) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.81 Vert(LL) -023 12-14 >999 240 MT20 244/190 'TCDL 7.0 Lumber DOL 125 BC 0.79 Vert(CT) -0.52 12-14 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz CT) 0.15 11 n1a nla BCDL 10.0 Cdde FBC20177fP12014 MatrixS Weight 254lb FT = 20°/, LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 31 'Except* B2 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Sim) 11=Mechanical, 18=0-8-0 (min. 0-1-8) Max Hone 18=143(LC 8) Max UpIgH1=540(LC 9), 18=540(LC 8) Max Grav11=1642(1-C 1), 18=1642(LC 1) FORCES. Ob) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-676254, 2-3=3046f967, 3<=298219BB, 4-5=2393794, 5£=2154?71, 6-7=2392f794, 7-8=29821986, 8-9=3046M7, 9-10= 6761254, 1-18=404213, 10-11=404/213 BOT CHORD 17-18=10392860, 16-17=8112591, 15-16=-B112591,14-15=4852153, 13-14—£682591, 12-13=-6682591, 11.12=-0962860 WEBS 2-17=176263, 4-17=-811429,.4-15�617/d96, 5-15=1371568, 6-14=1931568, 7-14=-6171396, 7-12--811430, 9-12=176263, 2-18=-2565)817, 9-11=25661818 Structural wood sheathing directly applied or 2-2-0 on pudins, except end verticals. Rigid wiring directly applied or 6-6-2 oc bracing. 1 Row at midpt 4-15. 6-15, 7-14, 2-18, 9-11 NOTES- 1) Unbalanced roof live toads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42pst; BCDL=5.Opsf; h=15$ Cat. It: Exp C; Encl., GCpi--0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live bad nonoonalnent with any other live loads. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO lb uplift at)oird(s) except Ot=1b)11=540, 18=540. LOAD CASE(S) Standard BtF'��j���i f ; PE7�051 n� STATE OF i i�jiP�.� RiV .G�� �•� S ha33-S- 7x Dead Load Deg. -114 in Sx5 5x7 = 5.00 12 c 3,4 = 4x6 = 3x8 = 3x4 = 06 = 314 = 5,4 = 9-7A 79-0-0 25$O 35-0-4 41.21 ~ 9-7-12 i 9A� I 68-0 Shb I G1•t2 ' Plate Offsets (Y Y)- f1:F_doe 0-3-41 MD-1-12D�121 (6:0-5-4.0-2-81.111:0-2-0 D-2-121 LOADING(psf) SPACING- 2-M CSL DEFL in (loc) Vdefl L/d PLATES GRIP TCCL 20.0 Plate Grip DOL 125 TC 0.74 Vert(U) -022 12-14 >999 240 Mf20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.87 Vert(CT) -0.4912-14 >999 180 BCLL (W Rep Stress Ina YES WB 0.69 Horc(CT) 0.12 11 n1a n/a BCDL 10.0 Code F13C20171IP12014 Matrix- Weght 241 th FT= 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No2'Except' Bt: 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 11=0-" (min. 0-1-13),18=0-8-0 (r6in.0-1.8) Max Hors 18=188(LC 8) Max Up1rfl91= 475(LC g),1 B-508(LC 8) Max Grav11=1512(LC 1), 18=1512(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1.2=-044247, 2.3=2750/895, 3-0=2685/914, 4-5=2076f7D5, 5-0=18591694, 6.7-1973/672, 7.8-18791616, 8-9-1940/604, 1-18=391210 BOT CHORD 17-18=10222602, 16-17=7882308, 15-16-78823D8, 14-15=-424/1760, 13-14=51111879,12-13=51111879, 11-12= 412/1279 WEBS 2-17-190268, 4-17=-W445, 4-15=-6251399, 5-15=951479, 6-15=1571314, 6-14-93/365, 7.14=226259, 7-12=3021170, 9-12=-86/633, 2-18=23081754, 9-11=1904/623 Structural wood sheathing directly applied or 2-8.14 oc pudins, except end verticals. ' Rigid ceiling directly applied or 6-7.2 oc bracing. 1 Row at midpt 4-15, 6-15, 7-14, 2-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (&second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h=151t; Cat II; Exp C; End., GCpi=D.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bcdom chord live load nonconcul7entvirth any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (p=lb)11=475, 18=5D8. LOAD CASE(S) Standard - , ! PF 76051 nt _-o%. STATE OF /,r_� �� RIO 70 NI'�NG\\\�� 4,336-LN 5.00 F12 5x7 = 2.4 11 5,7 = Dead Load Dee. = 1/4'M 21 18 17 16 " " 13 4x5= 3x5= 416= 3x5= 34= 315= 3x5= 7x8= so \\ 44 = 1+ 7-09 9a0 tee9 S54d 2B-ea 3611-15 45d-0 'So'�4n 64.0 I e-,o i s+o � sba I e31s I eat I osa Plate Offsets KYH 12:0-0-O,D-1-141. 16�E7, 18:D-54,0.2-81, 1120.1-12,0-(�-121,113:Edge,0-3A1. R1:D-S72,0.141 (psf) SPACING 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP 20.0 Plate Grip DOL 125 TC 0.50 Vert(U) 025 17 >999 240 NIT20 244/190 :TFD7.0Lumber DOL 125 BC0.96 Vert(CT) -0.50 18-20 >999 180 0.0Rep Sirens Inv YES WB 0.69 Hor4(CT) 0.19 13, n1a rJa 10.0 Code FBC20171TP2014 Matra- Weight 268 lb FT = 20% LUMBER - TOP CHORD Dr4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 13=Mechanical, 21=0-8-0 (min. 621) Max!1=21=153(LC'S} Max Upliftl3=519(LC 9), 21=559(LC 8) Max Grevl3=1633(LC 1), 21=1735(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-9 or: pudins, except end verticals. BOT CHORD Rigid calling directly applied or 2.2-0 oc bracing. WEBS 1 Row at midpt 11-13.3-21 FORCES. (Ib) - Max Comp./Me Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=478f66, 2-3=589Q14, 34=29891921, 4-5=293B/931, 5-6=25161672, 6-7=2410/909, 7-8=241019D9, 8-9�2528/876, 9-1 D=29561954, 10-11=-WSa/938, 11-12=597220, 12-13=3661191 BOT CHORD 1-21=103/484, 20-21=9412721, 19-20=7942628, 18-19=7942628, 17-18=58512270, 16-17=5852281, 1516=73926(Z, 14-15=7392(565,13-14=-11.:42823 WEBS 5-2D=-3729Q 5-1 B=5011.i43, 6-18=154f500, 6-17=1401406, 7-17>319240, B-17=134/391, 8-16=161/514, 9-16=5341351. 9-14=551339,11-13=2612/807, 2-21=-347280, 3-21=25271781 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt-l6Dmph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.0psi; h=151k Cat II; Exp C; Encl., GCp4=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondng. 4) This buss has been designed for a 10.0 psf bottom chord live load nonconamerd with any other We loads. 5) Refer to girder(s) for truss to buss connections. 6) Provide mectuanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b)13=519, 21=559. LOAD CASE(S) Standard :33BiN Dead two Dell. = V16 in 5.(q 72 5x7 = 2x4 11 5,7 = 3s5 = 314 = 3x6 = 3x4 = 3x8 = 3x4 = '3x4 = 4x4 = Sx8 \\ 3x6 = t B-BU tlMa 241-0 T4.5.0 3611-15 x1-4-0 aJ-0 84e 51d 5i0 &3t 481 oJ-0 Plate Offsets KY}- 12:0-0$0-1-141 r6:0-5-0 0-2-8j 18:0-5-40-2-8j, r10:0-1-120-1-81r12:0-2-00-2-8t (2010-5-12.0-2.41 LOADING(psf) SPACING- 243-0 Mi. DEFL In (loc) gdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.38 Vert(I.L) 0.1717-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.83 Vert(CT) -0.37 17-19 >999 180 BCLL 0.0 Rgp Stress Incr YES WB 0.61 Horz(CT) 0.12 12 n1a n/a BCDL 10.0 Code FBC20177TP2014 Matrix-S Weight 252 lb FT=2D% LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 34-14 oc pudins, except end verticals. BOT CHORD Rigid ceiling dimly applied or 6-1-0 oc bracing. WEBS 1 Row at midpt 6-16, 3-20 REACTIONS. (size) 12=0-M (min. 0-1-12), 20=0-8-0 (min. 0-1-14) Max 1-1=20=211(1-C 8) Max UpIM2-438(LC 4), 20=520(LC 8) Max Grav12=1467(1-C 1). 20=1569(LC 1) FORCES (lb) - Max. CompAvlatc Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2---444f/8, 2-3=550205, 3-0=2622/835, 45=2520/845, 5-6=2117f/51, 6-.7=1925f762, 7.8=1925/762, 8-9=1884/677, 9-1 D=1470f459 BOT CHORD 1-2D=951449, 19-20=9262407, 18-19=7702276, 17-18=7702276, 16-17=.541/1902, 15-16=468/1679, 14-15=48311591, 13-14=-48311591, 12-13=190/579 WEBS 5-19=441d18, 5-17=5151348, 6-17=156/511, 7.16=321241, 8-16=187/529, 9-15-0261, 9-13=-631275, 10-13=242/1018,10-12=1584/522, 2-20=334277, 3-20=2212/700 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu"- 60mph (3-second gust) Vasd=124mph; TCDL=42psF, BCDL=S.Opst. h=75fK CaL II; Exp C; End., GCp'W.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvide adequate drainage to prevent water ponding. 4) This buss has been designed for a 10.0 psf bottom chord five load nonocnotnem with any other foe loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except OMb)12=438, 20=520. LOAD CASE(S) Standard PE 7 51 STATE OF j /°NI�Ie'NG\ \\\�t I 15k 5.0D 12 Sx7 = 2x4 II 5.7 = Dead Load Dell. = 1/4 in 4x5 = 5,5 = 5.6 = 3xB = ax6 = Sx5 = axe = 64 \\ 44 = &7n2 IV W 3a80 38-b{ 45E-0 80 J-]2 +/ -4-0 ]fie J+t J-t2 Plate Offsets (X,Y)— r5:D-5-4 0-2-12t F7:0-5-40-2-12] 111:Edce.0-6-01, r11:D-1-12O-0-01 1120-2.8.0-1-12L r16:0-3-0.0-3-01, tn:0-2-8,0-2-01. r+8:0-0-++,0-+-+Ott r+8:a2-0,0-2-8t -OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP rCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 027 15 >999 240 MT20 244/190 rCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.48 13-15 >999 180 3CLL 0.0 Reap Stress Ina YES WB 0.89 Hom(CT) 0.14 11 n/a We 3COL 10.0 Code FBC20177rP12014 Matrix-S Weight 253 lb FT=2D% -UMBER- rOP CHORD 2x4 SP No2 'Except* T2,T5: 2x4 SP M 31 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 11=Mechanirhl,18=08.0 (min. 0-2-1) Max Hom18=138(LC 8) Max Uplih'+1=498(LC 9), 18=538(LC 8) Max Gmvll=1633(LC 1), 18=1735(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid celling directly applied or 6-3-8 oc bracing. WEBS 1 Row at midpt 3.16.9-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 1-2=554/175, 2-3=3116/982, 34=2694/926, 4-5=26831950, 5-0>2739/1062, 6-7=273911062, 7-8=2630/956, 8-9=27151935, 9AD=3206/1006, 10-11=15531528 BOT CHORD 1-18>201/568, 17-18=3391568, 16-17=-8632805, 15-16=-6952419, 14-15-6962435, 13-14=-6962435,12-13=8552B93,11-12=209/558 WEBS 3-16=-4611336, 5-16=761437, 5-15=200/590, 6.15=445W% 7-15=194/572, 7-13=90/455, 9-13=536/366, 10-12-6962340, 2-18=1538/617, 2-17=-6472244 NOTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Dpsh h=15fk CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent wafer ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load noncencumant with any other live loads. 5) Refer to girder(s) for buss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding t00 lb uplift at join(s) except ()t=lb)11=498, 18-538. LOAD CASE(S) Standard vXcSF�`.1 PE 75051 nx -o %. STATE of ; i I"o RID I# ISSd-E LN Dead Load Dell. = 3116 in 5.00 12 5x7 = 2x4 II 5,7 = 17 16 15 14 12 11 19 3.5 = 514 = Sidi = 34= 3[4 = 34= 2x6 II Sx9 \\ 3x6 = 1- 1 8.7.12 16D0 29d-0 3D8o 3a04 41-2-0 7312 7. 7+1 31-1? 64-0 Plate Offsets KYI- f5:0.5-4 D-2-81 f7:0-5-40-2.81 111:0-2-0 0-1-81,f15:0-2-8,0-3A1.116:0-2-0,0.2-41,117:0-0.11,0-1-101, (17:0-2.8;0.2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Lld PLATES GRIP TOLL 20.0 Plate Grip DOL 125 TC 0.86 Verl(LL) 0.18 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Ved(CT) -0.34 15-16 >999 180 BCLL 0.0 Rgp Stress Ina YES WB 0.75 HDrz(CT) 0.10 10 We n/a BCDL 10.0 Code FBC2017/7PI2014 Mabix-S Weight2361b FT=20% LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 10=Mechanical, 17=0-" (min. D-1-14) Max Hom 17=196(LC 8) Max UpliR1 0=-466(LC 4),17=-501(LC 8) Max Grav10=1467(LC 1). 17=1569(LC 1) FORCES. (to) - Max. Comp./Ma Ten. - All faces 250 (Ib) or less except when shown. TOP CHORD 1-2=511/157, 2.3=2760/868, 3-0=2300/799, 4-6=22891823, 5-fi=21941887, 6-7=2194/887, T-8=19351701, 8-9=12961425, 9-10=1455/466 BOT CHORD 1-17=182/524,16-17=379/524,15-16=8512478, 14-15=1452054, 13-14=52911709, 12-13=529I1709, 11-12=38211196 WEBS 3.15=492/347, 5-15=80/449, 5-14=122f363, 6-14=4461336, 7-14=274f751, 8-12=1701632, 5-11=-833271, 9.11= 49011529, 2-17=1381/583, 2-16=55511960 BRACING- TOPCHORD BOTCHORD WEBS Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 640-0 oc bracing. 1 Row at mldpt 3-15 NOTES- 1) Unbalanced roof five bads have been considered forthis design. 2) Wind: ASCE 7.10; Vint=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=S.Dpsf; h=15ft Cat II; Pxp C; End., GCpi=O.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondbg. 4) This cuss has been designed for a 10.0 psf bottom chord live bad mriconcucent wdth any other five loads. 5) Refer to girder(s) for buss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except rib)10=466, 17=501. LOAD CASE(S) Standard ( PE.7 51 STATE OF j 14 153}6W SOedgT O 5.5 = 3x5 = 3x6= 315= 5x5= Dead Load Defl. = SM6 in 19 16 17 ,v �a " 13 12 11 4x5 = 5x5 = 3xB = 06 = 36 = 4x6 = 3xa = Sx5 = axB = 1J-0 1�OQ 74e 14-00 231-0 328U 331.5 I580 5-0-0 I 62� I 65�1 &1-0 I 9+0 I 658 I 668 � nu Plate Offsets OC YF- f 11:Edce,0{r01.111:0.L12,0-0-06 (12:0-2-8,41-121 118:0-2-8.0-1-121 f19:0�11 0.1-101. 119:0-3-8,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ildefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 12.5 TC 0.80 Vert(LL) 0.31 15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.58 13-15 >918 180 BCLL 0.0 Rep Suess Inc YES WB 0.92 Hom(CT) 0.14 11 rda We BCDL 10.0 Code F13C2017RP12014 Matrix-S. Weight2471b FT=20% LUMBER - TOP CHORD 2x4 SP No2 SOT CHORD 2i4 SP No.2'Excepr B2: 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structure? wood sheathing directly applied, except end verticals. SOT CHORD Rigid ceiling directly applied or 59.15 oc bracing. WEBS 1 Row at midpt 5-17, 7-13 REACTIONS. (see) 11=Mechanical, 19=D-8-0 (min. 0.2-1) Max Horc19=123(LC 8) Max Uprift11=520(LC 4). 1g=546(LC 5) Max Gravl 1=1633(LC.1). 19=1735(LC 1) FORCES. (Ib) - Max. Comp.lMax. Ten. - All forces 250 cab) or less except when shown. TOP CHORD 1.2=-442/126, 2-3=3085/1026, 3-0=2821/1026, 4-5=-2556/988, 5-s=3071/1182, 6-7=3071/11 B2, 741=2582/996, 0-9=285011034, 9-10=3184/1052, 10.11=15581544 SOT CHORD 1-19=135/450, 18-19=257/450, 17-18=-89212787,16-17=101713011, 1616=101713011, 14-15=101&r3021, 13-14=1018/3021, 12-13=9162880, 11-12=169/467 WEBS 3.17=295275, 4-17=1991749, 5-17=7611320, 7-13=7421314, 8-13=20W64, 9-13=368299, 10-12=7712420, 2-19=1545/588, 2-18=7382347 NOTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf; h=15fk Cat II; Exp C; End., GCpi4.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonooncurrem with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjcm(s) except ")11=520. 19=546. LOAD CASE(5) Standard �{ PE7 51 ro STATE OF 1f zz N' rA 5x5 = 3%4 = 3,6 = 3x4 = 54 - Dead Load Dell. = 5/16 in W = Sx5 = 3x8 = 4x6 = 314 = 4x6 = 3x8 = 5w5 = awe = � 889 WN I 22d21 31--V" I 38M— 4G-B-0 D4-0 62-9 6-57 94-0 9-4-0 658 6S8 Plate Offsets (Y Yl- 110:Edge 0-6-07,110:0-1.12 0-0-01. 111:0-2-8 0-1-121 117:0-2-8 0-1-121, 118:0-1-12,D-0-07 [18:Edne 0-6A1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in Qoc) Well IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.75 Vert(LL) 0,32 14 >999 240 Mr20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.87 Vert(CT) -0.5914-16 >901 180 SCLL 0.0 Rep Stress Inv YES WB 0.93 Hom(CT) 0.15 10 Na We BCDL 10.0 Code FBC2017rrP2014 MatrixS Weight24411b, Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No2'Except' B2: 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No3 WEBS REACTIONS. (stce) 18=0-8-0 (min. 0.1-15), 1D=Mechanlral Max Harz 18=97(LC 8) Max Upli1[15=523(LC 5), 10=523(LC 4) Max Grav18=1642(LC 1). 10=1642(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1.2=320211057, 2-3=2870/1040, 3-4=26D1/1001. 4-5=3103/1191, 5-0=-3103/1191, 6.7=260111001, 748=2870/1040, 8-9=3202/1057, 9-10=1566/546, 1-18=1566/546 BOT CHORD 17-18=2591469, 16-17=9242897, 1516=1027rd048, 14-1 r5--1027/3048, .13-14=1026/3048,12-13=102613048, 11-12=9212897, 10-11=1691469 WEBS 2-16=367298, 3-16=207/771, 4-16=754/317, 6-12=754rd17, 7-12=207rr71, 8-12=367298, 9.11=7762436,1-17=7762435 Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. Rigid ceiling directly applied or 5.9-10 oc bracing. 1 Row at midpt 4-16, 6-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsF h=15ft Cat II; Exp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 date grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad noncencunent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at)oint(s) except at -lb) 18=523, 10=523. LOAD CASE(S) Standard ` t PE 76O51 rn o S/JTAATE OV fZZ 1835 a-W Dead Load Oefl. = 5/16 in 517 = 2,4 II 3.6 = 3x5 = 5x7 = 4x5- W ass= 4x6= 31B= 315_ 4x6= 3x5= 6x6= 6x1O \\ ta-a -09 662 12-0-0 t9-7J 278t2 34d-0 ID2-13 458-0 aiL 8.8 = Plate Offsets KYF t4:0.5-4.0-2-121 t8:0-5-0.0.2-121 If 1:Edpa GE-0] 111:1Y1-12.0-0-0t t12:0-3-0.0-2$, 116:0-2-8,0-1-81. N9:0-2-8,D-1-121, 120:0-0-11.0-1-101120:gs -0: aet LOADING(pst) SPACING- 24)-0 CSI. DEFL in (Ioc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 0.53 Vert(U) 0.37 15-16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.90 Vert(CT) -0.6215-16 >549 180 BCLL 0.0 Rep Stress Ina YES WB 0.93 Hom(CT) 0.17 11 n1a nla BCDL 10.0 Code FBC2017/TPI2014 Matrix-S - Weight2461b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 72,T3: 2x4 SP M 31 BOT CHORD 2x4 SP No 9 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc pudins, except end verticals. - BOT CHORD Rigid wiling directly applied or 5-2-14 oc bracing. WEBS 1 Raw at micipt 7-16 REACTIONS. (size) 11=1viechanidal, 20=0-8-0 (min.0-2 Y) Max Horz20=107(LC 8) Max Upliftt 1=546(LC 4), 20=572(LC 5) Max Grevl1=1633(LC 1). 20=1735(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=3501111, 23=3012J1047, 3-0=293111102, 4.5=353511426, 5{r>353411426, 6-7=353411426, 73=354711430, 8-9=297111114, 9-10=-313211081, 10-11=15631562 BOT CHORD 1.20=1121354, 19-20=195r354, l8.1g-9202727, 17-18=8872667, 16-17=8872657, 15-16>1265rd546, 14-15=8952694, 1314=3952694, 12-13=95112840, 11-12=1331401 WEBS 4-18=201301, 4-16=-45411154, 5-16�4311324, 7-15=4741323, 8-15=44 11128. 8-13=32W t. 10-12=6222451, 2.20=15581592, 2-19=7912389 NOTES- 1) Unbalanced rod live loads have been considered for this design. 2) Wind: ASCE 7-10: VuIt=160mph (3-second gust) Vasd=124mph; TCDL=42psF BCDL=S.Opsf; h=15$ Cat II; Exp C, End., GCpi=0.16; MWFRS (envelope); Lumber DOL=1,60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncon¢ment with any other live loads. 5) Refer to girder(s) for truss to buss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wtthstanding 1 DO lb upfrft atjoint(s) except Qt=1b)11=546, 20=572. LOAD CASE(S) Standard .r r ; PE 7W51 nX -O % .f STATE O 1 1tr, RID glo I�i�NC� I'a., 833-13� i, -1.-7I 27I .25-2-3 I 4S.� 3737&4 6-713 SS04 S72 1A84 Dead Load Den. = 5/16 in 5x7 = 5.00 111 —2 2x4 II 3.6 = 314 = 517 = axe = 6x6 = 3.4 = 4x6 = 318 = 3x4 = 416 = 314 = 616 = 0�4,0 SS2 17-0-0 78-7� 26-0-72 I 3380 39-2-'13 4CS0 SfI iiA ex8 = Plate Offsets(X,YF 13:0-5-40-2-121 f7:o-5-00-2-121 f10:Edge0-6-01 M0:0-1-120401 111:0-3-00-287 115:0-2-80-1-81 M8:0-3-00-2-81 (19:Edge0-6-0) M8:0-1-120-0-M LOADING(Psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.52 Vert(LL) 0.38 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.91 Ved(CT) -0.6414-15 >833 180 BCLL 0.0 Rep Stress Ina YES WB 0.94 Horz(CT) 0.17 10 We n/a BCDL 10.0 Cade FBC2017rrPt2014 Mabiz-S Weight 243 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2'Except' TOP CHORD T2;73: 2x4 SP M 31 BOT CHORD 2x4 SP No2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS- (size) 19=0-8-0 (nnh. 0-1-15), 10=Mechanlml Max Horz19=a2(LC S) Max Uplifl19=549(LC 5), 10=549(1-C 4) Max Grav19=1642(LC 1), 10=1642(LC 1) FORCES. (lb) - Max. CompjUax. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1.2=3150/1086, 2-3=2991/1120, 33=357811439, 4-5=3578/1439, 5b=3678/1439, 6,7=3577/1439, 7-8=2991/1120, 8-9=315011OB6, 9-10=1571/565, 1-19=1571/565 BOT CHORD 18-19=209/402,17-18=9592857, 16-17= 2713, 1516>9042713, 14-15=1274/3577, 13-14=9012713, 12-13=9012713,11-12=955/2a57, 10-11>133/402 WEBS 3-17=31/323, 3.15=45011144, 4-15�4311325, 514=482/326, 7-14=45011143, 7-127-311324, 941=-8272466, 1-18=8272466 Structural wood sheathing directly applied or 2-10-14 oc pudins, except end vgrlicals. Rigid ceiling directly applied or 5-2-11 oc bracing. 1 Row at midpt 6-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10-, Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psF, BCDL=5.Opsf, h=151C Cat II; Pxp C; Encl., GCpi-0A8; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) Refer to girde(s) for truss to trust connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 1001b uplift at joint(s) except Cir--Ib)19--549, 1G=549. LOAD CASE(S) Standard ( ; PE7E�051 o STATE OF b1�Ri0 s/oNAL '`�NG\\��� �� 1d338W Sx5 = 5.00 12 3,5 = 3x5 = 3x6 — 3x5 = 5x5 = d 9 Dead Load De0. = 12 in it 4x5 — 3x8 — 418 MT20HS= 3x5 = 3x5 = 4x8 Mr20HS= 3xs 4x5 — LGADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.5516-16 >999 240 MT20 24411 DO TCDL 7.0 Lumber DOL 1.25 BC OS1 Vert(CT) -0.94 15-16 >588 180 MT20HS 1871143 SCLL 0.0 Rep Stress Inrr YES WB 0.49 Horz(CT) 022 12 nla n/a BCDL 10.0 Code FBC20171rP12014 Matrix-S Weighb233lb Fr=20PA LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 1-7.8 oc pudins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-1 D-12 oc bracing. , WEBS 2x4 SP No.3 WEBS 1 Row at midpt 518, 8.13 SLIDER Left 2x6 SP No2 2.7-5, Right 2x6 SP No2 2-7-5 REACTIONS. (size) 1=D-8-0 (min. 0-1-8), 12=68-0 (min. 0-1.8) Max Horz1=76(LC 8) Max Upl'dt1=589(LC 5),12-589(LC 4) Max Gmvl=1702(LC 1), 127-1702(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250'(Ib) or less except when shown. TOP CHORD 1.2-3671/1352, 2-3=3617/1368, 3A=3434/1290, 4-5= 3175/1232, 5-6r 4 211778, 6-7=-448211778, 7-8=4482/1778, 8-9--317511232, 9-10=3434/1290, 10-11=361711368, 11-12--3671/1352 BOT CHORD 1-18=119713308,17-18=1603/4299,16-17=1603/4299,15-16=1764/4666, 14-15=16DO/4299, 13-14=1600/4299,12-13=119413308 WEBS 3-18=192276, 4-18=300/1006, 5-18=1419/625, 516=53(440, 6-16=-3121192, 6-15=3121192, 8-15>531440, 8-13=1419/625, 9-13=-3MlOD6, 10-13=192r276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vu"- 60mph (3-second gust) Vasd=124mph; TCDL=4.2pst,, BCDL=S.Opsf; h=15$ Cat II; Exp C; Encl., GCpFO.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondmg. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconoument with any other live loads. 6) Provide mechabiml connection (by others) of truss to bearing plate capable Df withstanding 100 lb uplift at joint(s) except (it=lb)1=589. 12=589. LOAD CASE(S) Standard \ri , � I8C�/lam/ PE 7 51 �6 0 STATE OF Rla ?/0NAL cL 18a3&LN S.DO FIT 64 = 2x4 II 418 = 5x6 = 2:4 II 44 = 6x9 = 5 6 7 8 _ 9 10 Dead Load Deft. = 9116 in Sx8 = 21 20 19 _ t8 17 16 15 14 5x8 = 46 = US = 2x4,11 3x8 = 3x6 = 3,5 = 4x6 = 4x12 Mt2DHS= 400 Mr2DHS= 4x8 = t+o 45ao BOO 142-18 2639 P6i-7 3b5E 3880 45+p 4 ' 6d0 F2-t0 6414 f:614 6414 63-1a LB-e 1-0-0 all 0 Plate Offsets MYi- 11. 14:11-3-0 04-0] r10'D3-404-01 113:0-32 0-3-0] 113'1-33 Edoel 115:0-24 0-1-81 (17:42-0D-1-81 (20:0-3-00-2-01 LOADING(pst) SPACING- 2-0-0 CSI. in Doc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.67.85 17-18 >>47 240 MT20 2441190 TCOL 7.0 Lumber DOL 125 BC 0.702017-18 FH.25 >459 1B0 MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.82 13 n1a n/a BCDL 10.0 Cdde FBC2017frP[2014 Matrix-S Weight:525lb Fr=20% LUMBER - TOP CHORD 2x4 SP No2 *Except* T2,T3: 2x6 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Leff 2x6 SP No2 2-D-1, Right 2x6 SP No2 2.0-1 REACTIONS. (size) 1=D-8-0 (min. 0-1-8), 13-0.8-0 (min. 0-1-8) Mau H0214i0(LC 8) Max Upiifr1=1530(1-C 5), 13=1530(LC 4) Max Grav1=3349(LC 1), 13--3349(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All fours 250 (lb) or less except when shown. TOP CHORD 1-2=756013549, 2-3=7506fd554, 3-4=769M657, 422=1089WS256, BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc pudins. BOT CHORD Rigid calling diredtly applied or 6-10-14 oc bracing. 22-23>10899/5257, 5-23=10900f5257, 5-24=1089WS255, 24-25=1089815255, 6-25=10898/5255, 6-26=12748/6131, 26-27=12748/6131, 7-27=12748/6131, 7-28-12748/6131, 8-28=1274816131, 8-29=12748/6131, 29-30=1274816131, 9.30=12748/6131, 9.31=1089215255, 31-32=1B89115255, 10.32=1D890/5254, 10-1l=7691/3657,11-12=7506/3554, 12-13=7560/3549 BOT CHORD 1-21=3181/6814, 21-33-„3' 05R138, 3334=330517138, 20-34=3305f7138, 19-20---6010/12734, 19-35=-6010/12734,18-35--Zo1a12734, 18-36-=-6010/12734, 36-37--6010112734, 37.38=-6010112734, 17-38--6010M2734, 17-39=5134110890, 16-39=5134/10890, 15-16=5134/10890,15401 3303f7140, 4041=33D3ff140, 1441=3303/ 7140. 13-14=317916814 WEBS 3-21=238/531, 4-21=22/490, 4-20=2D80/4308, 5-20=738/630, 6-20=2123/994, ' 6-18-0/519, 8-17=704/614, 9-17=9992148, 9-15=1750/1104, 1 D-15=207814298, 10.14>221491, 11-14=239/532 NOTES- 1) 2-ply inns to be connected together with 10d (0.131'x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 24.2 rows staggered at 0-9-0oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) Act loads are considered equally applied to all plies, except if noted as front (F) or back (B) fete in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live bads have been considered for this design.�j 4)Wind: ASCE 7.10; Vult=160mph (3serond gust) Vasd=124mph; TCDL=42psf; BCDL=5.Dpsf, h=15$ Cat II; Exp Q End., GCpr-\38 X�/ �. lC MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ♦ 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. _� j P E 7 51 1 j` 7) This tear has been designed for a 10.0 psf bottom chord live bad nonconcunent with any other live bads. f t 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 13 1530. Confined on page 2 fff, STATE QF j R10 \�N In 8338-LN NOTES 9) Hangers) or other connection device(s) shall be provided sufficient to support concentrated I08d(s)176 lb down and 233 lb up at 800, 107 lb down and 150 lb up a1-10-0-12, 107 lb down and 150 lb up at 12-0-12,107 lb down and 150 lb up at 14-0-12, 107 to down and 150 lb up at 16-0-12, 107 lb down and 150 to up at 18-0-12, 107 lb down and 150 lb up at 20012, 107 lb down and 1501b up at 22012.107 lb down and 150 lb up at 23 4-0,107 tb down and 150 to up at 24-74, 107 to down and 150 to up at 26-74, 107 lb down and 150 lb up at 28-74. 107 lb down and 150 lb up at 30-74, 1071b down and 150 to up at 32-7-4, 107 lb down and. 150It, up at 34-7-4, and 107 lb down and 150 lb up at 36-74, and 176 Ib down and 233 Ib up at 38-M on top chord, and 314 Ito down and 164 lb up at 8-0-0. 80 lb down at 1011-12, 80 lb down at 12-0-12, 80 to down at 14b12, 80 to down at 16-0-12, 80 lb down at 18012, 80 lb down at 20-0-12, 80 to dwm at 22-0-12, 80 to dwm at 23-4-0, 80 lb down at 24-74. 80 lb down at 2G74, 80 lb down at 28-74, 80 lb down at 30-74, 80 lb down at 32-74. 80 lb down at 34-74, and 80 lb down at 36-74, and 314 lb down and 164 to up at 38-74 on bottom lard. The designlselecfion of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Incr ase=1.25, Plate Inaease=125 Uniform Loads (plf) Vert 14=54, 4-10=54, 10-13=54, 1-13=20 KkM 18=54(F) 8=107(F)17=54(F) 9=107(F)15=54(F)14=314(F)16=54(F) 22=107(F) 130=107(F) 31=107(F) 32=107(F) 33=54(F) 34=54(F) 35=54(F) 36=54(F) 37=54(F; r PE 7C051 ri1 -O .p STATE OF j �OQ �1�RIvj'����t� NA 11E�G \�� 7x6 MT20HS= 3x6 11 6xa MTMU = I MIU = M = K4 11 7x6 = Dead LoW Deb. =3/16 in LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 125 Rdp Stress Ina NO Code FBC2017rrP12014 CSL TC 0.96 BC 0.78 WB 0.81 Matrix- DEFL in Vert(LL) 0.27 Vert(CT) -CA2 Haz(CT) 0.12 Qoc) 9defl Lid 9-10 >979 240 9-10 >622 180 7 Na n/a PLATES GRIP MT20 244/190 MT20HS 1871143 Weight 286 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -ExmpP TOP CHORD Structure] wood sheathing directly applied or 1-10-13 oc puriins. T2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-8 oc bracing. ' BOT CHORD M SP M 26 WEBS 2x4 SP No.3 "Except' ' Wl:2x4 SPM31 SLIDER Left 2x4 SP No.3 3.9-15, Right 2x4 SP No.3 3-9-15 REACTIONS. (sae) 1=0-8-0 (min. D-3-9), 7=D40 (min. 0-2.9) Max Hoal=84(LC 27) Max Upliftt=3101(LC 8), 7=2489(LC 9) Max Gmvl=856a(LC 1), 7=6211(LC 1) FORCES. (lb) - Max. CompJMax Ten. - All forces 250 Qb) or less except when shown, TOP CHORD 1-2=18817/6821, 2-3=1537915735, 3-4=1213114722, 4-5=12127/4721, 5b=14880/5996, 6-7=14765/5905 BOT CHORD 1-14=6284/17213,13-14=-6284117213, 13-15=-6264/17213, 12-15=-284/17213, , 12-16=5252/14196, l l-16=5252M4196,11.17=5252114196, 11)47=5252/14196, 10-1 B>5405/13719, 9-18=5405113719, 8-9>5356/13488, 7-0=5356/13488 WEBS 4-10=3507/9088, 5-10=3719/1835, &9=17(1013602, 6.9=360/434, 3-lD=-4417/1489, 3�l2=1330/4249, 2-12-3477/1186, 2-13=96513171 NOTES- 1) 2-py truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 now at D-7-0 oa Bottom chords connected as follows: 2x6 - 2 rows staggered at D-3-0 oc. Webs connected as follows: 2x4 -1 cow at 0-9-0 oc. 2) An loads ere considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) a (B), unless otherwise indicated. 3) Unbalanced roof five loads have been considered for this design. 4) Wind: ASCE 7-1 (1. Vuh=160mph (3-second gust) Vasd=124mph; TCDL-42ps ,, BCDL=S.OpsF, h=15f ; Cat II; Fxp C; End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) A8 plates are MT20 plates unless otherwise indicated. 6) This 7) Provide mechanical has been �nectionned fora (by others) bottom chord two of buss to bearing load sonm=nW with any other live capable of withstanding 100 Ito uplift at joint(s) except GII-I- b) 1=318���\\ 7=2489. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1622 lb down and 560 lb up 1613 In down and 539 lb up at 4-54, 1613 lb down and 518lb up at B-54, 1613 lb down and 5401b up at B-54, 1613 lb down566ib 1 up at 1D-54, and 1652 lb down and 714 lb up at 12.54, and 3436 lb down and 1664 lb up at 144-8 on bottom chord. The 7 pE 7 51 \ desigalselection of such connection devices) is the responsibTly of others. �' 71j ; LOAD CASE(S) Standard T - � X v zz :ontinued on page 2 �`� STATE OFQ 40\ rl� 833r3-LN E LOAD CASE(S) Standard 1) Dead - Roos Live (balanced): Lumber Increase=1.25, Plate lnarase=1.25 Unffonn Loads (plf) Vert 1-4 -54, 4-7=54, 1-7=20 Concentrated Loads (Ib) Vert 9=-3436(B)13=1613(B)14=1622(B)15=1613(B)16=1613(B)17=1613(B)16=1652(B) �( PE7 1 -a `. STATE OF �I t i i� O� F1 RIOT.' �4, &1'+-&LN 44 = 21 20 19 16 t7 16 15 14 13 12 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.27 Vert(LL) We We 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC . 0.19 Vert(CT) n/a - We 999 BCLL 0.0 Rep Stress Ina NO WB 0.12 HDa CT) -0.01 12 We Na BCDL 10.0 Cqde FBC2017/rP12014 Mabix.S Weight 1051b FT= 20% LUMBER- BRACING TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puriins. BOT CHORD 2x4 SP No2 SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-6-0. (lb) - Max Horz21=86(LC 10)) Max Upl'dt All uplift lW lb or less atjoint(s)17; 19, 20,15,14, 13 except 21=123(LC 8),12=127(LC 9) Max Grev Al r coons 2501b or less at joint(s)17,19. 20,15, 14, 13 except 16=304(LC 1), 21=351(LC 17), 12=351(LC 18) FORCES. Qb) - Max ComplNlax Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2-114/264, W-11=111264 WEBS 6-16=263/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE.7-10; Vuft=160mph 13-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h=15$ Cat II; Exp C; End., GCpr0.18; MWFRS (envelope); Lumber DDL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 24)-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord five load nonconarnrem with any other five loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO lb uplift at joint(s) 17,19, 20. 15,14,13 except Qt=lb)21=123,12-127. 8) Non Standard bearing condition. Review required. LOAD CASE(S) Standard \Pl'� MI B[ /E'q//����i r ! PE 76051 nx STAT]i�d F Dead Load Dell. = 5116 in 44 = 414 = =1 = 4x4 = Plate Offsets Mt- 11'D-1-14 0-0-21, f 1:0A-0,132] f6:0-0-01-3-21. 16:0-1-14 0-041 f8:0-3-8.0-341 LOADING(psi) SPACING- 24)-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP rCLL 20.0 Plate Grip DOL 125 TC 0.74 Ver4LL) -027 6-7 >963 240 MT20 244/190 rCDL 7.0 Lumber DOL 125 BC 0.97 Vert(CT) -0.56 1-8 >460 180 3CLL 0.0 Rerp Stress Inrr YES WB 0.14 Hom(CT) 0.04 6 nla Na 3CDL 10.0 Code FBC2017frP12014 Matrix-S Weight 97 lb FT = 20% '1MBER- rOP CHORD 2x4 SP No2 30T CHORD 2x4 SP No2 NEBS 2x4 SP No.3 NEDGE -at 2x6 SP No2, Right 2x6 SP No2 REACTIONS. (sae) 1=04l-0 (min. 0-1-8), 6=0-8-0 (min. 0-1.8) Max Ho¢ t=76(LC 11) Max Uplift1=265(LC 8), 6=265(LC 9) Max Gmv1=789(LC 1), 6=789(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc pudins. BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 25D (lb) or less except when shown. rOP CHORD 1.2=14281476, 2-3=11671363, 3A=10331336, 4-5=11671363, 5-6=14281477 30T CHORD 1-8=43411264, 7-8=2D7f1033, 6-7=35811264 NESS 2-8=3691d27, 3$=-1501375, 4-7=151/375, 5.7=369f327 MOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psh BCDL=5.0pst; h=15it; Cal II; Exp C; End., GCprO.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. i) This truss has been designed for a 10.0 psf bottom chord live load nonconanent with any other live loads. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()[-Ib)1=265, 6=265. -OAD CASE(S)Standard � PE7 51 � L `-a 1 . STATE OF ; I�1�NG I 1:1i9-LN 1 4x5 = 2 4.8 = 3 Dead Load Deft. = 3116 in 3x9 II 3A = 3x4 = 1x4 11 4Ya II se z 2z-0o Plate Offsets (M- 11.0-0-0 1-321 11.0-1-140-0-Z1 R:0-2-12 0-2-01 13:0-5-0 D-2-01 14•G-1-14 0-0-21, f4:0-0-0,1-3-21 LCIADING(psf) SPACING- 2-0-0 CS]. DEFL in (lox) Udell Ud PLATES GRIP iCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.13 4-5 >999 240 MT20 244f190 i_DL 7.0 Lumber DOL 125 BC 0.81 Vert(CT) -029 45 >871 180 3CLL 0.0 RGp Stress Inrr YES WB 0.12 Horz(CT) 0.04 4 Ma nfa 3GDL IO.0 Code FBC2017/rP12014 Matrix- Weight 91 lb FT=20% LUMBER- iOP CHORD 2x4 SP No2 3OT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Let 2x6 SP No2, Right: 2x6 SP No.2 REACTIONS. (size) 1=0-" (min. 0-1.8), 4=0-8-0 (min. 0-1-8) Max Horz1=-1(LC 11) Max Uplift 246(LC 8), 4=246(LC 9) Max Gmv1=789(LC 1), 4=789(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - NI forces 250 (Ib) or less except when shown. TOP CHORD 1-2>l3981437, 2.3=1229/449, 34>1397/438 BOT CHORD 1-7=330/1222, 6-7=325f1229, 5-6=325/1229, 4-5=32B/1222 WEBS 2-7=D/290, 3-5=0/290 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (1-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opst h=15ft Cat II; Exp C; End., GCpi=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (It-lb)1=246, 4=246. LOAD CASE(S) Standard M. 13t VVcEntsF.�l��� wj 1PE 7 51 \i -O STATE OF j 0F1 R o,.=��� NAL 40 113B41-lN 4x4 = 5-M 11-2 3,8 = 4x4 = Dead Load Defl. = 1/16 in 4x9 \\ 4x9 = U4 II 4xa - US // Plate OfFsets iXVF B•o-2-60-'I-Bt rao-o-110.1-10] ts'0-4-0o-1-121 t12'0-0-00.1-12] (130�11 o-1-101 r13o-2-8 o-1-81 - - - -- - LGADING(pst) SPACING- 2-0-0 CS]. DEFL in (loc) Well Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.48 Vert(LL) 0.12 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.66 Vert(CT) -0.17 9-11 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.54 Hoa(CT) 0.04 8 Na Na BCDL 10.0 Code FBC2017/iP12014 Matrix-S Weight1071b FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc puffins. BOT CHORD Rigid celling direly applied or 5-7-13 co bracing. REACTIONS. (size) 13=0-" (min. 0-1-8), 8=0-8-0 (min. 0-1-8) Max Horz13=46(LC 8)' Max UpIrM3=534(LC 8), 8>5331[LC 9) Max Gmv13=1146(LC 1), 8=1146(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=18131911, 3-14=1640tW7,14-15=16391867, 4-15=1639/867, 4.16=1640/867, 16-17=1640/867, 5-17=1640/867, 5-6=18131910 BOT CHORD 12-18=10982243, 18-19>109a=43, 11-19=1098I2243, 10-11=10982243, 10-20=10982243, 9-2(1=10982243 WEBS 3-12=5/394, 4-12 =7131365, 4-11=0/309, 4-9=712/365, 5-9=5ld94, 2-13=1025f560, 2-1r--681/1414, 6-8=-1026/559, 6-9=-68111414 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE17-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=42psf, BCDL=S.Opsf, h=151t; Cal II; Exp C; End., GCpir70.18; 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 list bottom chord live load nonconcu ent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot 4b)13=534, 8=533. 6) Hanger(s) or other connection device(s) shall be provided sufficient 10 support concentrated load(s)166 Ib down and 246 lb up at 64)-0, 55 Ib down and 107 lb up at 8b12, 55 Ib down and 107 Ib up at 10b12, 55 lb down and 107 Ib up at 11-11-0, and 55 Ib down and 107 lb up at 13-11-4, and 166 lb down and 246 lb up at 16-0-0 on top chord, and 84 Ib down at 6-0-0, 41 Ib down at 8-0-12, 41 Ib down at 10�12, 41 It, down at 11-114, and 41 Ib down at 13-11-4, and 841b down at 15-11-4 on bottom chord- The designlselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) 1) Dead +Root Uwe (baaanced): Lumber Increase=125, Plate Increase=125 \\\\\rhrd \,`NN`1 MI Igt/// //// Undorm Loads (pit) \\ \ri Vert 1-3=54, 3-5=-54, 5-7=54,1-7=20 \ / Concentrated Loads (lb) JC SF ♦ F z0 t:27( )ts(B) 5=11s(B) to=r-- z7(B) tbs(B9=-< ) s(B) ta=55(B)15=55(B)15=ss(B) T7=55(B)18=z7(B) is=z7(B� _ 17 PE 7 1 jj[f 1..a O.r STATE OF f� \•� �p' Ie, G \ q d�� n3B LN 2x611 LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Ildefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.53 Ven(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.35 Ven(CT) -0.10 4-5 >796 180 BCLL 0.0 Rep Stress Ina NO WB 0.08 Horz(CT) -0.03 3 nta n/a SGDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-M oo bracing. WEBS 2x4 SP No.3 REACTIONS. (sae) 3=Mechanical, 4=Mechanical, 5=0-11-5 (min. 0-1.8) Max Horz5=123(LC 4)' Max Upl"d0=125(LC 4), 5=166(LC 20) Max Gmv3=141(LC 1), 4-J9(LC 3), 5=254(LC 1) FORCES. (lb) - Max. CompdMax. Ten. - All forces 25D (lb) or less except when shown. WEBS 2-5=26=75 NOTES- 1) Wind: ASCE 7-10; Vuft=16Omph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=151k CaL II; Exp C; End-, GCpr-0.18; M WFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconwrnmt with 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 100 lb uplift atjofnt(s) except QH- b) 3=125, 5=166. 5) Hanger(s) or other connection devic(s) shall be provided sufficient to wpport concentrated load(s) 30 lb doom and 110 lb up at 2-11-0, 30 to down and 110 lb up at 2-11-0, and 26lb down and 52 lb up at 5A-15, and 26lb down and 52 lb up at 5-8-15 on top chord, and 71111 up at 2.11-0, 71 lb up at 2-11-0, and 5 ID down and 2 lb up at 5-8-15, and 5 lb down and 2lb up at 5-8-15 on bottom chord. The designlselection of such connection devices) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead * Roof Live (balanced): Lumber Increase=125, Plate Inaease=125 Uniform Loads (pit) Vert 1.3=54, 1.4=20 Concentrated Loads (Ih) Vet 6=72(F=36, B=36) 8=94(F=47, B�47) `'��� k MI I IBt //�/ZNN ��GENSF•�l��i� PE7 51 STATE OF Zz S,ONI�`�NG\\\��� .st:--o-tiu b314 7-515 - - 11-2-4 eta SS•t 3-8-5 3x6 II 3,4 = 1-9-14 7-515 11.2-4 t-9-14 S&1 __ 3-8-5 Plate Offsets KYH f2:0-0-B 0.1.121 1B:0-1-6.1-7-101 f6:0-0-0 0-1-121 LOADING(psl) SPACING. 2-0-0 CSI. DEFL- in Ooc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.48 Ven(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.53 Vert(CT) -0.05 45-7 >999 180 ' BCLL 0.0 Rep Stress Ina NO WB 0.16 Horz(CT) -0.04 4 Na rda BCDL 10.0 Cdde FBC2017/TPI2014 MatrixS Weight 43 lb FT = 2D% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Medtanicel, 8=0-ll-5 (min. 0-1.8), 6=Mechanimi IMax Horz8=164(LC 20) ' IMax Uplitt4=79(LC 4), 8=200(LC 4), 6=147(LC 4) IMax Grav4=99(LC 1), 8=370(1-C 1), 6=289(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 64-0 oc pudins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. FORCES. Ob) - Max. CompJMax. Ten. - All torus 250 Ob) or less except when shown. TOPCHORD 1-2-3621152,2-9 414/186,9-10=41 all 95, 3-10=3751187 BOT CHORD 1-8=145/365, 8-12--2551365, 12-13=255/d65, 7-13=255/365, 7-14=2551385, 574=2551365 WEBS 25=279227, 30�4321302 NOTES- 1) Wind:.ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.Dpsf; h=15fK Cat II; Pxp C; End., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurtem with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upti t at joint(s) 4 except &--lb) 8=200, 6=147. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 ib up at 2-11-0, 30 lb down and 110 It, up at 2-11-0, 26 lb down and 52 to up at 5-8-15, 26 lb down and 52 It up at 5-8-15, and 58 lb down and 107 to up at 8-0-14, and 58 lb down and 107 to up at 8$14 on top chord, and 71 to up at 2-11-0, 71 lb up at 2-11-0, 5lb down and 2 to up at 5-8-15, 5 to down and 2Ib up at 5-8-15, and 26 lb down at 8-6-14, and 26 lb down at &&14 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 from (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Incaease=125, Plate Increase=1.25 Uniform Loads (pit) Vert 1.4=54, 1.5=20 Concentrated Loads Ob) Vert 9=72(F=36, B=36) 11 =65(F=33, B=33)12=94(F=47, B--47)14=37(F=19, 8=19) { PE 7 51 !o. X6 D .. STATE �- 414 = B 7 6 1x4 g - 1x4 11 1x4 it LOADING(psf) TGLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 125 Rep Stress Inns NO Code FBC2017frP12014 CSI. TC 0.28 BC 0.18 WB 0.05 MatdxS DEFL in Vert(LL) nla Vert(CT) nla Horz(CT) -0.00 am) I/deft Lid - rda 999 - n/a 999 6 rJa n/a PLATES GRIP MT20 2441190 Weight 40 Ib FT = 2D% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc pur ins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid calling directly applied or 6-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (sae) 7=8-8.0 (min. 0-1-8), 8=6-8-0 (min. 0.1-81 6=84-0 (min. 0-1S) Max HorzB=41(LC 8) Max Uplift?=19(LC 8), 8=160(LC 8), 6=161(11C 9) Max Grav7=226(LC 1), 8=348(LC 17), 6=348(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=92282, 4-5=91282 NOTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=42psq BCDL=S.Opsf, h=1514 Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the thus only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2-0-0 oc. 5) This buss has been designed for a 10.0 psf bottom chord live load nonconcunrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except at -lb) 8--160, 6--161. 7) Non Standard bearing condition. Review required. LOAD CASE(S) Standard \\\\\`c/ EN - r ! PE 76051 n1 -a k . STATE OAF j .Q� iw3-s-LN 3-0-0 6-0-0 3-0-0 3-0-0 4x4 = 5.00 12 2 b4 2x4 U 2x4 II l LOADING (PSI) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Lld PLATES GRIP TELL 20.0' Plate Grip DOL 125 TC 0.20 Ved(LL) -0.01 5 >999 240 , MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.15 Vert(CT) . -0.03 5 >999 lao BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 4 n1a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight 241b FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (sae) 6=G8-0 (min.0-1.5),4=0-M (min.0-1-6) Max Horz6=22(LC 11) Max Upli(tll B), 4=-69(LC 9) Max Grav6=211(LC 1), 4=211(LC 1) FORCES. Qb) - Max. CompJMax Ten. - A0 forces 250 Qb) or less except when shovm. BRACING TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, except end verticals. BOT CHORD Rigid calling directly applied or 10-M oc bracing. , NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY, BCDL=S.W,, h=15f ; Cat 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcu ent vrith any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. LOAD CASE(S) Standard 1PE7 51 ✓�6 I o 1, STATE OFR f 9.5 SJ B-LN i 1n i M I 140 08-0 1-0-0 2-0-0 7-00 1-0-0 Plate Offsets MY)- 12:0-0-12.0-1-127.r2:0-1.11,1-2-M, 15:0-0-0,0-1-12j LOADING(psf) SPACING- 2-0-0 CSL DEFL in poc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.07 Vert(l) 0.00 5 >M 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.02 Hom(M) -0.00 3 rda n/a BCDL 10.0 Cdde FBC2017rrP12014 Matrix-P Weight 7lb FT=2D`A LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (sae) 3--Mechanical. 4=Mechanical, 5=0 -0 (min. D-1-0) Max Horz5=43(LC8) I ' Max Upl'dt3=34(LC 1), 4=-43(LC 1), 5=-66(LC 8) Max Cr v4=-5(1-C 8). 5=223(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 cab) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.Opsf; h=15% Cat II; Exp C; Encl., GCp'FO.18; MWFRS (envelope); Lumber DDL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load noncorimment with any other live loads. 3) Refer to'girder(s) for truss to tmss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3, 4, 5. LOAD CASE(S) Standard r PE 7M51 nx STATE O / 1 r�� J Ss/O 11111\0G\\\\\� 9� ea'.B u Plate Offsets (X,Y)— (2:D-0.12,0-1-121, t5:0.1-8,1-2-01, 15:0-0-0,0-1-127 LOADING(psf) SPACING- 2-M CSI. DEFL in Qoc) Waft Ud PLATES GRIP TCLL 20.0: Plate Grip DOL 125 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.07 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) -0.00 3 Na nta BGDL 10.01 Code FBC20171PI2014 Matrix-P Weight 13 lb Fr=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanica1, 4--Mechanical, 5=&" (min. 0-1-8) Max H=5=83(LC 8) , , Max Uplift3=59(LC 8), 5=66(LC 8) Max Gmv3=54(LC 1), 4=40(LC 3), rr220(LC 1) FORCES. pb) - Max. CompJMax. Ten.- All forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIr160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.Opsf, h=15ft; Cat. II; Exp C; End., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live toads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of wdhstanding 100 lb uplift at joint(s) 3, 5. LOAD CASE(S) Standard �N�;- �cEnrSF•. � PE7 O 1 . STATE OF Rlv A �' ina:-e-LN 1-0-0 5-0-0 5-0-0 Plate Ofsets (X,Y} 12;0-0-12,0-1.121,15:0-" 1-2-0] 15:0-0-0 0-1-121 LOADING(psf) SPACING- 2-0-0 CSL DEFL- in Qoc) 'Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 026 Ved(LL) -0.02 4-5 >999 240 Mr20 2441190 TCDL 7.0 Lumber DOL 125 BC 020 Vert(CT) -0.04 4-5 >999 180 BCLL ' 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) -0.02 3 n1a nla BCDL' 10.0 Cdde FBC2017rrP12014 Matrix-P Weight 19 lb FT=2016 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 20 SP No2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanica1, 4-Mechaniml, 5=0-8-0 (min. 0-1.8) Max Hom5=124(LC 8)- Max Upl'dt3=104(LC 8), 5=85(LC 8) Max Gmv3=109(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forms 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins BOT CHORD Rigid calling directly applied or 10-" oc bracing. NOTFS- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.0psf, h=15ft; Cat II; Exp C; End., GCpi=O.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psr bottom chord live load nommncurreM with any other live loads. 3) Refer to girders) for buss to truss connections. 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1 DO lb uplift at joint(s) 5 except ("- b) 3=104. LOAD CASE(S) Standard NN r PE 7�051 ri� -G i . STATE O i 833.3LN R ,-0-0 80D Dead Load Defl. -118 in Plate Offsets KY)- T2:0-0-12,0-1-121 15:0-1-01-2-01 15:0-0-0 0-1-121 LOADING(psf) SPACING- 243-0 CSL DEFL in Om) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.61 Vert(LL) 0.10 4-5 >766 240 MT20 244I190 TCDL 7.0 Lumber DOL 125 BC 0.47 Vert(CT) -0.18 4-5 >44 180 BCLL 0.0 Rep Stress Inc YES WB 0.D9 Horz(CT) -0.06 3 nla nla BCDL 10.0 Cdde FBC2017lTPI2014 Matrix-P Weight 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP NO2 WEBS 2x4 SP No.3 REACTIONS. (size) 3=Mechanica, 4-Merhaniml, 5=D-B-0 (min. 0-1-8) Max Horc5=165(LC 8), ' Max UpIM3=147(LC 8), 5=106(LC 8) Max Grav3=161(LC 1), 4-120(LC 3), 5=353(LC 1) FORCES. On) - Max. CompJMax Ten. - All forms 250 (Ib) or less except when shown. WEBS 2-5=3191300 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 on pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf, h=15% CaL I I; Exp C; End., GCpi=O.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonwrimment with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide merhanlnl connection (by others) of truss to bearing plate mpable of withstanding 100 Ito uplift atjoim(s) except at --lb) 3=147, 5=1 D6. LOADCASE(S) Standard \\�\\`\\, / PE 7 51 STATE OF . h33B-W 3x4 5.00 12 40 = 2 LOADING (psF) SPACING- %0 CSI. DFFL- in (loc) Well Ud TELL 20.0 Plate Grip DOL 125 TC 0.57 Vert(LL) n/a - ro'a 999 TCDL 7.0 Lumber DOL 125 BC 0.45 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Strass Ina YES WB 0.D6 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix-S . LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 3 3x4 PLATES GRIP Mf20 244/190 Weight: 38 lb FT=2D% BRACING- TOP CHORD Structural wood sheathing directly applied or fl t�0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (sao) 1=12-0-0 (min. 0-1-8),3=12-0-0 (min.0-1.8),4=12-0-0 (min.0-1-8) Max Horzt=40(LC 10) Max Upl'dt1=78(1-C 8), 0--85(LC 9).4=115(LC 8) Max Gmv1=175(LC 17), 3=175(LC 18), 4 439(LC 1) FORCES. (lb) Max. CompJMax. Ten: - All forces 250 01b) or less except when shown. WEBS 2-4=288/159 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE,7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=42psh BCDL=5.0pst, h=15R, Cat 11; Exp C; End., GCpi=O.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO lb uplift at joint(s)1, 3 except rib) 4=115. LOAD CASE(S) Standard PE 7051 rn STATE OAF / /Lr\ 4x4 = 3 3x4 9 7 6 3X4 -� U4 it 44 II 1x4' It 164-0 LOADING (psi) SPACING- 2-U CSI. DEFL- in Qac) Well L/d PLATES GRIP TELL 20.0 Plate Grip DOL 125 TC 0.27 Vert(LL) nla - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.18 Vert(CT) We - We 99D BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20171TPI2014 MatrixS weight lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid wiling directly applied or 1 D-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. Qb)- Max Horz1=55(LC11) Max Uplift All uplift 100lb or less at joint(s)1, 5,7 except 8=175(LC 8). 6=175(LC 9) Max Gray All reactions 250 lb or less at joint(s)1, 5 except 7=262(LC 1). 8=318(LC 17), 6=318(LC 18) FORCES. Qb) - 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) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42pst,, BCDL=S.Opst h=15ft Cat 11; Fxp C; End., GC01-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwrterd with any other live loads. 5) Provide mechanical connection (ry others) of truss to bearing plate capable of withstanding 1 DO lb uplift at joint(s)1, 5, 7 except Wt=11b) 8=175,6=175. LOAD CASE(S) Standard r ! PE 7fiO51 n�'IL 0 STATE O / . N 1e33&LN 414 = 9 3x4 G 6 7 6 3x4 1%4 ii 5x4- 1x4 111 Plate Offsets OC.Y1— T7:0-2-0,034)f LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.47 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.34 Vert(CT) n/a - We 999 BCLL 0.0 Rep Stress Ina YES WS 0.08 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix$ Weight 69 lb FT=2D% LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-O-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-8-0. Ob)- Max Hom 1=39(LC 9) Max Uplift All uplift 100 lb or less atjoint(s)1, 5 except 8=225(LG 8), 6=225(LC 9) Max Grav All reactions 250 lb or less atjolnt(s)1, 5, 7 except 8=416(1-C 17), 6=416(LC 18) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NEBS 2-8=299267.4-6=299/266 VOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.Opst, h=15% Cat II; Exp C; End., GCpF-0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 5 except (jt4b) 8=225, 6=225. -OAD CASE(S) Standard I ew'a LN 214 2x6 II 2 3 LOADING(psf) SPACING- 2-M CSI. DEFL in (too) Well Ud TOLL 20.0 Plate Grip DOL 125 TC 0.11 Vert(LL) nla - nla 999 TCDL 7.0 lumber DOL 125 BC 0.08 Vert(CT) nla nla 999 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) 0.00 nla n/a BCDL 10.0 Code FBC2017/1PI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=3-0-0 (min. 0.1.8), 3=3-0-0 (min.0-1-8) Max Horzt=44(LC 8) Max UpIM=24(LC 8),,3=-.42(LC 8) Max Gravt=79(LC 1), 3=79(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight 9 to FT = 20% Structural wood sheathing directly applied or 3-0-0 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42ps ; BCDL=S.Opst h=15$ Cat II; Exp C; End., GCP1--0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoim(s)1, 3. LOAD CASE(S) Standard Ill(\/ vcErvSF PE 51 �6 I S/TATEOF f� 2�i 5.00 12 2 2x4 4 3v4 = 2x4 -- GOADING (Pat) SPACING- 2-0-0 CSI. DEFL- in (loc) Udell Uri I PLATES GRIP TCLL 20.0 Plate Grip DOL 121 TC 0.04 Ver) n/a t(LL - nta 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.13 Vert(CT) nla - rue 999 BCLL 0.0 Rep Stress Ina YES WB 0.D0 HN2(CT) 0.00 3 nla nla BCDL 10.0 Cdde FBC2017ITP12014 Matrix-P Weight 10 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 SOT CHORD Rigid calling directly applied or 10-" oc bracing. REACTIONS. (size) 1=4-0-0 (min. 0-1-8), 3=404) (min. 0-1-8) Max Horz1=10(LC 9) Max Uplift1=33(LC 8), 0=33(LC 9) Max Gmv1=94(LC 1), 3=KLC 1) FORCES. Ob) - 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) Wind: ASCE 7-10; Vu@=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.DpsF h=-15t Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live load& 5) Provide mechanical connection (by others) of trussto bearing plate capable of withstanding 100 Ib uplift at joim(s) 1, 3. LOAD CASE(S) Standard NN .r PE 7 51 i a'r 6 1 -O 1 STATE 2� &33-B-LN 2r4 G 2411 2 3 LOADING(Psf) SPACING- 2-" CSI. DEFL in (loc) Odell Ud PLATES GRIP tul- 20.0 Plate Grip DOL 125 TC 0.45 Vert(LL) nla - nla 999 MT20 244I190 TCDL 7.0 Lumber DOL 125 BC 0.35 Vert(CT) rda - nla 999 BOLL 0.0 Rep Stress [nor YES WB 0:00 Horz(CT) 0.00 nla We BCDL 10.0 Code FBC2017RP12014 Mabu-P Weight 17 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 AIEBS 2%4 SP No.3 REACTIONS. (sae) 1=5-M (min. D-1-8), 3=5-0.0 (min. 0.1-8) Max Horz1=85(LC 8) Max Uplift=-46(LC a), 0=-82(LC 8) ' Max Gravl=153(1-C 1), 3=153(LC 1) FORCES. Ob) - Max. CompJAlax. Ten. - Al forces 250 01b) or less except when shown. BRACING= TOP CHORD Swctural wood sheathing directly applied or 5-0-0 oc puriins, except end verticals. SOT CHORD Rigid calling directly applied or 1 D-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=169mph (&second gust) Vasd=124mph; TCDL=42psf; SCDL=5.0; sf, h=151t; Cat II; Exp C; Encl., GCpi=D.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has. been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads. 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1DO to uplift at joint(s) 1, 3. LOAD CASE(S) Standard i PE �140� X 6 STATE OF jA �1� V e. 1a33&LN 1 I 1 0 5 4 2x46 tx4 11 2r4 !I LOADING( SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP 0.0 TCLL 20.0 Plate Grip DOL 125 TC 0.22 Vert(LL) u/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.16 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress Inv YES WB 0.06 Horz(CT) 0.00 n1a n/a BCDL 10.0 Code FBC2017frPI2014 Mabbc-P Weight 25 lb FT=20% LUMBER- BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc puriins, except BOT CHORD 24 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4. SP No.3 REACTIONS. (size) 1-7-M (min. 0.1-8), 4=7.0-0 (min. 0-1.8), 5=7.0-0 (min. 0-1-8) Max Hmz1=126(LC 8), ' Max UpIM4=52(LC 8), 5=152(LC 8) Max Gmvl=70(LC 1), 4=98(LC 1), 5=285(LC 1) FORCES. (lb) - Max CompdMax Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vint-160mph (3second gust) Vasd=124mph; TCDL=42p BCDL=5.0psf, h=15ft; Cat. II; Exp C; End., GCp4=0.18; MWPRS (envelope); Lumber DOL=1.60.plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load noncenanent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (p=1b) 5=152. LOAD CASE(S) Standard f PE 76051 o STATE OAF f a334a 1,1 2x4 i ix4 11 414 = LOADING(psf) 'SPAGNG 2-0-0 CSI. DFf"L in (loc) Udefl Ud TCLL 20.0 Plate Gdp DOL 125 TC 028 Vert(LL) nla - Na 999 fCDL 7.0 Lumber DOL 125 BC 0.18 Vert(CT) n1a - nla 999 3CLL 0.0 Rep Stress Ina YES WS 0.03 Hom(CT) 0.00 3 nla nla 3CDL 10.0 Code FBC2017rrP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 30T CHORD 2x4 SP No.3 DTHERS 2x4 SP No3 REACTIONS. (size) 1--8{I-0 (min. 0-1-8), 3=840-0 (min. 0-1-8), 4=8-0-0 (min. Max Hom1=25(LC 8) Max Upl'dt1=58(1_C 8), 8=82(LC 9), 4=52(LC 6) Max Grav1=118(LC 1), 3=11 B(LC 1), 4=248(LC 1) FORCES. Ob)- Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. 2A a PLATES GRIP MT20 2441190 Weight 24 lb FT=20% BRACING' TOP CHORD Structural wood sheathing direly applied or 6.0-0 oc puriins. BOT CHORD Rigid calling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vulr-160mph (3-second gust) Vasd=124mph; TCDL-02psf; BCDL=5.Opsf, h=158; Cat 11; Exp C; End., GCpi=0.18; M WFRS (emelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord We load noncancunent with any other live loads. 5) Pmvrde mechanical connection (by other) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1, 3, 4. LOAD CASE(S) Standard f ! PE 7SO51 ri1 --DN. STATE ijarz '� ' u LJK1 `�?t ��i��/FSS�oNI `��G\\�N 3aZi6-LN 1 1 1 3 5 4 2x4 10 11 2x4 11 -OADING(psf) I SPACING- 2-01.25 0 CSI. DEFL in (loc) Well L/d PLATES GRIP rCLL 20.0 Plate Gdp DOL TC 0.38 Vert(LL) Wa - We 999 Mf20 244/190 rCDL 7.0 Lumber DOL 125 BC 028 Vert(CT) We - n/a 999 3CLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 We We 3CDL 10.0 Code FBC2017/TPI2014 Ma4bcS Weight 34 lb FT = 20% _UMBER- BRACING rOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 643-0 oc pudins, except 30T CHORD 20 SP No.3 end verticals. NEBS 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , OTHERS 2x4 SP No.3 tEACTIONS. (sae) 1=9-0-0 (min. 0-1-8), 4-9-0-0 (min. 0-1-8), 5-9-0-0 (min. 0-1-8) Max Horc1=167(LC8)- , Max UpIttN=55(LC 8), 5=201(LC 8) MaxGrav1=122(LC 1), 4=103(LC 1), 5=376(LC 1) =ORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NEBS 2.5=275= 40TES- 1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=S.Opst h--15$ Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ?) Gable requires continuous bottom chord bearing. ?) This truss has been designed for a 10.0 psf bottom chord rive load nonooncartent with any other live loads. 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joird(s) 4 except (Itlb) 5=201. -OAD CASES) Standard 1PE7 51 ` o STATE OF i