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HomeMy WebLinkAboutTRUSS PAPERWORKSOUTHERN TRUSS COMPANIES, INC. SOUTHERN RANDY@SOUTHERNTRUSS.COM TRUSS 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 COMPANIES _ (800) 232-0509 / (772) 464 4160 / (772) 318-0016 Fax: Project taa,,,e and Address: OAKLAND LAKE Occupancy X Single -Family Lot:_vim, � Block: County: ST LUCIE Multi -Family Truss Company- Southern Truss Companies, Inc. Commercial Truss Engineering Program: Mitek Engineering Plates By:: Mitek Plates SCANNED Contractor /Builder RYAN HOMES BY Model: 1452 Elevation: A Options: LANAI St. Lucie Couniy 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 U Bleakly Bottom chord live load 10; P_SF. Bottom chord live load — P.S.F. Address: 2590 N. Kings Highway Bottom chord dead load 10 P.SF. Bottom chord dead load — P.S.F. Fort Pierce, FL. 34951 Duration factor. 125 Duration factor. — Mean height: 1S ' Exposure: C • -10.0 PSF. bottom chord live load nm=couent with any ofaer live loads. This is an index sheet submitted in accordance with the Department of Professional En ''neenng. Tallahassee, FL. Engineering sheets are photocopies of the original desiga and approved by me. No. Truss ID. ..No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 Al 21 76 41 61 81 96 2 A2 22 I58 42 62 82 97 3 A3 23 JS 43 63 83 98 4 A4 24 75A 44 64 84 99 5 A5 25 I4 45 65 85 100 6 A6 26 73 46 66. 86 101 7 A7 27 I3A 47 67 87 102 8 A8 28 72 48 68 88 103 9 A8GL 29 I1 49 69 89 104 10 B1 30 V8 50 70 90 105 11 132 31 V4 51 71 91 106 12 B3 32 MV6 52 72 92 107 13 B4G 33 MV4 53 73 93 1108 14 Cl 34 MV2 54 74. 94 1,09 ., 15 C2 35 CI7 55 75 95 s -- 110.;. ; 77. 16 C3G 36 07A 56 76 17 Ll 37 CI6 57 77 18 L2G 38 CI4 58 78 19 17 39 59 79 20 ,17A 40 60 80 As witness by my seal, I hearby certify that the above information is true and correct to the best of my knowledge and belief. — — - Name. Brian M. Bleakly Lic. #76051 TYPICAL DETAIL @ CORNER. - HIP ~ NOTE NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. 132.5# per Nail (D.O:L.Factor=1.00) 0 UP TO 265p 2-16d NAILS REO'D. nds toe nails only have 0.83 of 0 UP TO 394$ = 3-16d NAILS REO'D. 'lateral Resistance Value. 12 OVER& �— a,4x `1 7 HIP GIRDER ;O qO 1 use 2-1Bd tee nail Typical jack 45' attachment III d 1 � use S—l6tl be nail TYPICAL CORNER LAYOUT & �-15d Typical Hip —jack attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16d nails -—-— J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — —— — 2-16d nails ----- J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16d nails I -—-- HIP JACK GIRDER (CJ7) TO HIP GIRDER TC BC — — — — — —— 2-16d nails ——-— MINIMUM GRADE OF LUMBER LOADING (Er 51X INCR: DOS FB=17 Im 2t4 SYP /2 TOPL2 0 WEDS 2c4 SYP No.3 BOTTOM OD 10 SPACING 24e D.C. SOUTHERN TRUSS Fort Pierce Division 90 Highway,49 COMPANIES Mra✓/. =nxb onf� Piercing FL (B00)232--0509 (772)464-4160 Fax (772)318-0016 Brian M. Bleakly Struct Eng #76D51 2590 N. Kngs Highway, Ft Pierce, FL 34951 772-464-4150 TYPICAL DETAIL @ CORNER - HIP NOTE NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.LFactor=1.25) rids toe nails only have 033 of lateral Resistance Value. 1122 1INQi I 40 -,(D SR® !;(D -0) -10 vu u ii it u v v u v A (6) (A) Q) D-0 HIP GIRDER i \\ CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT UP TO 265# = 2-16d NAILS REO'D. © UP TO 394# = 3-16d NAILS REWD. n use 2-16d HS MP GHtDER `.� toe nail 0 .� ) TC & BC. Typical jack 45' attachment TYPICAL CORNER LAYOUT 6d Typical Hip —jack' attachment CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails —-—-- J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — 8C — — — — — —— 2-16dnails — — ——— TC — — — — — —— 3-16dnails I — — ——- BC — — — — — —— 2-16dnails --——- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16d nails ———— IIMUM GRADE OF LUA T.C. 2a4 SYP #2 H.C. - 24 SYP F22 WEBS 20 SYP Nn3 L MR 20 BaROM 00 SPACING 2e Fort Pierce Division TRUSS 2590 N. Kings PierrS6 FL 34951 COMPANIES (B00)232-0509 (772)464-4160 nefR//... �oumcniru�m Fox:(772)318-D016 SIR INC a t,lcmrr to O.G Brian M. Bleakly Struet Eng #75051 .2590 N. Kings Highway, Ft Pierce, FL 34951 772-454-41 SO Rangers Face Mount Hanger Charts Wel e -JOittSti _ ;'. Usp Slwkft' _ . `_ 14LJ4o. gel. Gauge .Padmer6rhedule�-.. DFNW- 110a®able lids `. dOde ":: set.: . =.Header joist --_ -1N ... it } D' - - A' "dfW Ma - Karl - - --. Nab ^ li m Roo- . pPBn' YOB% 115% Imi im 12: Jt24 W26 ZD 1-9/16 3 1-12 15/16� — 4 iBd 12 I 10d=1-12 :470 .540.('-='.j 320" S, R5, F2 4 1r� 1 2 tOdxi-12 'Sfi0 i 6A0 t 695: 32D JL24IF-TZ — 18 l-M6 3-7/8 1-1/2 — I I _ 4 10d HDGI 2 10dxl-12HDG 465 1 535 WD'j 280. 1 31, In. l F32 4 1Gd HOG 2 10dx142HOG 001 6151675. 280 2x4 JIW4 WS24 18 1-9116 3418 1-3/4J-3116- 4 10d 2 10d "£i5. 7751825-' 510 SUH24 1124 16 1-9116 3-1/4 2 4 10d 1 2 lodxl-12 .:500 121,R 54 S, l!i 1 2 10dxl-12 590 665L17W.1 380'" FOYtb HU26 14 1-YI6 3-12 2-lh4 16d 2 lcdxt-72 515 695 7451 365 R, F2 4 -6I5 695 1 745 -I 595" .• J126 a . 1]P5 20 - 1-9/1 - 63/4-.::772J Isf, r _ _ '- . 16 .: 1ffi bid. YOdx772'•-.�718 8051870; 650 650. -'6 t6d 1 4 j`- 10dx1-1n ' B40 1 son i 1045 - �JL261FTZ lIIC26Z YB .1-9/I6 412 "112 _ —,.'6 '1DdfD6'.4 A 1GdxlAl2HDG1 05 800 870� 73D 31, R1, ( F32 =-6 J-16d118G1 4 j l0ds7-12HDG' 930 19% 1015j 73o- -';j 111S26:-i': 18'11-WS4--IRM617131 .: Y� -.41 .'101 .i:A-j� YOd'-". .I �67JD I 1D00; lam ills '5, 85, F2 -SIB17S R.mffi6 1126 {'-78.': 76 }Y1g6'S-1/1fi 7-9)36 31/8 •-7-. -1 .-.5.="f 7-325].. —..:-6'. 5-' =: 10tl j '10d. i 6-.-.-''-'.. 4 10d.. -" .112M '"7odr7-32' im— 1475'16M i 840. mn - SO: 755 .755 31, R1, R2 :-•::16d 7--4... --30d><T:32 "•�1'880 YOpBj 1080. 311SE, � 16;- I ino 7/1fi 3 -2=:' '--.1'�14 16d: a. fi '•-116d- _.. 2760; 31401334R 1925 .1 M26 OHM-. - -14, 1-9fi6 8-72 �.2-712 41B. ..� 4 . -16d - 2 �: - 1pdx742 `.615 695 1 745 j 365: BE-: 5, 85, 61s1054245-{ - " mm ffi= _ 14'. I -MG 5-1/4 ;212 = 13/a - 8 :.Sow ' j .4��1'. 6 7'. lGd%l 12 ' S230 Y390 l i49p 7�: Ems F2 mix 1z3B 133011490 Jt26 U26 20 1-M6 4-3/4 142 1G/16 - 6 i0d 4 I 10dxl-12 710 865; 1a 1 65D. 650 6 16d 4 1 10dxl-72 BTU { 960 i 7045. .626ff-TZ WC26Z 18 1-616 4-12 1-102 — _ 6 Ind KW 4 ( 10dxt-12HDG 695 B00 970. 730 31, R1, FM 6 16d H061 4 70dz1-72 NDG '83B 950 1035, 730 - JL28 W28 20 1�9f16 6-3fB 1-12 15/16 — 70 1Od 6 tUdxl-1I1 "1330 1295 12M .855 ' 15, 65, F2 10 16d 6 108x/-12 1408 18W 77401 e5s JL28ULTZ — 18 1-9/16 6418 1-12 — _ 8 lod HDG 4 10dx1-12NDG 930 10M 11661 730: 31, Rt, F32 8 l6d HDG 4 10dx1-12 HDG 1105 .1215i 1215' 730 JIS26 I11526 18 1-8116 4-13116 1 V4 1 — 4 10d 4 1od .870 low 1080� 1115 - 5 BS,F2 JUS28 W528 18 1-116 6-518 1314 1 6 Ind 4 1Dd 111D(127D 1375.1 1115 N0526 ULIS26 18 1-9/16 5-1/16 2 1 — 6 10d 1 6 lOd 1285 147511605— BE- 31, RI, 2x8 40528 MUM 18 1-9/16 7-1116 2 1 8 Ind 18 10d 1710 1970i214041230 F32 SUH26 U26 16 1.9/I6 5-11B 2 7-3/16 _ 6 10d 4 1Gd x l-12 -7so 1 w j s10. 755: 6 16d 4 10dx 1-12 680 11000 1080 755 SUH28 — 1fi 1.91I6 6-5/8 2 1-M6 — 8 led 6 lodxl-12 1100 1120i 1210 - 800- 8 t6d 6 10dxi-12 11175{1335 14401 800, HUMS 1-M 5.7116 3 2 — 14 16d 6 16d 2760 MO j 3345 { 7S25 5 I IRS. Hp828 1-518 ':;I 7.3116 3 2 - 22 " 16d 8 16d 4174 4845 434sj 2578 F2 HD28 r14 5-1/4 2-12 1-12 fdm ,8 tad 4 lodx1112 .1238 1390114901 780 an nar( 6 17� 139011490 HD210 1.9/I6 7.3/16 2-12 1-1/8 6Rg 70 i6d 4 S0dz1-12 "ism (1735 loss 7&1 1170. 41a t4 6 2155I243Dy 26101 t)UPSftb&havebearmx:mased6B%fti orsaisnicba# no fLvtw invease stall be pemIltD. 2)16d dNo3s (0.148 da.x S-l/4' bad maybe mad at 0.84 of the table load where %d mmmms are spevfie&llds deer nat apply to JUS, HB5, 186 slatd hall hangers. 3) Fm JUS. HUS, and ktl)6 hzngem; Nab uxc4bedmn ata 30`to 45'anglelhmugh thejol d mtnes minthe tmdmte achieve thetable loads 4) NADS` lW xl-12' tuft are 4148' da.x 1-l/Z' long, Ind re0s are 0,148" d'a. x 3' lo//& 1Gdnallsare 0.162' dia x3-12' lang. Newptodua6 a updated ploducthdounalm alededpafed in blm IwL Cartosion Finish USteinless Steel 6Gold Chat RHDG ETdpleZjnc 112 Continued on next page hd Capyright02018MITakindustrIsa, Inc. 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H=D-3` 14 4-5/8 &114 2-/2 Am- - -: " 2155 2Cf6 All ,1170-. p10210-30:: f0 3080 3475 3iS 1930'"Fina2]&3ff :' tDiCO2]D3 -14= 4-518 :s:.- `-3- 3 .; •s_ =-ws3' sme 559a WE "2M 31.mf32 1) upM bads lave been bid 60%fwwind o7sdsndn lead; m 1wIm hm pam dell be p 2116dsdes ((L148 da xSAW lan9) may be lead at 0.84 offt tE.7his fl, m not apply mJl6, HIS, MIS slednaa hmxjam 3) WS3 Wood Sdews am1/4' x 3' lor4 and are hrAdW with HDD hang m 4) NABS IDd nalls are 0.148' ft x3' bg, 16d na5are 0.162' die- x 3-12' lan New pmducls a7, pmdud Mndim are destpated in bbe YoaL •-�A* 1x ._� gyp•`!• Continued an next page 117 i %ars Face Mount Hanger Charts MiTeka Joisfsm SW&ft itef.No.- o _. � FadelierSidredule�' DFlSP' . r � Roar' .." 'Rod OPBR m . Code 10016115% 125% 1fid96 ef, IN• R'. D" .."A Mai � Rail Ow'- Na0- Ai545 1 L11546 I 18 33B 5 2 1 4 16d 4 16d 110 I118511 1355 SUMS U46 16 3-9116 4.13116 2 1-18 - 10 10d 4 tOd 12s0 1 3405 1515-1 755 75' t0 16d 4 70d 147017674 78001 Him N11S4S 14 3-518 5 2 7 4 16d 4 16d 7D85 1225 13M .112L 4x6 RUS461F HUSM 14 3.518 5 2 1 4 16d 4 166 7085.1123511300:1115. ' HD4fi I HU46 14 3-9116 5-1f16 2-12 1-18 WM 8 i6d 4 IN 11230,1139D 1490j' leD�'" 1170 Max 12 6 1E50 2D65 225.E HD F WAHWAS 14 3-9116 5-1716 2-12 - On 8 t6d 4 led 12301 1390 i 14901 7811 . 1770 . Max 12 S 1B5 2G5" 2Zi5.i 16 3.51A h' 5 5a . 2 :. 1 16d: 4 - , " ' 1fid -;- 11040 1118511220, 185 ". B8 .3-S o 6-718 2 ", V. 76 ' : _66d 4.. j 16d: 113 51 ]BID 1845 165s .: 510145 t 1R16 16 .. 3-9776 .. "4.13715, - 2 f i 11B ,- =1 7B 1G 4 10d- 1250 L 1 1405 1515' 755 I 10 " 75d 1 4 7�"-.. 11470 1670. 18001, 755 ' }iH546-':"'-:: H11546. -:1 74• 3=58 -' S - 2 7- _: _-'1 d 716d . 4 .: -. .16d'-- j 1�5: 12351 1900 j U55 .1 18 S46ff8-578' 7 A ' , 76d 4L- 76d. 1085 1735. 1300: 1151 _. HO54R. - ., ... --.H16d8. } 14 ! 3318 - T : 1- � . 1"!'"1 _ . 5 . 16tl".. 6. �1 tfid_ ; j 7S2511850 190 1810' -' 4x8• 701546R' :- 1'H05G8 _..1 HD46 -_ H114B ! 74'i - 14 3SB-i i S97$ 7. 5.1716 - �1124 1.. ".-- tt 7 7B Mn.; 6 ;) ' a 16d.. 1 1fid• :.- 6 ,.1 4 .".46d'. _. -` - 10d�;' 16251BS8 123D 1390114901 1995 1B10 1 780 .. 12 1 6 Y 1195012088 2216 1178 HD460 - --. HfE46 -' 14 .18-91I6 ' - 5-VI6..gt2-12,1 i _f - �-. 8.: 1s. 4 1Dd ;, A 123011SD0114901 780..: 5,' Rs. Ma4 - 12 6 1 lam 12025 22357 1170 - -1 1 HO46 ` tHU18 {{ 14 { 3-9116 6.15116'4-1l2l!_.BOn 1 10" .. tfid 4 1�::-: 1540 1735 186.54. 780 Max 14 6 275 2430 2610 .1170. �3 HD48a=. -; .HUGE-_ - 14 39716 fi-15746: 2-112 - - .'wm 1 Is .,1� 4 j154017735 1Bfi51 .780. Max= 14 2155 2a3D 25fO ..11711:. J1648 11548 t8 3-58 6-78 2 7 6 led 4 16d 1325' 151D 1845 1355 JU5410 MIO 1 18 3-SAS 9-7/8 2 1 B 16d 6 16d 11845. ZI05. 2290 1960 SUR41O L1410 16 8-9fl6 8-318 2 1-78 - 16 10d 6 1 10d 2DO0 224512420 1111 16 i6d 6 10d 122501 2670 2BB6? 1135 HWM H1648 .14 3-513 7 2 1 6 16d 6 16d 1t625 lam 1B95- Ime- RE481F i H86G8 14 3-5I8 7 2 1 6 16d 6 16d 1625 1E58 19% 16110 HD48 HU48 14 3-9116 S-15116 2-12 1-1/8 660 10 . 1G 4 lod 1540 1735 1�1 780 - Max 14 r 6 2155j 2430 2004 1170 WO HD48F HUGE 14 3.9116 645716 2-1/2 - Min 10 16d 4 10d 15dOj 173S. lam '780 max • 14 6 215 2430 2610 .1170- HLIS410 HLIS410 14 3-W8 B-7B 2 1 8 i6d 8 166 2170. "2485 26601. 2210- HLIS4101F HUSC410 14 3.518 5,711 2 1 8 166 8 16d 21701 2465 26M 2210 HD410 HU410 14 3-9716 &i3fl6 2-12 1-1/8 14 16d 6 10d 2155. 2430 2610" 1170 Max 20 10 3D501:3475 3Er5 1950.' HD410ff NUD410 14 3-971, 8-13716 2-12 - Min 74 16d 6 tOd 2155. 2430 2540 : 11'ID 1111 NIaY 20 10 3080 .3475 3725 -3950 HDGIOIF HU=O 14 3-9716 9 3 1-112 12 W53 6 WS3 5015' 5590, SMI 29F 1 1. 31, R1, f32 111Iprtma&havebeeninmmsed60%fmxindaselanW wfiv0ar' aeasesha0 he pomMed. 2)16dsialma (0.148 da x 3-19' lord maybe used at 024 d168table Wad whom tfid ihls does not applybJUS, IBIS, MUS s1mand 3) W53 Wood Saews ie 174' x 8' larg Seat are it i deed w5h HBO hangers. - 4) RAGS 1Dd MUs are 0.148' da x 3' bn 1Edra%are 0.162' da x3-12' big. Newpmdvds orupdated plmd1dhdamffim Me de WOW in Moefod. 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H1ON31 03M 1HVH0 ONIOVNe 93M m "mlyu 30Yd 'f M HOW 1�32"0 38 AAVW RM � MIX d Ssd°3�id°�°ooy�mJooeO7Sd myso ou nraeu at MOW AC 'ONW NdW oYl dad � w on a m 'dad a�la OL @0Y l d101 Y lY0 ISV00 Ward 'M L 'dace M 3N3WUW ®arch{ 'Ome Gsma 01-L 30SV 3aN NVdH .a¢ 'aKU HdN OAT tSNaalaNn3 am aNamw Me. Sad Mfflddi 0 UT10 MU VNIDWS MUM 0311=0 904 ROMM a31VdS RMNION3 NIL MM S 6Nx0va old A3Ndoi lg NOVOAOOId ll� dOL�.IV�I 'i0 d01 OLD V31110AV YIAo xMWd 1pN 3ondS 3N0 LVHL OS 03x40aVAS 30 MM SMS Oe01p WONOS MA d '31M no & iv FMUM NOVSAOOld 33Vds cmi Mon Nod HMM ams 0L Matl o4=A riot A•1n4 in M do *" •9•M �ql•9 A• it dzm r■3 Wa40 wa ••11•9 in Z+ am +wz N•V'd d.i N9BWm do 3aVNo WnWINIW SCAB -BRACE -DETAIL I ST-SCAB-BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (orT-Brace) is Impractical. Scab must cover full length ofweb • 1- 6. THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS REQUIREDAT"frJ•POINTS OR PBPACE IS'SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131 -) NAILS SPACED S"O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. �\ MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH =•12'-0° SCAB BRACE 2x4 MINIMUM WEB -SIZE- MINIMUM WEB GRADE OF#3 Nais� / Section DeraO ®rz Scab -Brace Web Scab. -Brace must be same species grade (or better) as web member. L-BRACE DETAIL NelTing Pattern. L-Brace size Nail Site . Nan Spacing ix4or6 1Dd 8•=D.C. 2x4, 6, or 8 16d 8" D.C. Notec Nan along entire length of L-Brace.: (On Two-PVs Nan to Both 26es).• : '. M. Web Note: L Bracing ci g used when 1. L-brace . lateral bracing is impractical. L-brace must cover 90.90 of web length.' L-Brace must be same species grade (or better) as web member.. • L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing 1Neb S¢e 1 2 2x3 or2x4 1x4 "• 2x6 126 2x8 2x8 — DIRECT SUBSTMMON NDT APLICABLE L-Brace Size forTwo-PlyTnrss Specified Continuous Rows of Lateral Bracing b1 2 r2x4 !2Size 2x4 x62x6x8 2x8 *" "`D1RECi SUBSiTfUnON NDTAPUCAeLE T-BRACE / I -BRACE DETAR Note: T-Bracing / 1-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to coiiDert T-Brace / I -Brace webs to continuous lateral braced webs. Na,Ting Pattem T-Bracy sbze I Nail S•¢e NaM Spaong 1x4 or US 10d 8' oA 2x4 or 2x6 or 2xB 16d 8' o.c. Nota: Nall along entire Ienglh-of:T--Brace / I -Brace (On Two -Ply s Nall to Both Pries) . . altemata position t 717 Sn t Detail T-Brace /--P7;C5-D— �- web altercate position Naas Web Nalls I -Brace SPACING Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size' 1 2• W "or 2x4 tx4 r) T-Brace 1x4 (') I -Brace . 2x6 ix6 (7 T-Brace 2x6 I -Brace 2x8 12d T-Brace 2x8 I -Brace Brace Stre for Two -Ply Truss Specified Continuous Rows of Lateral Bracing 1 2 M 2x4T-Brace 2x4I-Brace 2x6 T-Brace 2x6 I -Brace WT-Brace �oc�__ i Bice / I -Brace must be same species and grade (or better) as web member. (7 NOTE IF SP webs are used in the Miss,'I x4 or 1xS SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP buss lumber grades up to #2 with lX bracing material, use IND 45 for T-Brac all-Brac For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brac:M Brac ur Joe I rn55 1ruw lype RYen H=n-14MA 1452-A Ai JUW IMY OOMMON 1 1 Job Reference o Sawham Tnm. FL Plains. FL, 34951 - ti99 3x10 M185I1.S11 314= 4h6= 3x4= 3x4= 44= 3x4= Me M18SKS 11 1-0-0 9-72 17b13 24-11J 32.9.10 41-0-0 42-0-0 ♦-0.0 T241 1 7-10a I 7-106 i 7-708 F e-25 Plate Offsets MY),- r1:0.0-14.Ed0eT f1:0-0.4.Etluel, MG41-14 Edael f9:Ob4.Edoe7 LOADtNG(psf) SPACING- 2-0-0 CSI. DEFL in (loc) gde0 IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.96 Vert(LL) 0.22 12-13 �999 240 KIM 2441190 TCDL 7.0 Lumber DOL 125 BC 0.76 Vert(Cl) -0.4212-13 >999 180 M18SHS 244N90 BCLL ' 0.0 Rep Stress Ina YES WB 0.59 Horz(CT) OA3 9 nla Na BCDL 10.0 Code FBC2017lrPI2014 MatrixS weight 2131b FT =10% LUMBER. TOP CHORD 20 SP NO2 •Exrept• T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No.2, Right 2x6 SP NO2 REACTIONS. (Iblshe) 1=152910-8-0 (min. o-1-e), 9=1529/D-M (min. 0-1-8) Max Ho21=159(LCS) Max UpriM=-529(LC a), 9=.529(LC 9) BRACING - TOP CHORD Structural wood sheathing dxe* applied. BOTCHORD Rigid calling dnecdy applied or 7-&6 = bracing. Wrek racolrm wft that Stabft¢ m and required cross bracnhg be Installed during truss erection, in acowdance with Stabfter Installation quida FORCES. (lb) -Max. CompJMML Ten. -All forces 250 (@) cr less except when shown. TOP CHORD 1-2-325811114, 2-3= a3/1077, 34=2968M095, 4S=Z3771885, SE=-2377/865, 6-7=2966/1095, 741-3083/1077, 8-9-=,V" 114 BOT CHORD 145=109712934,14-15=81412449,13-14=-814/2449,12-13=-45011809, 11-12--6542449, 10-11=65412449, 8.10=93812934 WEBS 512-i291774, 6-12-6501441, 6-1 D=215r564, 610=297f297, 6-13=3291774, 4-13=650/441, 4-15=2151564. 2-15=297=7 NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wlnd: ASCE7-1I; Vu1t=160mph (3,second gust) Vasd=124mph; TCDL=42pst BCDL=S.Opst h=151G Cat It Exp C; End., GCpF0.18; MWFRS (envelope}; Lumber DOL=1.60 plate gdp DOL=1.60 3) Ali plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 pal b0Uom chord 9ve load nonconament with any other rive loads 5) Provide mec haNra) connection (by others) oftruss to beating plate capable of withstanding 529 lb uplift at Joint 1 and 529 lb uplift at)oint 9. LOAD CASE(S) Standard 40 i` \CENSF�I��Z� i (; PE 6051 1 5�A 1 fu4I rasa I ype Ryan Hanea-t952Atl t44-A A2 CO6IMON 2 1 .Iob Refe2aoe o , Southttn Truss, Pier, FL, 34951 Rut[62DOa Nov 3a2a] 821ps Nw 30 W17 M7ft lMuaNm nFAJW 611 m=is Pagel GgSGOID£aPOU1wCWAO1OWS07vTFdY15cK-WlXKPMSNkNN4Huy)URXVsWScmTzyu6 7.53 1375 t980 ..RRt-0a22 264t3 3W13 42-0a � J-S3 I 62-0 F fifLLt3 rt 143e � S16tS I sao 1 7-53 5OD 12 36 = 315 = 5x5=� Scale-1;74.0 315= ., .. - .. .- ._ 3xIDM19SHS11 314= 4x6= 3x4= 3x4= 4XS 3x4= 3xlo MiSSHSll 1-0-0 2"-3 1 I 414 -013 8--0 7AN 4-0 26 Plate Offsets Q. M'0-M Ednel 11'04-14 Edae1 IS'93-12.0-281 16'0-2-0 03-01; r7'0-312 0-2-8) 111.0-0-14 Edoel 111•0-M Ednel LOADING(pst) SPACING- 2-0-0 CSL DEFL in am) Odell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.84 Vert(LL) 026 14-15 >999 240 MT20 2441190 TCOL 7A Lumber DOL 125 BC 0.76 Vert(CT) -0.51 14-15 >958 180 M18SHS 2441190 BCLL 0.0 Rep Stress Inc YES WB 0.52 Hmz(CT) 0.13 11 n1a Na BCOL '10.0 Code FBC2017frP12014 MalnxS Weight 211 Ib FT=10% LUMBER- BRACING - TOP CHORD 20 SP M 31 •Except TOP CHORD Structural wood sheathing direly applied or 3-0-12 oc pudms. T2 2x4 SP No2 BOT CHORD Rigid calling directly applied or75-12 oc bracing. BOT CHORD 2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 insla0ed during miss erection, in accardancevirtth Stabilizer I WEDGE Installation auidc Left 2x6 SP Na2, Right 2r6 SP No2 REACTIONS, Ob/sae) 1=152910-8-0 (min. 0.1.8), 11=1529/0-6-0 (min 0-1-8) Max Hbrz1=148(-C 8) Max UpliR1=S17(LC 8), 11=-517(LC 9) FORCES. (lb) - Max. CompJW x. Ten. -All races 250 (lb) or less except when shown. TOPCHORD 1-2--IM7/1089,2-3=-3088/1051,.�"- 01211069,45=236WM, 7-8=23661827, 8-9=3012J1069, 9-10 =3086h1 D51, 10-11=3267H090, 55=21331810, 6-7=2133/810 BOTCHORD 147=10652945,16-17=764/2428, iS16=764/2428,14-15�27N826, 1314=6152428, 12-13=61512428, ll-tr 91712945 WEBS 6-14=296(729, 8-14=5901402, B-12=232/5116. 10-12---3181313, 6-15=296/729, 4-15=5901401, 4-17=2311585, 2-17--4161312 NOTES 1) Unbalanced roof lire loads have been considered for this design. 2) Wmd: ASCE 7-10; Vu"- 60mph (3- e d gush Vasd=124mph; TCDL=4.2psF BCDL=S.Opsf; h=15fk CaL ll; Exp C; End., GCpi=0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) AO plates are Mi20 plates unless otherwise indicated. 5) This toss has been designed for a 10.0 psf bottom chord five load nonconcrnrem with any other five loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 m uprdt atjoim 1 and 517 Ib uplift atjoird it. LOAD CASES) Standard 114 Job truss Iran type Ryan Hanes-1452A 1452-A X1 HP 2 7 Job Referenm o on xumem r riss, rt Hate, r�.399>1 10 aFaPOLPwCWA016w507v FdYtScK-Iv�8wcg4D5ta�LnrsM�tld(rpcdR7LyMA7rr1[oxAhvzy�5 639 17-55 17M V 30811 M5 1'1 42b0 6.M1.1 52-1 6411 -00 6h77 S?-1 633 f7wirn SAO 12 5rd = Scale -1.-70A 315= 3x4= 4#= UA= 318= 4x6= 3A= 3Z= 1J-0 a2ee 643 17M 2aE-e 31-7-1-13 13 '" e so4^ d}pO so-4 o- 1e I T.oa o-i owo pad ___ 1af0 Plate Offsets MY�- f1:0310 0-2431 (6:0540-2.81 flZO3.10 0-2-81 — — LOAOING(pA SPACING- 24)-0 C51. DEFL in (lot) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.93 Ved(LL) -020 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 126 BC 0.42 Verl(CT) 4.411618 >999 180 BCU- 0.0 Rep Stress In= YES WB 0.77 HOrz(CI) 0.13 12 n1a n1a BCDL 10.0 Code FBC2017nPI2014 MatuS Weigh:2271b FT=100% LUMBER. TOP CHORD 2x4 SP Nei BOT CHORD 2x4 SP M 31 WEBS 2x4 SP N0.3 SLIDER Left 2x6 SP No2 2.11.8, Right2z6 SP NO2 2-11-8 REACTIONS (Iblsae) 1=152910." (min. 0-1-8), 12=1529/0-8-0 (min. 61S) Max Horc1=133(LC 8) Max Up5M=500(1,C 8), 12=500(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid Willing dire* applied or7.60 co bracing. WEBS 1 Row at rridpt 6-15 MTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabg¢er Installation cluicle. FORCES. Qb) - Max. CompJMax Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-23256/1053, 2.3�3178/1065, 3-=3036/951, 45=2937/960, 54--2355?77, 67=2124/755, 7-8=235MM, 8-9=29371060, 9-10=303MSI, 10-11=3171V1068, 11-12--3256/1053 BOT CHORD 1-18=10332933, 17-18=8052618, 1617=8052618, 15-16=5042124, 14-15= 6722618, 13-14=-6722618, 12-13=9002933 WEBS 3-18=237256, 5.18=71/428, 616=6431385, 616=165/556, 7-15=1171557, 615=-643/385, 8-13=72/427,1613=237256 NOTES- 1) Unbalanced roof We leads have been considered for this design. 2) %Mnd: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.Opsf, h=15M Cat 11; Pxp C; End, GCpi4.18; MVJFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvide adequate drainage to pre rentwates panding. 4) This thus has been designed for a 10.0 part bottom chord five load noncono,sment with any other We loads 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 500 Ib uplift atjoint 1 and 500 to uplift at)oint 12 LOAD CASES) Standard iM -25 1. 1.5x4 II 5.0012 `_ 30= 5x5= 5 —6 7 3x6 = 3x1= am = 3xB = 4x6 = 15x4 II Scale=1.70.4 315 = d N A9N 741-14 7-1-2 SS7 6-2-8 7-1-2 7-0-14 Plate O65ets (X,Y)- I1.0.3-10 0301 f7'0-245 0-2 -A 111:OS-10 0301 LOADING(pst) SPACING 2-0-0 CSI. DEFL in Q* Udell Ud PLATES GRIP TCLL 20.D Plate Grip DOL 125 TC 0.79 Vert(LL) 024 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.83 Vart(CT) -0.44 17-18 >999 180 BCLL 0.0 Rep Stress Inc YES 1NB 026 Honc(CT) 0.19 11 nh4 Na 13CDL 10.0 Code FBC2017RPI2014 MabaS Weight 230 m FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 *Except* TOP CHORD Structural wood sheathing directly applied. T2 2x4 SP M 31 SOT CHORD Rigid mMng directly applied or 6-1-0 oc bracing. SOT CHORD 2x4 SP Nora WEBS 1 Raw at midpt 3-17. 6-14. 9-14 WEBS 2x4 SP No.3 MiTek recommends that Slabillrers and required cross bracing be SLIDER Left 2xS SP No2 3-8-4. Right 2x6 SP No.2 3-8-4 installed during truss erection, In accordance with Stablitter Installation quide. REACTIONS. ob/size) 1=15291041-0 (min. 0-1-13), 17=1529/030 (min. 0-1-13) Max Hors1=118(LC 9) Max UpldH=480(LC 8), 11=480(LC 9) FORCES. (lb) -Max. CompALiuc. Ten. -A9 forces 260 (m) or less except when shown. TOP CHORD 1-2-2751966, 23�3149/983, 34=2591/846, 45=25061869, 56=2437/904, &7=2279/838, 73=2505/867, 8-9=2591/B44, 310=3149/984, 10-11=-WS1967 SOT CHORD 1-18=9332950, 17-78=933/2950, 1B-17=61212291, 15.16=61N2291, 14-15--iB7/2448, ' 1314=8352951, 12-13=-8352951,11-12--335R951 WEBS 3.18=0/314, 3-17=7081420, 5.17=100/462, 5-16=107/396, 6-14=435/137, 7-14=132827, 9-14=707/422, 9-12=D/311 NOTES- 1) Unbalanced roof We loads have been considered for this design 2) Vdnd: ASCE 7-10; VuIt=160mph (3-se and gust) Vasd=124mph; TCDL=4.2pst, BCDL=S.Opst h--151t Cat It Fxp C; EncL. GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preverdwater pondfng. 4) This truss has been designed for a 10.0 psf bottom chord five load noncencxmentwith any other five loads. 5) Provide mechanical eonnettion (by others) of buss to bearing plate capable of withstanding 480 m uplift atjoim 1 and 480 lb uplift at joint 11. LOAD CASE(S) Standard V�GENgF��I�1 PE051 �51 \ _ 1 r 1 I 1 S / iOo ORIO_-,�4�/��� tM iw rys5 1russ lype Ryan ea-1452A 1452-A AS HIP 2 1 Job Reference (optionA SoaNvn runs,RPiertx:, FL, 3a951 Run:a2DOs Nw302017 PdrR 92DDa Nw 30201]Na ,:k lnBusines Nc "JW 871. 2019 Pagel ID:EaPDUIWCWAO1SwSO7OFdx?ScK IVBPkg4Di atni•.,fdl W4xdQ& s7A5?t=Ahm—pus 74Y14 136-0 214J-0 W 3d-77.2 VJ94 70-td 6S2 �iO $0 85-2 7 14 W = 15x4 tl W = Scale -1892 m A I$ 315 = 75xd II 4XS = 31B = 314 = 150 II 3x5 — 3A _ 4x6 = 1d-0 aaaa 1-0a 7At/ 1560 21-0a T&60 Yt1d /D&D / iilil�l Ill Ja-0 I JEa I BS2 1/ 1-0e Plate Offsets CX Y)— ft'0.9-70 0.3-01 t4.0S40-2-61 (6A540-2A W.0-3-1 o OS-0) LOADING(pso SPACING- 2-" CSt. DEFL. in Qoc) gdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.96 Vert(LL)' 029 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.79 Vert(CT) -0.52 13-16 >957 180 BCU. 0.0 Rep Suess Inc YES WB 0.56 Horz(CT) 0.19 9 n1a We BCDL 10.0 Cade FBC2017/IPI2014 MatuS Weight 223 Ib FT =10ak LUMBER - TOP CHORD 2x4 SP Not BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP NO2 34-13, Right2xe SP No2 34-13 I REACTIONS. (Ihlsize) 1=1529ID-M (min.0 A3), 9=152910-&0 (min. 04-13) Max Hcml= 3(LC 9) Max Uprtt1=472(LC 5). 9=472(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied. 1 BCT CHORD Rigid ceiling dicey applied or 6-2-10 oc bracing. NhTek recommends that Stabilizers and required rmss brsctng be installed during buss erection, in accordance with StaW 1 Installation gulde. FORCES. (lb) - Max CompJMmL Ten. -All torus 250 (lb) or less except when shown. TOP CHORD 1-2�M1/1030, 2-3=316411045, 3-4-27241963, 4-5=285511104, 5E--M!i 11 D4, 6-7=27241963,74-316411046, 843281MO30 BOTCHORD 1-16=8g72955, 15.16=8972955, 14-15=7232461,13-14=7232461,12-13=71M461, 11-12=7192461, 10-11=8942B55, 9-10=8942955 WEBS 3-16=0Q69, &15—W3/351, 4.15=791443, 4-13=2267&M, 5-13=457/348, 6-13=2261644, &11=79W3, 7-11=5631352, 7-10=D*69 NOTFS- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1--160mph (3 second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opst h--151t; Cat II; Exp C; Encl., GCpI=G.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconarnmtwith any other We loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb upfdf at joint 1 and 472 to uplift at joint 9. LOAD CASE(S) Standard PE 76051 �I -O 1 IATt'OF- ORI� %����� �SS/ONA IM0.\\\\ Job I lass Inum lyps r✓yail "-1452Ad 1452-A AS HIP 2 t Job Referenca(o ' Sa Tres,FL Piwm, FL, 34951 w u..u•s novw Muir r�s¢elu.�s�wvau eui, wimu®wucs, ID:FaPOUhxCWA01Sw 07vTFdY75dC-n5wy0Rd P7Ra02wkF71dp9h91G7v10d96GgjMlzyu4 WN 11� 0 42-0-0 tt-1D0 242-0 3ab0 3Sit 2 66t4 � 8-1-0 li<-0 6+0 5S2 fiOt4 ii L=- �= 3x6 3x4= 96= Scale =1:692 315 = 15x4 11 W = 4X5 _ 3X4 _ 4X5 = 3x8 = 1.U4 11 3x5 = +n 42-0a 6JFM 1t.6.0 51 sau I ss¢ I LM2 w �40-9.0 k Plate Offsets MY)- 11:03-10 0301 %:0-1-14 0461 f11'.0-L10 0-3-01 111:1 4-3 Edoe] SPACING- 240-0 CSL DFFL in ow) Bdd Ud PLATES GRIP ,LOADING(pst) TCLL 20.0 Plate Grip DOL 125 TC 0.59 Vert(LL) 0.31 15 a999 240 MT20 244M 90 TCDL 7.0 Lumber DOL 125 BC OA5 Vert(CT) -0.561346 >879 180 BCLL 0.0 Rep Stress Ina YES M 1.00 Horz(CT) 0.15 11 n1a rda BCDL 10.0 Code FBC2017frP12014 MabhrS Weight 218 Ib FT =10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 20 SP M 31 WEBS 2x4 SP No.3 SUDER Left2x6 SP No.22.105. Right 2x6 SP No22-105 REACTIONS. P)abue) 1=152910-8.0 (min. 0-1-8), 11=152910." (milt 0.1-8) Max Ho=l=88(LC 10) Max UprdH=-497(LC 5), 11=-07(LC 4) BRACING - TOP CHORD Struchual viand sheathing directly applied or 2-9-3 co purum BOT CHORD Rigid ceTing directly applied w74-7 ochracing. MTek recommends Burt StabO¢ers and required cross Rr g be Installed during buss erection, in accordance wM StabMa:er Installation gulde. FORCES. (lb) - Max CompJMax. Ten. - Ali forces 25D (lb) or less except when shown. TOP CHORD 1-2--330171099, 2-3=324811113, 3-0=288811051, 45=263811010, 5-0=3280/1257, 6-7=3280M257, 7-8=263811010, 8-9=288811051, 940=324811113, 10.11=330111099 BOT CHORD 1-18=96512974, 17-18=96512974. 16-17=111713216, 15.16=111713218, 1415=111513216,13-14=111513216,12-13=96112974,11-12-961f2974 WEBS 3-17= 4D3rM, 4-17=2081782, 517=840t361, 7-13=840t361, 8.13=2081782, 9-13=4031292 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wmd: ASCE 7-10; Vut1=160mph (&second gust) Vasd=124mph; TCDL=42pst BCDL=5.W,, tF1511; Cat IF, Exp C; Encl., GCpi=(.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) This taus has been designed for a 10.0 psf bottom chord live load nonconoarent with any other rive loads 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 to uplift at joint 1 and 497 lb uplift atjoint 11. LOAD CASE(S) Standard / PE 76051 Job N33 Iness Ryan Hunts-1452Acf 14.W A A7 HIP 2 1 Job Reference soummh7rins'KPrerm. r-�. s4sst FdaCID:WOUahu VVAOl6•wSSD7vT�Fdz7�-mSwyORd f�O2wA�d:A1PSihdHTvt�B9 Ggj rrMz-pu4 5-044 9Cs0 17-24 26 7 32i-0 95712 4241-0 5414 74i.B ] _13 A-9 Sa14 ii SO = 1.5x4 II 316 = 3x4 = 5.00 Fiff 4 5 6 7 M ME Scale -1:0.2 0 pa giA 5x7= 17 76 /5 14 13 12 Sn7= 3X = 3x4 = 4x6 = atffi = 3[4 = 4xS = 3x4 = ad = 1a-0 42-0O 04 , BUO t7RA ]AS7 MW 4040 4t00 8-d-� &2-0 � YAB � bt�i �I ' O4O 1-0-0 Plate Offsets MYI— r+:a3-+0 o-3-01 taa5-4 az-87 re:o-5-4 az�1 rtt:o310 a3at rts:o-z-B.o-+ 81 - - -- LOADING(psl) SPACING- 2-0-0 CSL DFFL In (10c) Udeff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.56 Vert(LL) 0.38 14-15 >999 240 MT2D 2441190 TCDL 7.0 Lumber DOL 125 BC OA2 Ved(CT) -0.6414-15 >772 180 BCLL 0.0 Rep Stress Iner YES WB 0.77 Hom(CT) 0.15 11 n1a Na BCDL 10.0 Code FBC20177fP12014 MatrbrS Weighb2121b FT=10% LUMBER - TOP CHORD 2c4 SP No2'ExcepY T2,T3:2x4 SP M 31 BOT CHORD 2c4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2di SP No2238, Right 2c6 SP No2 23-e REACTIONS. (folsize) 1=152910.8-0 (min. 0-1-8). 11=152WD-M (min. 0-1.8) Max Hmzt=73(LC 9) Max UpUM=523(LC 5), 11=523(LC 4) BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-14 oc purinS. BOTCHORD Rigid ce0ing directly applied or 6811 oc bracing. WEBS 1Few at midpt 7-15 NbTek recommends that Stabilizers and requ0ed cross b2rnu9 be mstagad during Muss erec ion, in accordance vidh Stabilaer Installation guide. FORCES. (m) - Max. CompJ&IwL Ten. -Ag forces 250 (m) or less aceptwhen shown TOP CHORD 1-2=-W3YI204, 2—A i21911211, 3-0 =304W7137, "=aBDW1574, 56--3899H574, 6.7=:,899H574, 7-8=a90W1575, 8.8=304W1136, 9-10=.321911211, 10-11=327311204 BOTCHORD 147=10572940, 16-17=9372793, 15-18=9372793, 14-15=142W3900, 13.14=9342793, 12-13=-9342793, 11-12-105412940 WEBS 3.17=176r264, 4-17=14/368, 4-16=-55911341, 5-15=434=, 7-14=4741330, 8-14=56011342, a12=1413(18, 9-12=176264 NOTES 1) Unbalanced roof Eve loads have been considered forthis design 2) Wind: ASCE 7-10; Vulr=160mph (3second gust) Vasd=124mph; 7CDL=42psF BCDL=5.0ps . it=15R CaL It; Exp C; Encl., GCpi--0.18; MIAIFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondmg. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcomemvlM any other gve loads 5) Provide mectonical connection (by others) of fuss to bearing plate capable ofwithstandmg S23 It, upl8t at joint 1 and 523It, upfih atjoud 11. LOAD CASE(S) Standard ..\GENg�.`����� 7 � f PE�51 ti 6 ! d 74U Nsa raw I ype Ply RYml Homes-1{52Ad 1452A r7 AB SPECIAL 7 Job Reference (opflonall SeUVUl1 Truss. eL FWce.rL. j4tpl E—aPo wcnevau tul,rnrcaLwsnw.wa,l,m„ ec,mwu,S„„� r„—R V,,.W., X1TrWn, ID:EaPOUIwCWA016W507v7FdY15dC-FliGA9MSF17Hb5?FUSmou11pR9UvegBIKwPHNoz pu3 710 7L0 9-0D 1 143.t4 21-0-0 Z7S27A 3t3-0 34{i-D 40.8-0 A2-0-Q 4dT62-0' to tom 3&74 i 682 Sole -1.729 Sr5 = 7XS� 3XS= SxS= f1 7rdl- 34= 5x5= 5x6= 34= 5x6= SX5= 11e 1-0-0 ]E-0 141N Rt-0O Zr-6-2 3460 468-0 l �6A dt00 , �l 6.2-e � 631{ l 6&2 l 682 l 6&1{ 63-0 OJ-0 1-0O Plate Offsets QC,Yr [3:0.2-12,Edge], [4:03O,Edge], [5:0-03,034], [7:0-2-8,0.3-0], I8:0.S73,0-3-4J, [12'0-2-12,Etlge], [15:0.0.11,0.1-103, I78:0-2-8,0.241, I77:0.2-0,03-4 Msaz-0aast 120a2-0az�t rz1:o-a11a1-1Dt LOADING(pst) SPACING- 2-0-0 CSL DEFL in Qoc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.82 Vert(LL) 0.58 18 >819 240 14120 244/190 TOM 7.0 Lumber DOL 125 BC 0.99 Vert(CT) -0.SD 18-19 >522 180 BOLL 0.0 Rep Stress Inc YES M 0.78 Horz(CT) 0.15 15 Na rda BCDL 10.0 Code FBC2017frPi2014 I Matrb(S Vikight2261b FT=10% LUMBER - TOP CHORD 20 SP No2'Excepr T2,T4: 2x4 SP No.3 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 REACTIONS. Qb/size) 21=1554/O-" (min. at-13),15=1554/DA-0 (min. a1-13) Mal: Horz21=B1(LC 8) Max Uprd121=-628(LC 8), 15=-485(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purfu¢ BOTCHORD Rigid cet8ng directly applied a 2-2-0oe bracing. JOINTS 1 Brace at Jt(s): 1D iNTek rscemmends that Stabilizers and required cross bracing ba Installed during truss erection, in accordance with Stabif0:er Installation guide. FORCES Qb) - Max. CompJMax. Ten. - A0 forces 250 (lb) or less except when shown TOP CHORD 1-2=470210, 2-3=2779M 103, 35=380611587, 54--4046/167Z 6-7=-456911B41, 7-0=456SM841, 8-9=402411556, 9-10=-3784M477,10-12- 3784/1477,12-13=2768/946, 13-14- 4 9M90,3-4=261/119,11-12=2951140, 9ri1=29(M26 BOT CHORD 1.21=2351489, 2a21=316/489,19-20=10102522, 18.19=159714048, 17-18=1481/4024, 16-17=-8172509,15.16=217/512, 14.15=217/512 vim 2-21=1397/689, 2-2D=-8872038, 3.19=.876M700, 6-19--.613/364, 6-18=219/577, 7-1 8--377285, 8-18=-315/704, 8-17-=-637/393,12.17=74111755, 13-16=-6452001, 13-15=14011543 NOTES- 1) Unbalanced roof five loads have been considered for this design 2) Wlnd: ASCE 7.10; Vu1t=160mph (3- a nd gust) Vasd=124mpft TCDL=4.2psf; BCDL=S,Opsh h=15% CBL 11; Exp C; End., GWO.1B; 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 lead nonconcunent w8h any other live loads. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 626 lb uplift at joint 21 and 486lb uplift at Joint I S. 6) Graphical purM representation does not depx3 the size or the aienration of the purfn along the top and/or bottom chord. LOAD CASE(S) Standard PE 6051 `t r � 1 ' M s�a�3-I ��O\ cXO-RIDj�-IF 0 r. Job JnXas iniss lype Ryan Homes-1452A 1452-A ABCs HIP 1 2 Job Reference o 'on SeWWm Truss, K Plena, FL, 34951 Ren:62wa Nw302017Pm[8200s Nw302m7ErRek lMusaies, Inc F4JW 611:. 132MII Pagel ID£aPOUIwCWA016w807JfFdY15dC-fada0U72dVsSYkg9eK1AM10iHMaBrATk0uex 7zyuO r'�i 76d 1 12-11-74 I 18315 1 23d-1 1 2982 1 3450 1_ 40$a Rm 1.4a e-2-0 SStd 5-0-2 54-2 5-0-2 54+td 62-0 id0� 5x7 = 590 72 1.5x4 II 22 23 4 24- 25 3x8 = 44 = 1.5x4 II 265 27 6 2a 7 29 3x4 = 5x7 = 30 318 32 33 9 Scale =1*92 0:. f 1 20 34 35 19 18 36 37 38 77 39 40 41 16 42 43 15 14 44 45 46 t3 12 3x5 = _ _ � - 3ffi MIBSHS= USA II 3ffi _ � 5,5 3x8= 51G WB= .1 q 2-1L14 7A t63-t 18118 24L1 28-02 344-0 12V {taa t 63-0 0.{C t-0a Plate Offsets (X,Y)- [2:0.2-0,03-0]. [3:0.5-4,0-2-9L I6:03.O,Edge]. I8:0.54,0-2-8]. I10:a2-8,03-01, I120�11.0.1-10), I73:0-2.8,0.2-0L [1 e:o3-0,0-1-0). [20:0.2-B.o-2-OJ, f 0.1-101 LOADING(psf) SPACING- 2-0-0 CSL DEFL in Qco) War Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 115 TC 0.91 Vert(LL) 0.60 16-17 >787 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.51 Vert(CT) -0.8316-17 >568 180 M18SHS 244/190 BCLL 0.0 Rep Stress Inc NO 1M3 0.8D Hom(CT) 0.12 12 Na n/a BCDL 10.0 Code FBC2017/TPI2014 MatuS Weight 4321b FT =10q LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 23C4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (blsae) 21--2852104.0 (min. 0-1-8), 1r2852M-8-0 (min. 0-1-8) Max Horz21=57(LC 8) Max Up1iB21=1298(1.0 5), 12=1298(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or B-2-0 oc bracing. FORCES. Qb) - Max. CompJLIML Ten. -AO forces 250 Qb) or Iess exceptwhen shown. TOP CHORD 1-2=7641d53, 2J=54342601, 322-7744/3791, 22-23=774313791, 4-23=774313791, 4.24=7743/3791, 24-25=7743/3791, 2546=774313791, 5-26=774313791, 527=909714437. 6.27=9097/4437, 6-28=9097/4437, 7-28=9097/4437, 7-29=9097/4437, 2930=909714437, 3M1=9097/4437, 8-31=9097/4437, B-32--T754/3797, 3233=77551d797, 9.33=77551d797, 9-1D=-54322800, 10-11=767/359 BOTCHORD 1-21=368f766,20.21=4261766,20.34=231114943,34-%&--2311/4943, 1935=2311/4943, 19-.- 33519118,1836=433W9llB,1B37=-4335/9118, 3738=4335/9118, 1738=433519118,17-39--4335/9118, 39-�118, 40.41=-1335/9118, 1641=-4335/9118,16-42--36VM64, 42-03=-368217754, 1&43=368217754, 1544-368217754,14-4- S 2/7754, 1445=2307/4941, 4546=2307/4941, 13- 8 230714941,12-13=3741770,11-12-374m0 WEBS 2-21=256911274, 2-20=1990/4224, 3-19=157813274, 4-19--572/500. 5-19=16151/67, 5.17=01430, 7-16=5531491, 8-16=745H 578, &14=13881886, 9-14=158713289, 10.13=1987/4219, 10-12=2567/1273 NOTES 1) 2-py tors to be connected togetherwith lad (0.131'x3l nalLs as foil s Top chords connected as follows: 2x4 -1 row at 0-" oa Bottom chords connected as follows: 2x4 -1 row at 0.94 ca Webs connected as folows 2x4 -1 mw at 0-7-0 oc, Fxrept member 20-2 2x4-1 rmw at 0-9-0 oc, member 203 20 -1 mw at 0-9.0 M member 193 2x4 -1 row at 0.9-0 or, member 4-19 2x4 -1 cow at 0.9-0 oc, member 18-5 2x4 -1 cow at 0-M or:, member 5-17 2x4-1 now at 0-94 oo, member 16-5 2x4 -1 row at 0-9-0 M member 7-16 2x4 -1 row at 0.9-0 or, member I" 23K4 -1 cow at 04)-0 M member 8-14 -IR 2x4-1 cow at 0.9-0or, member 14-920-1 row at D-9-0oc, member 13.92x4-1 row at N9-0oc, member 13-102x4-1 row at 0-9-0 oa \\\_It///// 2) All loads are, considered equally applied to all pries, "cept If as front /�ls AD CASE(S) section. Ply to ply conhave eddmsitl�toniosa(F) w (B),unesss otherwiQted. xAA Bt 3) Unbalanced to considered noted 4) Wmd: ASCE 7-10; Vutt-160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Dpst h=15fk Cat 14 Exp C; End., GCpi�.18�� �� �\CENSF%����/� iainage to Frew plates unless c designed for a 7 PE 76051 i load rlalconoment with arty other We loadsIt = — k- �1: I O13, s j3 �� r 1�\\G�\\\\ !D Job nRs rues ype Ry Hwm-14a2Ad 1452-A ARM HIP i q 9wthem Tn=.FLPe .FL,34951 Wac tl�uuc rvwaa L[nr mr¢aswarvw auanr wiea vwvm�c., Ime rna. n�,.uu.,a.u.o D:GaPO[JIwCWA016w607vTFdt.+SrX-fmdnOL172dVsSYkg9eKWJ1101HMa6rATk0ue�7z-,pu0 NOTES 8) Provide mentranLcal connecdcA (by others) of truss to bearing plate capable of withstanding 1298 111 uplift at joint 21 and 1298 m up5ft atjoint 12. 9) Hanger(s) or other connection devioe(s) shag be provided sufficient to support concentrated load(s) 176lb down and 2381b up at 7-6-0, 94 lb dcvrn and 139 toup at 9-a12, 94 lb down and 139 lb up at 11.&12, 94 It, dawn and 139 lb up at 13-6-12, 941b down and 139 lb up at 15-6.12, 941b domm and 139 It, up at 17812, 94 lb down and 139 lb up at 19812, 94 lb daum and 139 to up at 21-0-0, 94 lb down and 139 to up at 225-4. 94 to down and 139 lb up at 24-5-4, 94 lb down and 139 lb up at 265-4, 94 lb down and 139 lb up at 2854, 94 Ib down and 139 lb up at 3D5-4, and 94 to doom and 139 lb up at 32-54, and 176 lb down and 238 lb up at 34-6-D on top chord, and 2521b dawn and 123lb up at 7-e-D, 70 it) down at 9512, 70 lb down at 11-11-12, 70lb down at 13.6.12, 70 lb down at 15572, 70 lb down at 17-6-12, 70 to down at 19-6-12, 70 to down at 21.0-0. 70 lb down at 22-5d, 70 lb down at 24-5-0, 70 lb down at 26-5-0, 70 lb down at 28-54. 70 to down at 30-54, and 70 lb down at 32.5-4, and 252lb down and 123 It, up at 34-54 on bottom chord. The design/selection of such connection devices) Is the respons@iirity of others. LOAD CASE(S).Standard 1) Dead+ Roof Live (balanced): Lumber Inaresse-1.25, Plate Increase=1.25 Uniform Loatls (pit) Vert 1-3=-54, 3-9=-54, 9-11=54. 1-11-70 Concentrated Loads (lb) Vert 3=129(B) 6=94(B) 9=129M 20--252(9)13==B) 22--94(B) 23=-94(B) 24=94(B) 25=94(I3) 26=94(S) 27=94(B) 28=-94(B) 29--94(B) 30=94(B) 31=94(13) 32--94(H) 33=94(B) 34--47(B) 35�47(121) 36=d7(a) 37=47(B) 38--47(B) 39--47(B) 40=.47(B) 41= 47(B) 42- 47(B) 43=-47(B) 44=47(B) 45= 47(B) 46=-47(B) EN&F.\�f (,r PE 76051 �7 1 s q 0`.R 4C, i �` �� ORID_ \\� //f���sS10NA I`�G\\\\ 3 LOADING(psry TCLL 20.0 TCDL 7.0 BCLL .0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 125 Rep Stress Inc YES Code FBC2017)TP12014 CSI. TC 0.70 BC 0.66 WB 0.17 Matix.S LUMBER - TOP CHORD 2x4 SP NO2 BOT CHORD 20 SP No2 WEBS 20 SP N0.3 ' WEDGE Lett 2x6 SP No2 SLIDER Right 2x6 SP No22-9-10 REACTIONS. (Ill 6=740/043-0 (min. 0-1-8),1=740/0SD (min. 0-1-8) Max Hom1=-81(LC 9) Max Uplif16=262(LC 9),1=256(LC 8) Stale -1=5 414 = DEFL in Poe) Udall L/d PLATES GRIP Vert(LL) -0.12 1-9 >999 240 MT20 2441190 Verf(CT) -025 1-9 >e68 180 - I Hort(Cf) 0.04 6 Na nia Weight 961D FT=10Y BRACING- TOPCHORD Structural wood sheathing due * applied or440 on puriins. BOT CHORD Rigid ceiling directly applied or 68.5 oe bracing. Ml fek recommends that StaGl¢ rs and required cross b2ang be installed during truss erection, in aecmdande with Stabif¢er Installation auide. FORCES. (lb) - Max CompJMa. Ten. -Ali forces 250 (Ih) or less except when sho TOP CHORD 1-2=13811484, 2J=1206f440, 34-1121/405, 45=1215/442, 5-6=1274/428 BOTCHORD 1-9=457/1224,E9=2041837,7-8=2041837,67=319f1093 WEBS 2-9=29=72, 3.9=182/449, 3-7=1391329 NOTES- 1) Unbalanced roof We loads have been considered fortnis design 2) Wind: ASCE 7-10; Vuh;-160mph (3-second gust) Vasd=124mph; TC.OL=42pst, BCDL=5.Opst h=15fk Cat It; Exp C; End., GCpr-0.1& MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconaurem with any other Rve loads 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252lb uplift stjoint 6 and 258 lb uptiit atjdird 1. LOAD CASE(S) Standard \GEN&'F����/ice PE `1 ._ t l / 0� i�. ORID 1 // job Irma Inm twe R)m Minna-1452Ad 1452-A ffi JVW JMy MMMON 1 1 Jab Reference o ' Sa vvn Truss, Ft. Rertx,FL, 31951 Rine 82Mw2M00 ID:EapoUWOI844w2n0ABTek In0e9riea,Inc Fri JW 8tt:00:132018 Pape1 0 1th0 82-7 1Q6O t 15-t-7 20-0-0 ' 63-7 1 3A9 16806&bl 3-&7 l 121 � Stale=1:34.6 3x4 = 5x5 = 3x4 = S 7-11-13 13d-2 20-4-0 11191 fi-11-13 1 54-5 l 6-1144 ' Plate Offsets MY)- 11:0-0-0,1321, (1:0-1-14.0-0,21, i3:0-2-0.P2-111. f4:0-2-8.0301. 15:0.2-0.0-2-111 I8:0-0-4 04,51 LOADING (psi) SPACING- 2-M CSI. DEFL in (hoc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.70 Vert(LL) -0.12 1-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.66 Vert(CT) -026 1-11 >950 180 BCLL 0.0 Rep Stress Ina YES WB 0.17 Hcm(CT) 0.03 8 nla n1a BCDL 10.0 Code FBC2017/TP12014 Mahb(S Weight 95 m FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing dnecfly applied or 4-2-13 0o pudins. SOT CHORD 2x4 SP NO2 BOT CHORD Rigid ceiling due131y applied or B-10-12 oc bracing. WEBS 2x4 SP No.3 ` MiTek recommends that Stabilaxas and requined cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left 2z6 SP No2 Installation guide. SUDER Right 2x6 SP, N0.22-9-10 REACTIONS. (IbIsim) 8=74010-e-0 (min. M-S), 1=740/D.8-0 (min. 0-1�8) Max Horz1=76(LC 9) Max UpfdiB=247(LC 9).1=253(1-C 8) FORCES. (1b) - Max. CompJMmc Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 1-2-1373/468, 23--1204/424, 5-0=112WSI, 6-7=12111427, 7-8=1268/413, 3A=1066/416, 45=995i389 BOT CHORD 1-11=436/1215,10-11=192/839, 310=1921839, 8.9=305/10BB WEBS 2-11=268/258, 4-11=172/436, 4-9=131/d17 NOTES 1) Unbalanced roof live loads have bean considered for this design. 2) Wind; ASCE 7.10; Vu1f=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h--151K Cat It Fxp C; Fstl., GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This thus has been designed for a 10.0 psf bottom chord live bad noncohamentwith any other five loads. 5) Provide mechanical connection (by others) of buss to bearing plate capable ofwithstanding 247lb uplift at joint 8 and 253 lb uprdt at joint 1. LOAD CASE(S) Stands rd / rj J00 TrUSS Inuslype Ryar Homes-1452Ad 1452 A 93 HIP t t Job Reference 'M 6oWMmT.. R Pierre, FL-. 34951 414 = W - Scale =1:332 30 II LOADING44 TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 240-C Plate Grip DOL 125 Lumber DOL 125 Rep Stress Ina YES Code FBC20177PI2014 CSI. TC 0.95 BC 0.80 WE 0.10 Malm(S DEFL in Qoc) Udell Lid Vert(LL) -0.13 1-7 >999 240 Vert(CT) -028 1-7 >862 180 Hor4(CT) 0.04 4 n1a n1a PLATES GRIP MT20 2441190 Weight 91 ib FT=10% LUMBER- SRACING- TOP CHORD 2x4 SP NO2 -Except- TOP CHORD Structural wood sheathing d'vec0y applied. T3: 2x6 SP No2 BOT CHORD Rigid Calling directly applied or 1G." be bracing. DOT CHORD 2x4 SP No2 ' M7ek recommends that Stabilizers and required ca= bracing be WEBS 2x4 SP No.3 installed during buss erechoN in accordance with Stabilizer WEDGE Installation guide. Left 2x8 SP No2, Right 2x4 SP N0.3 REACTIONS. Wsize) 4=74010-8-0 (min. 0-1-8), 1=74010-0-0 (min. 0.1.8) Max Horz1=81(LC 8) Max UpliiR4=228(1-0 9), 1=235(LC 8) FORCES. (lb) -Max. CompJMdx. Ten. -Afi forces 250 (m) or iess exceptwhen shown. TOP CHORD 1-2--1294i395, 2-3=11181408, 3-0=12281380 BOT CHORD 1 7=29WlllZ 6-7=27011061, 5-i=270f1081, 4-5=273H056 WEBS 27=01262 NOTES 1) Unbalanced rod live loads have been Considered for this design. 2) Wuxt ASCE 7-10; VuR=18Omph (3-second gust) Vasd=124mph; TCDL=42pst BCDL= 5.0psf; h=15fk Cat It, Exp C; EnCL. GCWO.18: MWFRS (envelope); Lumber DOL--1.60 plate grip DOL=1.60 3) Provide adequate drainage td prevent water pending. 4) This buss has been designed for a 10.0 psf bottom chord five load nonconarrmntwith any diner five loads. 5) Provide medumical connection (by othem) of truss to bearing plate Capable ofwithstanding 228 lb uplift stjoird4 and 235 lb uplift at Joint 1. LOAD CASE(S) Standard job "'SS I ruse I YPe Y Ryan MM-14UAO 1452-A I B4G MP 1 1 Jab Reference o .�OulllOn In—, K FW FL,3 Ml Po a2006 nox30Zn7PIYR6200 sN 302017MifaIMI¢1ne Um FnM 5ilD .142013 Pagel IDfaPOUIwCWA016v+S07vTFdz75d473Vh'ryMPXCr$UDlIrk3 tY4myrmDuFYNUN2z-W 6-0.0 1D41-0 1540 214-0 6b0 �3 5M F12 4# = tz4 II 4# _ 3 12 13 4 14 15 5 F"B Sde-1:34.6 1-0-0 I 6-0-0 I 1047-0 I 15-40 I 20-MO 121�-01 1-0-0 5-0-0 4S0 4-0-0 Plate Offsets MY)- 11:0A-10,Edae1, f3:0-5-4.0-2-01, f5:0S4.0-2-01 17:D4-10.Ednel LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in Ooc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.52 Vert(LL) 0.15 9 >999 240 Mf20 2441190 TCDL 7.0 Lumber DOL 1.26 BC 0.60 Vert(CT) -021 9-11 >999 180 BCLL 0.0 Rep Stress Ina NO WB 026 Horz(CT) 0.07 7 We n1a BCDL 10.0 Code FBC2017rrP12014 MatrizS WeiglR 103 Ib FT =10 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 VJEBS 2x4 SP No.3 SLIDER Lef2x6 SP No22-1D-12, Right 2x6 SP No22-10.12 REACTIONS. Q61sim) 1=1109M-9-0 (min. 0-1-8), 7=110910A-0 (min. 0-1.8) Max Hoot=-46(LC 9) Max UpldU=541(LC 8), 7=541(LC 9) BRACING - TOP CHORD Structural wood sheathing dire* applied or 3-2-15 oc purtins. BOT CHORD Rigid ceTm9 directly applied or 5-10-13 oc bracing. Walk recommends that Stabilizers and required moss bracing be installed dumhg in= erection, in accordance with Stabilizer Installation guride. FORCES. (to) - Max CompJMax. Ten. -A6 forces 250 Ob) or less except when shown. TOP CHORD 1-2-22VA 147, 2.3=-2213I1160, 3-12=260111401,12-13=26OW1400, 4-13=2600/MO. 4-14=260011400, 14-15=2600/1400, 5-15=260111401.5E-221311160, 6-7=228411147 BOT CHORD 1-11=106472041,11-16-10052055, 10-16=100512055, 9-10--100512055. 9-17=10D42055.17-18=10042055, 8-18=100420.55, 74-10032041 WEBS - 3-11=28W2, 3-9-3471683, 4-9=45 ,4D4, 5-9=347/683, 5-0=291341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuO=160mph (3second gust) Vasd=124mph; TCDL=42pst BCDL=5.Opsf, IF1511: Cat It Exp C; Encl., GCW0.16; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to preverdwater pondbg. 4) This buss has been designed for a 10.0 psf bottom chord live bad nonconmurent with any other Ow loads 5) Provide medranical connection (ry others) of truss to hearing plate capable of vALstanding 541 b uplift at joint 1 and 541 lb uplift at joint 7. 6) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s)121 b down and 169 b up at 6-M, 57 lb down and 107 to up at B-0-12, S7 lb doom and 107 m up at 104-12, 57 to doom and 1071b up at 1134, and 57 m down and 107 b up at 1334, and 121 b down and 160 lb up at 15-4-0 on top chord, and 106 lb dwm and 100 lb up at 6.0-0, 41 lb down at &0-12, 41 lb down at 10-0-12, 41 lb down at 1134, and 41 b down at 1334, and 106 b down and 1 DO lb up at 1SS4 on bottom chord. The design/selection of such connection dehdce(s) is the responsiloW of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live Ohalanced): Lumber Increase=125, Plate Increase=125 Unifomh Loads (p1f)Vat _ Concentrated 3=74(8��74(3) 100=27(3)11 106@) 8=106(B)12 =55(B)13=-55(3) 14=55(B) 15=455(13) 16=V(B) 17=27(3) \\Q\\\x PET6051 n ���%SS1ONA 11?G \\\ / 3 job fuss I russ Iype Ryan Hanes-1652A U52-A C1 COMMON ILRYY 2 t Job Reference PMonan SOUMem Tnm.FLPiOr¢,FL,34951 R 82006 Nov302a17Prn¢ 8200c Nw302017"TexlMuanes, 0rc nJW 61t�:162018 Pege.t ID:EaPOUhvCWAO16wS07vTFdYtSCK 73Vh7/YlpxdpOJO)hk3pV7mxvansuFYNUN7S�rR 5.7-14 W2 174)0 _ ' 5-7-14 ~ 342 I Scale =1:27A 414 = : It ..^'_ LOADING (Pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 I SPACING- 2-04) Plate Grip DOL 1.26 Lumber DOL 125 Rep Stress Ina YES Code FBC2017ITP12014 CSL TC 0.72 SC 0.73 WB 0.16 Matrb(S I III DEFL in (10c) Well Lid Verl(LL) .0.17 1.6 >999 240 Vert(Cl) .0.35 1-6 >558 180 Hom(CT) 0.02 5 nha n1a I PLATES GRIP MT20 2441190 Weight 67 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood shesthirlg drp n ly applied or4312 oc pudms, except GOT CHORD 2x4 SP No2 and verticals . WEBS 2x4 SP No.3 *Except* ' BOT CHORD Rigid oelTng directly applied or 9-5-14 oc bracing. W3: 2x6 SP No2 NGTek recommends that St4b8'¢ers and required crass bra i g he WEDGE instated during truss erection, in accordance with StablllbNu Left 2x6 SP NM2 Installation Duide. REACTION& (Ib/si7e) 5=608/030 (min. 0-1-8), 1=608/0-BA (min. 0-1-8) Max Homl=86(LC 8) Max Up5ft5=206(LC 9), 1=213(LC 8) FORCES. (lb) - Maur. CompJMmL Tea. -All forces 250 (lb) or tess exceptwhen shaven. TOP CHORD 1-2=10541388, 23=-814/280, 3-4=-8661254, 4-5=.530246 BOT CHORD 1-7=377IB28, 6-7=3771928, 54�--1711717 WEBS 2S--3D31248, 3-6=d5/409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.0ps[; 1F15$ Cat It; Exp G EncL, GCpk0.16; MWFRS (envelope); Lumber DOL=1.6D plate grip DOL--1.60 3) This buss has been designed for a 10.0 psf bottom chord We load nonconcurrertvrith any other live loads 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 5 and 213 fib uplift at Joint 1. LOAD CASE(S) Standard NSF���� t f PE 76051 0, % a ORIO_ % ����� g10NALIX?G\\\\ I U Scale =l28.1 314= 'lx4II 1 5 314 = 1-0-0 th0 1-0-0 Q471 7-5-0l 17�P0 , Plate Offsets MY)— ll:m-0 1-3-21 r1:0-1-14 0-0-21 f3:0-2.0 0.2 111 f5'0.2-0 0-2111 f :o- 0.2-01 LOADING(psf) SPACING- 24)-0 CSL DEFL in (ico) 9tle I Ud PLATES GRIP TCLL 20.0 Play Grip DOL 125 TC 0.59 Vert(LL) -0.17 1-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 11.25 SC 0.72 Vert(Cl) -0.36 1-8 >541 180 BCLL 0.0 Rep Stress Inor YES 1NB 0.15 Horz(CT) 0.02 7 Na Na BCDL 10.0 Code FBC20171TP12014 Mat&S Weight 67 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP NO2 TOP CHORD BOT CHORD 2M SP No-2 WEBS 2x4 SP No.3'FxceW + BOT CHORD 1Md: 2x6 SP No2 WEDGE Left 2x6 SP N0.2 REACTIONS. (Wsae) 7--,6D8/0-M (min 9-1-8),1=8081D.e-0 (min. 0-1-9) MM Horz 1=78(LC 8) Max UprdU=197(LC 9), 1=205(LC 8) FORCES. (b) -Mwc. CompJMax. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1D41/382, 23=-828264, &6=-889242, 6.7=Zn=5, 3-4=744273, 45=744/273 BOTCHORD 1.9=34SM14, 8-9=346/914, 7-8=1641744 WEBS 2-8=281/219, 4.8=28/398 Structural wood sheathing d"xecW applied or 5-0-2 oc pudins, except end verdcWL Rigid ceiling directly applied or 9.10-14 o , bracing. MTek nx ends that Stabfl a and requires aoss bracing be installed during truss erection, in accordance xvtth StaWlizer Installation mrlde. NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wmd: ASCE 7-1 D; VuI--160Mph (3-second gust) Vasd=124mph; TCDL=4.W. BCDL=5.0ps;t h=151S Cat. It Exp D; End., GCpr-0.18; MWFRS (e elope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate coinage to preverd wafer ponding. 4) Th's truss has been designed for a 10.0 psf bottom chord five bad rwnconcut entwit h any other Me bads 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 197 b upfi t aljoim 7 and 205 lb uplift atjomt 1. LOAD CASE(S) Standard 7 ` iJ PE 6051 *-34 -a 1` S Alt -OF N /////sS/lOIN111M�G Innis ruS5 type Ryanl,!. s-1452Atl jJob 1452-A MG HIP 1 1 Job Retererlce Logiman Soutllem Truss, PL Pre Fl-, 34951 4x7 = 12 13 40 = Scale =129.1 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in floc) Ilde6 Ud PLATES GRIP TCLL 20A Plate Grip DOL 126 TC 0.78 VWt(LL) 021 e-10 >892 240 Mf20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.65 I Vert(CT) I -0.31 8-10 >602 180 I BCLL 0.0 Rep Stress Ina NO WB 0.11 Hoa(CT) 0.02 7 Na We BCDL 10.0 Code FBC2G177fP12014 Matrb(S + Weight 72 to FT =1 MA LUMBER- BRACING - TOP CHORD 20 SP N0.2 -Except TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purtins. T2: 2tt4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9511 no bracing. BOT CHORD 2x4 SP M 31 hbTek recommends that StabT¢ers and required cross bracing be WEBS 2x4 SP No.3 installed during buss erection, in accordance with Stabilizes Installation muds. REACTIONS. (Wage) 11=92aM-8-0 (min. 0.1-e), 7=92810.8-0 (min. 0-1-e) Max HoR11�46(1-C 8) Matt UpUM 1=AS2(LC 8), 7=-462(LC 9) FORCES. (Ib) - Max. CompJMatc Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1198/606. 2-3=13561721, 3.12--119V663,12-13=11921683, 4-13=11 VJSM, 4-5--13561720, SS=179al606 BOT CHORD 1-11=-5921194, 10.11=-SOSH 184, 9-10=60411192, 0-14=-6D4M192, 13-14=60411792, 748--592M184, 6-7=59211184 WEBS 2-11=4631318, 3.10=01285, 441=0f284, 57=483f318 NOTES- 1) Unbalanced mof We loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3second gust) Vasd=124mph; TCDL=42psf, BCDL=5.0psF h=15Q Cat[]; Exp C; End., GCM=0.18; MWFRS (emrelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondmg. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrentwith any other five loads 5) Provide mechanical connection (by others) of trusts to bearing plate capable of withstanding 462 lb uplift at joint 11 and 462lb uplift at joint 7. 6) Hanger(s) or other connection device(s) shall be pmAded sufficient to support concentrated load(s)121 Ib down and 1691b up at 6-0-0, 55 to down and 107 lb up at a-0-12, and 55 lb down and 107 to up at 9-114, and 121 lb down and 169 lb up at 12.0-0 on top chord, and 106 to down and 106 lb up at 641-0. 41 fb down at B-0-12, and 41 m down at 9-114, and 106 to down and 100lb up at 11-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) a back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Uniform Itls (Plf) Vert 1.3=54, 34=54, 4-8=54, 1-6=20 Concentrated Loads (Ib) Vert 3=74(F) 4=74(F) 9=27(F) 10=10e(F) 8=1116(F)12-5(F)13=55(l 14=27(F) t It 1, PEn--.7 n n.ce ype Ryan Homes-1452Atl 7Nss 1452-A L7 CCMMON 2 1 Job Reference o 'o i'a 1 smrhem Tmss,FL Pierm, FL, 34ast ID:�82006 U EaP lwCWA016WS07VTFdz75cK-UOIa2RZudTFrOATBZ frRRVM-- R SntuF3vdPg5FAnz�tw 640 124W 6.0-0 I s,s0 - — Scale =1:18.9 414 = a 1-0-0 6-0-0 7t.0-0 12-0-0 Plate Offsets (XY)— M'0-1 14 0-0-ZI rl:0-041321 [3-o-t 14 0-0-zt 13:0-0-0 14-21 --- LOADING(psf) SPACING- 240.0 CSL DEPL in am) Ildell Lid PLATES GRIP TCLL 20.0 Plate Gdp DOL 125 TC 0.41 Vert(LL) -0.03 1-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL' 125 BC 0.49 Vert(CT) -0.06 14 >999 180 , BCLL 0.0 Rep Stress Incr YES WB 0,10 Horz(CT) 0.01 3 Na rda BCDL 10.0 Code FBC20171TP12014 Metric-S Weight 46lb FT =10% LUMBER. TOP CHORD 2x4 SP No2 DOT CHORD 2x4 SP NO2 WEBS 2x4 SP No.3 WEDGE Left 2x6 SP No2, Right 2x6 SP No2 REACTIONS (gilsbE) 1= 41910-" (min. o-1-8), 3=11910-8-0 (min. o-1-8) Max Horz1=46(LC 8) Max Upfift1=145(LC 8), 3=145(LC 9) FORCES (lb) - Max CompJMax Ten. -AO forces 250 (lb) or less except when shown. TOP CHORD 1-2-656I196, 23=61WI96 BOT CHORD 1-1=133f547, 3-4=1331547 WEBS 2-4=O274 SRACING- TOP CHORD Structural wood sheathing directly applied Or 6-" oc purllns. DOT CHORD Rigid telling cilrectly applied or 10-0-0 oe bracing. MiTek recommends that Stabilizers and required sass bracing be installed during truss erection, in accordance with StabTaer Installation ouida. NOTES- 1) Unbalanced mcf five loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second guq Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf, h=15ftCaL II; Exp C; End., GCpF0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord five load =tonne twilh any other live loads 4) PmAde mechanical connection (by others) of truss to bearing plate capable of witttstandmg 145 lb uplift at joint 1 and 145 lb uplift atjoint 3. LOAD CASE(S) Standard PE 11 Join InISS fuss I ype Ryan Homes• 1452 A d 1452-A Ur JiM JVIY HIP 1 1 Job Reference 'a 56nRJIh 1N55, PL Phehq FL, 3G951 4,4 = 40 = Stale=1:192 R. 4-0-0 80.0 1D80 11-0-0_ 12-0-0� 141-0 2-&0 I 4-" I 2b0 Plate Onsets (X Yh- f2:0fi-12 0.1 121 14'0-5-4 0-2-M 15'0-0-12 0-1 121 17'0-0-0 0-1 121 r/'0-141 1-01 110:0-" 0-1 121 NO'0-1-4 1 1-81 LOADING(psf) SPACING- 241.0 CSL DEFL in (roc) Udefl ' Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 028 Verl(LL) 0.05 8-9 -W9 240 MT20 2441190 TOM 7.0 Lumber DOL 125 BC 0.37 -Vert(CT) -0.08 8-9 >999 180 BCLL 0.0 Rep Stress Icor NO vie 0.06 Horz(CT) 0.00 7 Ma Na BCDL 10.0 Code FBC20171TPl2014 MatrixS Weight 48 lb FT=ID% LUMBER - TOP CHORD 2x4 SP Nb2 BOT CHORD 2x4 SPNo2 WEBS 2x4SP No.3 REACTIONS. (Ih/sme) 10=419/0-e-0 (min. 0-1-8), 7=41910-8-0 (min. 0-1-8) Max Horz10=31(LC 8) Matt UprM 0=254(LC 8), 7=254(LC 9) Max Gravl D=421(LC 17), 7=421(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 co puffins BOT CHORD Rigid ceiling directly applied or ID." oc bracing. AL-rek remmmends that Stabilizers and required cross bracing be installed during buss erection, in accordance with StabrTaer Installation guide. FORCES. Qb) - Max. Comp./MmL Ten -Ali forces 250 (m) or less exceptwhen shown. TOP CHORD 1-2---315/236, 2-3=380/3D4, &11=-313r283, 4-11 V13283, 45--�80/305, S6-315=7 BOT CHORD 1-10=226/312, 9.10=23113IZ 9-12=2221314, 8-12=222Td14, 741--2271312, (i-7==71312 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)1Mnd: ASCE 7-10; VuIt=160mph (3-second gust) Vasd--124mph; TCDL=42psf; BCDL=5.0pst h=15$ Cat 11; Fxp C; ErxL, GCpr=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This mats has been designed for a 10.0 psi bottom chord rive Iced with any other live loads 5) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstandmg 254 to upldt at joint 10 and 254 to uplift at joint 7. 6) Hanger(s) mother connection device(s) shall be provided sufficient to support concentrated load(s) 53 m down and 1491h up at 4-M, and 26 Ib dawn and 57 Ib up at 6-0-12, and 53 m dcvm and 149 @ up at e-0-0 on top chord, and 16 m down and 441b up at 4-0-0,and9lb down and 2 ib up at 6b12, and 18 to down and 44 lb up at 7-114 on bottom chord. The design/selection of such connection device(s) is Me responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as frond (F) or back (B). LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=125, Plate maease--125 Undomh loads (pit) Vert 1 ti4, 34=54, 4.8=54,16=20 Concemrdted Loads (lb) Vert 3=23(13) 4-23(B) 9=2(B) 8=2(B)11=1(B)12=2(B) �\GENS(/-� // �/V F��� PE76051 f .1 D1 S ORIV?', j�91�NAlt1E1\G�\`\\ aQ im Truss 1russlype, RyanH=w-1452Ad I4 A J7 JACK 12 1 Job Reference 'on 5w russ. rc Pre w. wssl Ru[62005 Nw3g2m7 Pnn: B.Z(q sNw302017 Mrrex lnmNsies.lnc Fri Ju1611:00:182m8 Paget ID:EaPOUIwCWA016wSD7VTFdf75rX-Oq B95YGsA79YJmy7wgD)1FFNM3Wc1TAALieLz_ptc th0 780 6-2-0 MU 1Jyp 7- 0 l 1-0-0 l 660 Scale =1203 Plate Offsets (X,Yi- 120-41ZO-1-121 f5:0-1.8 1-2-01, f5:0-0-0 0-1-121 LOADING(psl) SPACING- 2-0-0 CSL DEFL. in (hoc) Udell L7d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.51 Vwt(LL) 0.07 45 >978 240 MM 244JI90 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 4L13 45 >569 180 BCLL 0.0 Rep Stress Inc YES WB 0.08 Horz(CT) -0.05 3 We Na BCDL 10.0 Code FBC20177TP12014 Maths-P Weight 24lb FT=10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP NO2 WEBS 2x4 SP No.3 REACTIONS. (01lsae) 3=148MIechao cal, 4=671MechenieaL 5=335&" (min. 0-1.8) Max Horc5=155(LC 8) Max UpEft3--136(LC 8), 5=101(LC 8) Max Gmv3--148(LC 1), 4=110(LC 3), 5535(LC 1) FORCES. (Ib) - Max CompJMax Ten. -All forces 250 (to) or less exceptwhen shown. WEBS 2-5=295Y272 BRACING - TOP CHORD Structural wood sheathing d'vedly applied or 644 cc purfins. BOT CHORD Rigid calling directly applied or 10.0-0 a bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Shabilaw Installation guide. NOTES- 1) Wind: ASCE Milt Vu1H SOmph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Dpst h-15fK Cat It Fxp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This buss.has been designed for a MO psf bottom chord live load non=cur ent mirth any other five loads 3) Refarto girder(s) for teas to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136lb uplift at joint 3 and 101 lb uplift at joint S. LOAD CASE(S) Standard EN f PE 76051 ///sS�ONA 11�1�G \\\ 1 Q Job I rrms Iruss lype Ryan Homes-14UAd 1452-A RA MOND TRUSS 3 1 Job Retererce Ioo2ng Soumem Truss, FL Plain, FL, 3a351 Rim:e.2➢e6 NWy 2p11 PrpR 6..?<NW aNOV 30 Zpl� WItit llnlmml6, mG t11 Jul orvw.re tu�o repo OYEaPOUhvCWAO16wS07JfFdz75d(1JOIa2RZuCWOATBzNhRvmwaPMn0E4XdPg5FA'¢�tw 6G0 6.6-0 Scale =1:19.5 LOADING(psf) SPACING- 2-0-0 CSL DEFL in 00c) I/de6 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.55 Vert(U) 0.10 3 4 >740 240 MT20 2441180 TCDL 7.0 Lumber DOL 125 BC 0.43 I Vert(CT) I -0.15 34 >505 180 BCLL 0.0 Rep Stress Inc YES WS 0.00 Hom(CT) 0.05 2 n/a n/a BCDL 10.0 Code FBC2017f PI2014 Matu.R WWght 21 to FT=10% LUMBER- BRACING - TOP CHORD 20 SP NO2 TOP CHORD DOT CHORD 2x4 SP No2 WEBS 2x6 SP No2 BOT CHORD REACTIONS. pb/size) 2=1541Mechanllal, 4=23010b0 (min. 0-1-8), 3=761Medwical / Max Horz4=128(LC 8) Max Upfdt2=136(LC 8), 4-58(LC 8) Max Grav2=154(LC 1). 4=230(LC 1), 3=115(LC 3) FORCES. (lb) - Max. CompJMac Ten. -All forces 250 (lb) or less exceptvten shown. Structural wood sheathing dhectly applied orb-O-D oe pudins, except end verticals Rigid wiling directly applied or 1D-0-0 oo bracing. MiTek neoommends that StablTeers and requirra doss bracing be Installed during truss erection, in accordance with Stablfo:er Installation wide. NOTES- 1) Wind: ASCE 7-10; Vu"- 6Dmph (3-second gust) Vasd=124mph; TCDL=42pst; BCDL=5.0pst, h=151K CaL It Exp C; End, GCpk10.18; M14 FRS (erwelope); Lumber DOL=1.60 plate grip DOL=1:80 2) This truss has been designed for a 10.0 pal bottom chord live load nommnrrrnentwith wW other live loads 3) Refer to girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 2 and 58 @ uplift at joint 4. LOAD CASE(S) Standard \ x � PE6051 �t i X% ORlO �� N5aI was type Ryanl-IMM-1452A 14524 J6 JACK 10 1 ' Job Refelenee lope Truss, R Pam, Pt, 3495t fLm:fi200s Nw 302017 P0n[9200s Nw3020171NTek UMustries, Irx, nJW 611:00.182018 Paget tho ID:EaPOU AO16WSO7vTFdz?Sd46q®gSYrs 79YJrny7wgD)113NP1WdNTAALieLz,_pb( 1-i-0 1 4-8-0 —� I 1-0-0 &60 Scale =1:175 Plate Offsets DLYF (2:0-0.12.0.1-1Z1 f5;0.1.8 1-2-01 f5:0-0-0.0.1-121 LOADING(pst) SPACING- 2-" CSL DEFL in Qoc) 0defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 026 Vert(LL) -0.02 4-5 >999 240 LTM 244I190 TCDL 7.0 Lumber DOL 125 SC 020 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Inc YES INS 0.06 Horz(CT) -0.02 3 nfa n1a BCDL 10.0 Code FBC2017lrPMM4 Maim-P Weight 19 to FT =10% LUMBER. TOP CHORD 2x4 SP No2 GOT CHORD 2z4 SP No2 WEBS 21c4 SP No.3 REACTIONS. (mis¢e) 3=10GIMschanical, 4--471MechaniW, 5=283IOA-0 (min. 0.1-5) Marc Hom5=124(LC 8) Max Upiifl3=104(LC 8), S==-SWC 8) Max GNv3=108(LC 1), 4=81(LC 3), 5--283(LC 1) FORCES. (lb) -Max. CompAfiwL Ten. -An to 250 Qb) or less elwpt when shown. BRACING - TOP CHORD Struchiral wood sheathing dueal applied orE.OA cc pur8ns. BOT CHORD Rigid celTmg directly applied w 10-04 oe bracing. htrTek recommends that ScabS¢ers and required cress bracing be Installed during truss erection, in accordance with Stabif¢er Installation quide. NOTES 1) Wind: ASCE 7-10; Vu11=16Dmph (3-second gust) Vasd=124mph; TCDL=<2psf; BCDL=S.OPsf, IF75ft Cal. II; Exp C; End., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=4.60 2) This tress has been designed for a 10.0 psf bottom chord live load nonconwrlent with any other five loads 3) Refer In girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104lb uplift at joint 3 and 85 In uplift atjomt 5. LOAD CASE(S) Standard PE6051�� _ - Ot S T //�/�j�S/CNALIEI all im cuss I mss type RYan Homes-1452Ad 14WA JSB JQV jF4Y MONOMSS 2 1 Job Reference o ono SmMem Truss, Ft ,FL -NMI I Run: B2Wa Nw9a ZlY17 Prm[8200s Nw 30 ZD77 M1LTe Inct tr{ea;in¢ Fri JW 611:ab.1a $118 Page1 ID:EBPOUI W CWA016WS07vTFdz?SdC-OglBgSYGSA79YJcny7wgD)1.ONozWdSTAAUeLzioc S®1e=1:16.4 Plate Offsets MYF- f2'0-0.12 0.1-12] f5:0.1-9 1-2-01 f5:0-0-0 0.1-12] LOADING(psf) SPACING- 2-043 CSL DEFL in ace) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 022 Vert(LL) 0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.17 Ved(C7) -0.03 4-5 >999 190 BCLL 0.0 Rep Shess Ina YES WE 0.05 Horc(CT) -0.02 3 nla rda BCDL 10.0 Code FBC2017flP12014 Mahbc-P Weight 18 01 FT =10% LUMBER - TOP CHORD 20 SP No2 BOT CHORD 20 SP No2 WEBS 20 SP No.3 REACTIONS. (1hlslze) 3=1 DO/Mechanical, 4=42MledraniW, 5-272M-8.0 (min. 0.1-0) Max Ha25-117(LC 8) ' Max Up083=97(LC 8), 5=81(LC 8) Max Gw3:1 DD(LC 1), 4=75(LC 3), 5=272(LC 1) FORCES. Qb) - Max. CompJLIWL Ten. -All forces 25D (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins SOT CHORD Rigid ceTingdi2Ny applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers, and required class bradng be installed during truss erection, in acmNance with Stab7¢er Installation nuide. NOTES- 1) Wind: ASCE 7-10; Vu11=160mph (3-sacond gust) Vasd=124mph; TCDL=42W,, BCDL=S.Ops; h=15Q Cat 11; Exp C End., GCp1=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord We load nonconcenentw"ith any other five loads. - 3) Referto girder(s) for thus to truss connections. 4) Provlde mechanical connection (by others) of buss to bearing plate capable of withstanding 97 lb uplift atjoint 3 and 81 lb uplift atjont S. LOAD CASE(S) Standard ion InISS I nm I ype Rysi hMmes 14 .A Js JOY jPJY-te52Ad JACK 3 1 Job Reference 'on aouvem crvss,rr. creme, r�,wwt ID.,SaPOUhvCWAOlewSO7vaTFFddY2�4.0�5YCuA7�rnYTwwgDj1JJ3NOp dUTAALi Pdz„phr 1.4-0 56-0 Scale =1:16.7 1-0-0 I 4.6-0 —' Plate Offsets MY)- 12:0-0-12,04-121, 15:0.1-8,1-2411, j5:0.0-0,0-1-121 LOA13ING(psfj SPACING- Cit. DEFL in (hoc) Ude8 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.20 Vert(LL) .0.01 4-5 >999 240 WM 2441190 TCDL 7.0 Lumber DOL 125 BC 0.15 Vert(CT) .0.02 4-5 >999 180 BCLL OA Rep Stress Inc YES 1NB 0.05 Hocc(CT) .0.01 3 n1a n1a BCDL 10.0 Code FSC2017ITP12014 Mabiz-P Weight 181b FT =1MI. LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x45P Noe WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=969dec anical, 4=40/Mechardnl, 5-267M4i-0 (min. D-1-8) Max Ho25=113(LC 8) Max UpUM--93(LC 8). 5=80(LC 8) Max Gmv3=96(LC 1), 4=71(LC 3), 5-�67(LC 1) FORCES. (Ib) - Male CompJMex. Ten. -AD forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or S" oc purims. BOT CHORD Rigid calling directly applied or 10.0-0 oc t acing. MiTek recommends that Stabilizers and required cross bredn9 be installed during truss erection, in accordance with StabT¢er Installation gulde. NOTES- 1) Wind: ASCE 7.10; Vult;-Mmph (3-second gust) Vasd=124mph; TCDL=4.2p , BCDL=5.0psf, h=15$ Cat It Exp C; End., GCp!4.18; MWFRS (ewdope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord the load nonconcumerd with any other five loads 3) Refer to girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplft atjolM 3 and 80 In uplift at joint 5. LOAD CASE(S) Standard moll ENS /f PE 76051 � t \ S jw nlas Iruss Im Ryan es-1452A0 1452-A J5A jQ1Y JFIY MONO TRUSS 1 1 Job Reference o Saxnem Trusa,R Pier®, L. 31881 Ie R :82003 Nav3g 201]Piu¢8,200a ov3g 2g1]l4TeY NOusNes, tree Fn JW 611-15—a Paget ID:FaPOUhvCWAOIGWSO7VTFdzaSCK.WBgSYGSA79YJc y7wgDj1JTNOJWdHrAAUeLz_ptx 48a Scale -1:15.6 LOAOING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 24l-0 Plate Grip DOL 125 Lumber DOL 1.26 Rep Stress Ina YES Code FBC2017frP12014 CSL TC 0.24 BC 0.18 WB 0.00 Matra-R DEFL in Vert(LL) 0.02 Vert(CT) -0.03 Horz(CT) -0.02 Qoe) Udell Ld 34 >999 240 3-4 >999 180 2 Na Na PLATES GRIP MT20 244f190 Weight 15 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc pudins, except BOT CHORD 2x4 SP No-2 and verhi aLz WEBS 2xG SP No-2 BOT CHORD Rigid wftg directly applied or 10-0-0 oc bracing. ' fvhTek reoommends that Stabilaers and required cross b9cn9 be Installed during fuss erection, in accordance vrith Slabif¢ Installation gulde. REACTIONS. (Ihfs¢e) 2=104Rdechankal.4-15G104-0 (min. 0-1-8), 3=51Rdechaniral Max HOrz4=B7(LC 8) ' Max UpM2=94(LC 8), 4=36(LC 8) Max Grev2=104(LC 1), 4=156(LC 1), 3=78(LC 3) FORCES. (m) - Max CompJMaz. Ten.-A0 forgoes 250 Qb) orless a ceplwhen shown. NOTES- 1) Wnd: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=42psF, BCDL=S.Opsf, h-15ft Cat. 1% 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 nonconarrrent with any other five loads 3) Refer to ghder(s) for toss to truss connections. 4) Provide mechanical connection (ry others) of truss to bearing plate capable of withstandmg 94 to uplift at joint 2 and 38 to uplift at joint 4. LOAD CASE(S) Standard fi l PE 76051 n job IrUSS Iruss ype Nyan M=M-14%A 145bA .IC JLR IM JACK 11 7 Job Reference (optional) . �� �,� �.-..+•=u Nw:6.LW s nwau 2u1 r P6r1[ u260 a NW 30201r NTex 6Miabh4, me Fir JW 611:00:182618 Page 1 ID: E:rD&CWA018wS07JiFdY15dC-0q®g5V 79YJmyt DJ1L&MWBrAAUd.-pbc Its 4-0-0 140 I 2A Scale-1:12-5 1-d-0 4-0-0 1-0-0 I ann � Plate Offsets (X Y)- f2:0-0.12 0-1-121 f5:0.1-01-2-01 15:0-0-0 0.1-121 LOA13ING(psf) SPACING- 243-0 CSL DEFL m (toe) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.09 VergLL) -0.00 4-5 >90 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.07 Verl(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 Harz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017J Pi2D14 Mabbc-P Weigh[ 13 lb FT=10% LUMBER - TOP CHORD ZA SP Not BOT CHORD 2x4 SP No2 WEBS 2x4 SP'No.3 REACTIONS. (Us¢e) 3=54/Mechaniml, 4=17IMedhaNal, 5-22OM48-0 (min. 0.1-e) Max Ho25=83(LC 8) Max UpliR3=59(LC 8), 5-66(LC 8) Max Grav3=54(LC 1). 4=40(LC 3), Sy20(LC 1) FORCES. (Ib) - Mac CompJMax Ten. -Ali foss 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing dire* applied or 441-0 oc purlins. BOT CHORD Rigid calling directly applied or 10-04) cc bracing. Wek remrmnands plat Stabdoers and required cross bracing be installed during buss eredon, In accordance with Stab'faer Installation guide. NOTES- 1) Wind: ASCE 7-10; VuIF-160mph (3-second gust) Vasd=124mpN TCDL=42psf; BCDL-5.0psf; h=15fg Cat II; Exp C; End., GCW--0.16; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) ThisReftr has been end or designed to tr a 10.0 � todorn chord rive load norlconanentwith any other five loads 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb upirn at joint 3 and 661b uplift atjohd S. LOAD CASE(S) Standard �GENgE'���i PE6051 11 S A / -13-J�,7C , Joe nss I mss Iwo Ryanavnes-1452A. 1452-A J3 JQW Jeri JACK 3 1 'o Job Reference o sowian Truss, Pt Piei¢, FL, 34951 ID:EsPOUIwCWA016wS07vTFdz75d(-YdBp�Ce6s7hWl DOR9Vv� 60nAeKxWrP6uiyty td0 11-4-0 N2 Scale =1:115 LOADING(psl) SPACING- 2-0-0 CSL DEFL in (Ico) (deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.08 Vert(LL) 0.00 5 >999 240 M120 2441190 TCDL. 7.0 Lumber DOL 125 BC 0.05 Vwt(CT) 0.00 5 >999 180 SCLL 0.0 Rep Stress Inc YES WB 0.03 Hoa(CT) -0.00 3 n1a nla BCDL 10.0 Code FBC2Dl7/1P12014 Matrix-P Weight 12lb FT=to% LUMBER- BRACING - TOP CHORD 20 SP No2 TOP CHORD SbuWx d wood sheathing directly applied or 3-0-0 cc purfin€ BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceding direly applied or 1040 cc bracing. WEBS 20 SP No.3 MiTek recommends that StabO¢ers and required axas bracing be Installed dulling truss erection, in accordance with Stabilizer Installation milde. RFACTIONS. (ibfsim) 3=38/MedmnieM,4=BMlechargm45=20810E-0 (min.0.1-8) Max Hoa5=72(LC 8) Max UpUR3�48(LC 8), 5=62(LC 8) Max Gmv3=38(LC 1), 4=28(LC 3), 5--208(LC 1) FORCES. (lb) - Max CompJMax. Ten. - Ali forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vint=160mph (3second gust) Vasd=124mph; TCDL=42psf; BCDL=5.0psf; h=1511; Cat It Exp C; Encl.. GCpi--0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 3) Refer to gtnte(s) for truss to truss connections. 4) Provide mechanical connection (by other) of truss to bearing plate capable of withstanding 481b upti8 at joint 3 and 62Ib uplM at joint 5. LOAD CASE(S) Standard i PE 76051 nos lru53 lWe Ryan Dines-1452A 11M-A J3A MONOTRUW 1 t Jab Reference o ' SmxMm Truss, FL Pkxce, FL, 34951 Run:9200a Nov302a17Pdnt8200a Nov3828171hTek Inc FriAd 611:00:17=18 POW 1 ro:eaPOUhVCWA01&XSO7VTFdn5dcxdBP�7lxAtbOo RgWBV 6A9Atic>wrs6ia-Pty 28d 2-6O 1'- 2E-0 Scale=1:11.6 LOADING(pst) SPACING- 2-M CSL DEFL. in Qoc) Udd Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.06 Vert(LL) -0.00 3-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.05 Vert(CT) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hoa(CT) .0.00 2 n/a nfa BCDL 10.0 Code FBC2017,rrPI2D14 Mabbc-R Weight: 9 @ FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x6 SP No2 BOTCHORD REACTIONS (@/size) 2--55/Mec harfnad, 4=82/08-0 (min. 0-1-8), 3=27/MedhaNnl Max HaR4=45(LC 6) Max UpTi0Y--52(LC 8), 4=14(LC 8). 3=-3(LC e) Max Gmv2---55(LC 1), 4=82(LC 1), 3=41(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -Ali forces 260 (to) or less except when shown. Structural wood sheathing dpectly applied or 2-6-0 oc purlmr, except end ver5ceLa Rigid calling directly applied a 10-0-0 oc bracing. MTrek recommends that Stabilizers and required cross bracing be Installed during floss erection, In accordance with Stablzer Installaton nuide. NOTES- 1) Wnd: ASCE 7.10; Vut-160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=5.OpsF h=1Sit Cat It Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load none ncument with any other We loads. 3) Refer to girder(s) for buss to truss cennectons 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 2,14 lb uplift atjohd 4 and 3 Ib uplift at joint 3. LOAD CASES) Standard ENg�.`��//� PE7�6051�` .o R ///Zl/l u"ONA 111 \G\\\\\ '9 Job Iruss I Nss I ype 1452-A Jx JOY IMY IRYMH=W-I452Ad JACK 12 t Job Reference (0PfiM2ft �ruc, rc nam, ram, JV1ll ryW: n1W C NOV YI leI r MIIC e.an s Nw:103Nl milek lMuctt,eS me "m 6llxxxl/ ans Pagel ID£aPOUhuCWA0t6w5O7VTFdz?SCK %dBpdD(e6s?W 1bOOORgWAL_SynAgKxVk86=-pty t40 20-0 I S®1e=195 1.0a m t-0-0 I 7-0.0 i Plate Offsets MYI— 120-0-12A-1-121. Tt0.1-11.1-2-01 IS:D-0-0 0.1421 LOADING(psf) SPACING- 2-0-0 CS L DEFL in pox) Well IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 8C 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES NB 0.02 Hom(CT) -0.00 3 r9a Na BCDL 10.0 Code FBC2017[rPM014 Matrix-P Weight 7lb FT =10% LIMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SPNo2 WEBS 2x4 SP No.3 REACTIONS. (161s¢e) 3=34ANedranimal, 4=431Merhanixal. 5--22WO-5-0 (min. 0-1-8) Max Hom5=43(LC 8) Max Upbft3-34(LC 1), 4=-43(LC 1), 5�66(LC 6) Max Grav4=5(LC 8), 6=223(LC 1) FORCES. (Ib) - Max CompJMax Ten. -Aft forces 250 (lb) or less except when shown. BRACING - TOP CHORD Swxd,xral wood sheathing directly applied or2.0-0 oc purlim BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross braing be installed during truss erection, In accordance with Stab%zer insta0ation guide. NOTES- 1) Wind: ASCE 7A0; VufF-160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.Opsf, h=15f; Cal.II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 psf bottom chord live Iced nonconamerdwith any other Two 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 34 lb uplift atjdnt 3, 43 lb uplift atjoird 4 and 66 to uplift at joint 5. LOAD CASES) Standard \GENgF ;iz' ; PE-7`6oj51 i JOD Truss I rrss I ype y Ryan HMM-16 Ad 1A A AJACK 3 i Job Refererus o ' SOW1iemTw,Ft Plans. FL, 9Cg51 un:8200e Nov302017P 8280xNw302017 MI. lnCustrm FIIJW 811:0g12018 Pagel IUFaPOUKVMA016w507VTFdY15cK-XdBp=ess?b-A1b000RgWBX 6eM1KxftN=-pty id0 1-6-0 Scale -1:7A I LOADING(psry I SPACING- 2-0-0 I CSL I DEFL in 0c0) Well Lid I PLATES GRIP TOLL 20.0 Plate Grip DOL 125 TC 0.06 Vert(LL) 0.00 1 nir 120 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.02 Vert(CT) -0.00 1 nh 120 BCLL 0.0 Rep Stress Inc YES MIB 0.00 Horz(CT) 0.00 n1a Na SCDL 10.0 Code FBC2017rrPl2014 Matrix-P Vmght 5lb FT=10% LUMBER- BRACING TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 1-6-D oc purtins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid calling directly applied or 6-0.0 oc bracing. MTek recommends that Stabilizers end required cols bracing be " installed during truss erection, in acoomancewith Stabll¢er Installation aulde. REACTIONS. (mleme) 2-95IMeehanital, 3=14M-e-0 (rrdh. OA-8) Max Ho22=124(LC 1), 3=124(LC 1) Max Uplifl2---4(LC 8) Max Grav2=95(1-C 1), 3=29(LC 3) FORCES. (lb) - Max. CompJMmr. Ten. - Afl forces 250 (lb) or less exceptwhen shown. NOTES- 1) Wind: ASCE 7-10; Vut=160mph (3-second gust) Vasd=124mph; TCDL=42ps(; BCDL=5.Opsl; 1F1511; CaL 11; Exp C; End., GCpF0.18; MVJFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This thus has been designed for a 1 OA psf bottom chord live load nonconaurrent with any other Me Ioad- 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 Ib uplift etjoint 2. 5) Non Standard bearing condition. Review required. LOAD CASE(S) Standard - VGENgF�`��// r PE6051 01 S -It-or ; �1 ORIO /t'// 70NA )1 ? �\\\\ 7 R='a NS I Ype Ryan Hwes-144Ad 194.4 Va VALLEY IQV Fly 1 1 Job Rorn......a loctionall •�••••- — IDS aP0UIw5G'aVwVA0 6wS07v aSdG�mFrnZN�nOt : 186rAA 11:ar2e zcle raper 4." B� YB B9rLXImdUgplDt_ply 4-0-0 4-0-0 4,4 = 2x4 5 MO 1 Scale -1:142 LOADING(pst) SPACING- 2-0-0 CSL DEFL in Qoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC * 028 Vert(LL) n1a - n1a 999 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.18 Vert(CT) n1a - n1a 999 I BCLL 0.0 Rep Stress Incr YES WS 0.03 HOR(CT) 0.00 3 n1a We BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight 24 lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD BOT CHORD REACTION& Ma/sae) 1=118184-0 (min. 0-1-8), 3--11818-0-0 (n*L 0-1-8). 4=248/& (mm. 0-1-e) Max Hoat=25(LC 8) Max Uprdh=58(LC 8), 3=62(LC 9). 4=52(LC 8) FORCES. (lb) - Max Comp.IMmL Ten. - AD forces 250 (lb) or less exceptwhen shown. Structural wood sheathing direrby applied or 6-0-0 oc purons. Rigid calling diredly applied or 104YD ce bracing. MiTek recommends that Stabibters and required emss bracing be installed during fuss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Unbalanced roof Ove loads have been mnsidered for this design. 2) Wnd: ASCE 7-10; VUR--16Dmph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=S.opsf, h=15it Cat It Exp C; End, GCpF0.18; 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 nommnamentwith any other We loads 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58lb uplift atjomt 1, 62 le uplift stjomt 3 and 52 lb uplft atjoird 4. LOAD CASE(S) Standard EN i PEJV60'51n� _ r i �. OR1O /// _ ///\ '910NA i Job In, Innis lype rryen Hanes-1452A 1458A V4 VALLEY 1 1 Job Reference (Optionab SouNem Truss, FL PiPIGq FL, M951 2x4 4 5.00 12 3x4 = 2x4 c Ste -1:73 Plate Offsets (x.Y),- 12:0-M.Edoe1 LOADNGW SPACING. 2-0-0 CSL DEFL in (Ioc) Ilde0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.04 Vert(LL) Na - Na 999 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.13 Vert(CT) n1a - Na 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(CT) 0.00 3 Na Na BCDL. 10.0 Code FBC2017r P12014 Matrbc-P Weight 10 to FT=1(r LUMBER- TOP CHORD 2x4 SP N0.3 BOT CHORD 2x4 SP No.3 REACTIONS (Ibls(2e) 1=9414-0-0 (min. 04-6), 3=949-00 (min. 04-8) Max Hors 1=10(1-C 9) _ Max Up1i1tl=-33(LC B), 3=-33(LC 9) FORCES. (lb) -Max. COmp1Mm Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purfns. BOT CHORD Rigid ce➢'mg crncffy applied or 10-0-0 co bracing. WTek recommends that Sfabila-m and required a bredng be Installed during truss enayion, In accordancewith ShabT¢er Installation guide. NOTES- 1) Unbalanced roof Eve loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd--124mph; TCDL=42psf, BCDL=S.Ops(; h=15ft; CaL It-, UP C; End., GCpi=D.1B; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This buss has been designed for a 10.0 psf bottom chord five load nonconcumard with any other We loads 5) Provide medhanicai bonnection (by others) of truss to bearing plate capable of withstanding 33 lb uplift atjdmt 1 and 33 lb uM aljobd 3. LOAD CASES) Standard ram, ms9 lyps Ryan Hmnrs-1452Atl 1452-A 1wa VALLEY 2 1 Job Refetenm ••"'^....... ........ CLW anww Nl/an lel(IIIOWM$0C tnN 611A]:192 5 Pa0C1 ID:EaMUIwCVVA016wS07VTFdz75dC-101a2F�udiFOATBzW`Rv�mxaMYn9IF4XdPg5FAnz_ptw 6-0-0 600 i Scale-1-14.8 2x4 4 1.5x4 11 LOADING(pso SPACING- 24)-0 CSI. DEFL. im poc) Ildell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) We - nla 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.56 I Vert(CT) rda - Na 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 We We BCDL 10.0 Code FBC2017/fPI2014 Matrix-P Weight 20 lb FT=1D% LUMBER- SRACING- TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (Mlm) 1=1901660 (min. 0-1-e).3=190/640-0 (min. 0.1A) Max Horz1=105(LC 6) Max UpEft1=57(LC B). 3=101(LC 6) FORCES. (Ib) - Max. Oomp./Max. Ten. -Ali forces 250 (lb) or less exce"en shwaL Structural wood sheathing directly applied or 6-0-0 oc purlms, except end verticals. Rigid caging directly applied or 10-M oc bracing. M-rek recommends that Stabilizers and required am bmcng be insta0ed during truss erection, In accordance with Stabilaer Installation guide. NOTES- 1) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; 8CDL=5.0pst h=15}5 Cat It; Fxp C; End., GCpi=a.16; MWFRS (envelope); Lumber DOL--1.60 plate grip DOL=1.60 2) Gable requires continuous bottom clod bearing. 3) This truss has been designed for a 10.0 psf bottom droll live bad nonconamemwith any other Eve loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift atjoid 1 and 101 lb uplift atjohd 3. LOAD CASE(S) Standard PE 76051 sSOj IjA /!I�NG \\`\72.1 4 1 NSa I n ;s I ypE Ry=Hamel-14 Ad 145E-A UVd VALLEY 2 1 Job Referenm (optional) �omnernrrvse, re perm, rt,xwl ID:EaMUU2[wCCWA016 507�StlG—Ud�la2R2ud-rFOATBZ v�mwFaaUDnnSF4XdPg5F aLift 4-0-0 , q. aft —i Scale -1:109 ffi4 i LOADING(psf) SPACING- 2-D-0 CSL DEFL in (Ico) Ildell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 025 Vert(LL) rua - nre 999 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.19 Vert(CT) r9a - n1a 999 BCLL 0.0 Rep Sbess Incr YES VVB,, 0.00 H=(CT) 0.00 nla nia BCDL 10.0 Code FBC2017RP12014 Maft-P Weight 13 m FT=10-A LUMBER- BRACING - TOP CHORD 2z4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (ibisae) 1=116f4-0-D (min. 0."), 3=11614-0-0 (min. 0-1-0) Max HoR1=64(LC 8) Max UPDM=- 5(LC 8), 3=82(LC 8) FORCES. (Ib) - Max. CompJNlwL Ten -Ali fonts 250 (lb) or less except when shown Stirs rh ral wood sheath'ug tliracily applied W441-0 oc pudhls, except and verticals Rigid calling directly applied or 10-" oc bracing. M7ek recommends that StabO¢ers and required cuoss bracing be installed during buss erection, in accordance, with Stabilizer Installation_ guide. NOTES- 1) Wind: ASCE 7-10; Vu1HSOmph (3second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.0psf, h=15fk Cat. 1% Exp q End., GCpr0AS; 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 nonconcunentwith any other five loads. 4) Provide mechanical connection (by others) of buss to bearing plate capable of widistanding 35 lb uplift atjoint 1 and 62lb uplift atjohd 3. LOAD CASE(S) Standard PE 76051 f .1 ,5;, � �CORIO_p.'� � //ONALt�?G�\\\\\ 2 job Inuss 1russlype Ryan ROmes-1452Ad 14524 MV2 VALLEY 2 1 Job Rete enee(optional) S.0 russ, FL Pierce, FL. 34951 2x4 c Rare S3Wa ov 392917 Print a30gc 302D17 MTelt lneusfries, Ine Fri Ju1611 W.1920IS Pagel ID:EePOUtwCWA0161v507vTFdYr5d-UOlR9R2udTFOATEzVJrRvnwaXMno7F4XdPg5FAm-ptw Scale -1.6.8 LOADING(psl) SPACING- CSL DL in DEFL QW) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip 125 DOL TC 0.04 Vert(LL) Na n1a 999 MT20 2441190 TCDL 7.0 Lumber DOL 125 I BC O.D3 Ver1(CT) nfa I Na 999 I BCLL C.0 Rep Sbeas Incr YES WB 0.00 Horz(CT) -0.00 2 Na nla BCDL 10.0 Code FBC20171TPC2014 Matrix-P Weight 5 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-U-0 oc purtins. BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid eaLng directly applied or 10-0-0 co bracing. MTek recommends that Stabilizers end required cross bracing be Installed during buss erection, in aanrdanee with Sfablo:er Installation guide. REACTION& (rhisae) 1=47/2-0-0 (min. 0-1A, 2--3412-0-0 (min. 04-8), 3=13rz-0-0 (min. 0.1-8) Max Horz1=26(LC 8) Mu Uprift1=14(LC 8). 2--31(LC 8) Max Gmv1=47(LC 1), 2=31(LC 1), 3=25(LC 3) FORCES. (lb) -Max. CompJMmL Ten. -Ag fo 250 (lb) orieas except when shown. NOTES 1) Wind: ASCE 7-10; Vult=160mp l (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opzt h=151k CaL 14 Exp C; Encl., GCO:0.18; MWFRS (envelope); Lumber DOL=1.6D plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other rwe bads 4) Bearing aljoint(s) 2 considers parallel to grain value using ANSUfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift atjoird 1 and 31 Ito uplift at)oird 2. LOAD CASES) Standard it of 76051 �� :_ q. M , *. 1 o ; S Tt of iP0't` - G � ion I rus6 Iruss lype Ryan Hvnea-1452Atl 145I-A CI7 JACK 1 1 Job Reference o ' • �rd�. �•-.+»a+• rtun:atuun nwrw Mrrnrs n.zuuervavau 201i xL1 eKlMimleet, MG Fn Jul s11:00:162MB Paget Lf114 64-7 ID:EaPOUIVJM A016wSO7vTFtlx75dCSRdROPWOLZ tR.IOSOgitCetyvragl2hlBjssbS _ptz 1-&14 4-6.9 4-15 1-9-1514 6-4-7-7 10-5-12 1 12 74-4 61 4-69 L1_A 1 Plate Offsets (KY)— 12:0-68 0.1-121 120.1-7 1-7-141, f8:0-0-0.0.1-121 LOADING(psQ SPACING- 2-0-0 CSL DEFL in (be) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC OAS Vert(LL) -0.04 6-7 >999 240 IVT20 2441190 TCDL 7.0 Lumber DOL 125 BC OA3 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Ines NO WB 0,16 Horz(CT) -0.03 4 We nla BCDL 10.0 Code FBC2017rrPI2014 MatrixS Weight 41 lb FT =10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOTCHORD REACTIONS. (Ihlsize) 4=1110&aianlral, 5=234IMechmicai,8=481/0.11-5 Max Horz8=153(LC 4) Max Upfift4=94(LC 4), 5=104(LC 4), B=186(LC 4) FORCES. (ib) - Max. CompJNkaL Ten. -All forces 250 (lb) or less exceptwhen shown. TOP CHORD 1-2=381/115, 2.9=4431159, 3-9�3941169 BOT CHORD 14=108/383, 8-11=2491383, 7-11-2491393, 7-12-249/383, 6-12-24913B3 WEBS 2-8=303/190,16-431287 Structural wood sheathing direly applied or 6-0.0 oc pudins. Rigid calling directly applied or 10" oe bracing. MTek mmmmends that Stabflaem and required cross bracing be Installed during buss erection, in accordance with Stabirmer Installation guide. NOTES• 1) Wind: ASCE 7.10; Vint-160mph (3-second gust) Vasd=124mph; TCDL=42p4 BCDL=5.OpsF h=15ft Cat 11; Exp C; End., GCp1=0.18: MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This Was has been designed for a 10.0 psf bottom chord live load nommnmrrent with any other five loads. 3) Referto girder(s) for buss to truss connections 4) Provide mechanical connection (by others) of buss to bearing plate capable of Withstanding 94Ib upfdt atjaht 4,104lb upfft atjoint 5 and 186 In upfdt at joint B. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb dawn and 38 lb up at 5-0.7, 23 la dorm and 38 lb up at 541-7, and'51 lb down and 93 lb up at 7-106, and 51 lb doom and 93 lb up at 7-1 D-6 on top chord, and 4 lb up at 5.0-7. 4lb up at 5-P7, and 21 lb down at 7-10-6, and 21 lb down at 7-10-0 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(5) Standard 1) Dead+ Roof Live (balanced): Lumber Mkaease--125, Plate Incresse=125 Uniform Loads (pIQ Vert 14=54,1-5=-20 Concentrated Loads (lb) Vert 10=-39(F=19, fi=19)11=7(F=4, U=4) 12=24(F=12, B=12) \Z� 4i / PE 76051 I ss/lOI1III0�G\\\\\` `25 I () 4 iw N5a I N5a I Ype RYaoH W-1452Ad 1452-A GrA JUTY jely MONOTRUS6 1 1 Job Reference o ' 6aoNem Tn ,RPi FL, UZI 1.8200s No aoL tr --I s IWau[ l r W."La aiiuu.io aye rape ID:EW OUIwCV VAO16wSO7vTFdz?5cK-3RdROPNgLYtRJOSOgRC6lyyRagj2gLB)ssbZSZ_p- 4-11-8 9-0-13 _ ^ 4.11-8 1 4 I1 Scale = IAU LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 24)-0 Plate Grip DOL 125 Lumber DOL 125 Rep Stress Incr NO Code FBC20171TPI2014 CSI. TC 027 BC 0.38 NB 022 Mahb(S DEFL-, in Vert(LL) 0.03 Vert(CT) -a.05 Hoa(CT) 0.01 pee) Udell L/d &7 >999 240 6-7 >999 180 5 Na rda PLATES GRIP MT20 2441190 Weight 40 lb FT =10°A LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Strudund wood sheathing directly applied a B-0-0 oc purlins BOT CHORD 2x4 SP No2 BOT CHORD Rigid caging directly applied or 10-0-0 oe bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required class bracing be SLIDER Left 20 SP No.3 2.6-10' installed during truss election, in secondaries with Stabilizer Installation nuida. REACTIONS (Iblsize) 1=3581048 (min. 0.1.8), 4 lO5MledhankaL 5--28B/MedhaniW Max Ho=1=153(LC 17) Max UpId1=144(LC 4), 4=91(LC 4). 5=139(LC 4) FORCES. (lb) -Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-605=, 2-0=5531239, "=5311245 BOT CHORD 1-10=.324/531, 7.l D=M4/531, 7-11=324I531, 6-11=3241531 WEBS 3-7=D261, 3-0=5987365 NOTES 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.0psi; IF15$ 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 botom chard five load none nc mentwith any other live loads. 3) Refer to gader(s) far truss to buss connections 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 144 lb uplift at Joint 1, 91 Ill uplift at joint 4 and 139 to uprdl at joint 5. 5) Hanger(s) or other connection device(s)'shag be provided sufficient to support concentrated load(s) 23 @ down end 38 lb up at 3-7-8, 31 to down and 471b up at 3-7-8. and 51 lb down and 93 lb up at 6-5-7, and 56 to dawn and 97 lb up at 6-57 an top chord, and 4lb up at 3-7.8 , 6 lb down and 13 Ib up at 3.7-8. and 21111 down at 6-5-7. and 24 lb down end 21 to up at 6-5-7 on bottom chord. The design/selection of such connection devioe(s) is the responsm0'dy of others 6) In the LOAD CASE(S) section, loads applied to the face of the truss am noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Lim (balanced): Lumber Increase=125, Plate Inamase-125 Uniform Loads (plf) Vert 1-0=54,1-5=20 Concentrated Loads (lb) Vert 9=-47(F=19, B=28)1D=2(F=4, B—S)11=a5(F=12, 8=-23) ENS -4- N" / PE 6051�t = f TEVI- �o 0 1013� ��4✓� t R A'z �� JOD Inuss Inuss lype Ryan Roman-1452Ad 1452-A CJB JW JFiY JACK 4 1 Job Reference o ' SouNan Tr=. R Pow, FL, 34951 I MID 1.4-4 1-9-14 5.66 1-44 F0.541 i 3-8-e i 2-9-14 1 Sale=l:t6.7 Plate Offsets MY)— r2.0-0-8 0-1-121 n:0-1-10.1-W f7:0-D-4,".121 LOADING(psfl SPACING- 2-0-0 CSI. DEFL in Qoc) Ildeti Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 126 TC 0.38 Vert(LL) -0.07 6-7 >999 240 KTM 2441190 TCDL 7.0 Lumber DOL 125 BC 0.35 Vert(CT) -QM 6-7 >834 180 BCLL 0.0 Rep Stress Ina NO LAB 0.06 Horz(CT) .0.02 4 We Na BCDL 10.0 Code FBC2017f P12014 MatrbaP Weight 30 m FT=10% LUMBER - TOP CHORD 2x4 SPN02 BOT CHORD 2x4 SPNo2 WEBS 20 SP No.3 REACTIONS. OhWm) 4=&Wecharucal, 5=10SMedhanical, 7=25410-11-5 (min. 0-1-8) Max Horz7=123(LC 4) Max up1]ft4=59(LC 4). &-5 (LC 4), 7=166(-C 20) Max Grav4--95(LC 17). 5=108(LC 1), 7=254(LC 1) FORCES. (b) - Max CompJNIxL Ten. -At forces 250 Ob) or less except when shown. BRACING - TOP CHORD Structural wood sheathing dire* applied or 6-0-0 oc puduhs BOT CHORD Rigid calling directly applied or 1D-0-0 oc bracing. M7ek recommends that Stabilizers and requued cross bracing be installed during truss erection, in accordance with Stabilizer Installation gulde. NOTES 1) Wnd: ASCE 7.10, Vu0=160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=5.0pst,, h=15% CaL M, Exp C; End., GCpi-0.18; MIWFRS (envrJope); Lumber DOL=1.6D plate gdp DOL=1.60 2) This truss has been designed far a 10.0 pal bottom chord We load nommncurrentwith any other five loads 3) Refer to girder(s) for truss to truss connections. 4) Provide mechar irW connection (ry others) of thus to bearing plate capable of withstanding 59lb uplift at joint 4, 57lb uplift at joint 5 and 166 m upliftatjohA7. 5) Hanger(s) or other connection devices) -shall be provided sufficient to support concentrated load(s) 30 to down and 110 lb up at 2-11-0, 30 Ib down and 110 m up at 2-11-0, and 26 Ib down and 52 lb up at 5-8-15, and 261b dawn and 52 lbup at 5a15 on top dmrd, and 71 th up at 2-11-0, 71 Ib up at 2-11-0, and 5lb dawn and 2Ib up st 5575, and 5 fb down and 2lbup at 5-8-15 on bottom chord. The designlselection of such connection devfce(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 CASES) Standard 1) Dead+ Roof Live (balanced): Lumber In cease-125, Plate Naease=125 Uniform loads (pit) Vert 14=54, 1-5=20 Concentrated Loads (lb) Vert 8=72(F=36, B=36) 10=94(F=47, B=47)11=3(F=2, B2) i PE605�7 I ORID_ ///SS�ONAL. \\\�\ '21- O ei fuss nuec ype Y Ryar Homes-1452Atl 1452-A C14 lADx 2 1 .lob Reference o ' 7 ln4wN N tl 6f19R 2916 Pe9e1 Sw6iem Tnm,Ft Piers, Ft, 31951 F 134Y11 ID:EaKUKVCaWb A016WS07VTFc3z00 K-b 333C3NaYWCH7eAs. zbc4Pr 5.6-6 2b11111744 ! CAM7GIGe1UC7220z�u_ Scale =1:12.9 LOADING(psf) SPACING- 2-0-0 CSL DEFL in (be) I,deil Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.37 Verf(LL) 0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.32 Vert(CT) 0.03 4-5 >999 180 SCLL 0.0 Rep Stress Incr NO NB 0.06 Ho=(CT) 402 3 Na n,a BCDL 10.0 Code FBC2017frPI2014 Matra-P Weight 17 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc pur5ns. BOT CHORD 2c4 SP No2 BOT CHORD Rigid ceding directly applied or 10-" co bracing. WEBS 2x4 SP No.3 M-rek recommends that Sudilizers and required cross bracing be installed during bass erection, in accordance with Sfabdver Insta0ation oulde. REACTIONS. (mfsize) 3=& Mecismcel, 4=NMecharfwl, 5--1B7f94 7-5 (m n o 1 B) Mac Hmz5=81(LC4) Max UpVO--82(LC 20), 4=22(LC 17), 5=15D(LC 20) Max Gmv3=53(LC 1), 4=29(LC 3), 5=187(LC 1) FORCES. Qb) -Max. Compjh4wL Ten. - AN forces 250 (lb) or less eccept when shown. NOTES- 1) Mnd: ASCE 7-10; Vuh=150mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=S.opst; h=15fK Cat It; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord We Iced nonconcu end with any other five toads. 3) Refer to girder(s) for fuss to miss connections 4) Pmvide mechanical connection (by others) of traw to bearing plate capable of withstanding 8216 uplift at joint 3, 22 to uplift it joint 4 and 150 lb uptihatjoint 5. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb dawn and 110 lb up at 2.11-0, and 30 Ibdown and 110 Ib up at 2-11-0on top chord, and 71 lbup at 2-11-0, and 71 ib up at 2-114on bottom chord The designiselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate lacrosse=125 Uniform Loads (pit) Vert 1.1=.54.1-4=20 Concentrated loads (lb) Vart 6=72(F=36, B=36) 7=94(F--47, 13=47) C, PE7�6Q51�i //�//// S%NA i E G\��\ 4