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HomeMy WebLinkAboutTRUSSSOUTHERN TRUSS COMPANIES, INC. S O U T H E PZ N SCANNED RANDY@SOUTHERNTRUSS.COM T U S S [/ 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 i COMPANIES 3IL LU,l O CCO (800) 232-0509 / (772) 464 41601 (772) 318-0016 Fax: Proj I tct Name and Address: Oakland Lakes Occupancy: X Single -Family Lot:' I 13 Block: County: Saint Lucie Multi -Family Trus'S Company: Southern Truss Companies, Inc. Commercial Trus, Engineering Program: Simpson Component Solutions Plat' s By: Simpson Strong -Tie Con actor / Builder: Ryan Homes Mo 1: 1452 Elevation: A Options: Covered Lanai STA EMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance withl lorida Building Code FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by the f1 llowing provision: ROOF FLOOR Top chord live load: 20 P.S.F. Top chord live load: --- P.S.F. Desi criteria: ASCE 7-10: 160 MPH Top chord dead load: Z_P.S.F. Top chord dead load: --- P.S.F. Eng' eer: Brian M. Bleakly Bottom chord live load: * P.S.F. Bottom chord live load: --- P S.F. Ad ess: 2590 N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load: --- P.S.F. Fort Pierce, FL. 34951 Duration factor: 125 Duration factor: --- Mean height: 15' Exposure: C * 10.0 P.S.F. bottom chord live load nonconcurrent with any other live loads. This is an index sheet submitted in accordance with the Department of Professional Engineering. Tallahassee, FL. Engineering sheets are photocopies of the original design and approved by me. No. I'� Truss ID. No. ,- Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. l 21 07A 41 61 81 96 2 Al 1 22 J1 42 62 82 97 3 2 23 J2 43 63 83 98 4 �3 24 J3 44 64 84 99 5 Ijk4 25 33A 45 65 85 100 6 15 26 J4 46 66 86 101 7 �k6 27 J5 47 67 87 102 8 1A7 28 J58 48 68 88 103 9 IA8 29 J5A 49 69 89 104 10 1 J 8GL 30 J6 50 1 70 90 105 11 1 31 J7 51 71 91 106 12 1B2 32 J7A 52 72 92 107 13 W 33 L1 53 73 93 108 14 I'B4G 34 L2G 54 74 94 1109 15 1 1%1 35 MV2 55 75 95 1110 16 2 36 MV4 56 76 17 JbQ 37 MV6 57 77 18 jb4 38 V4 58 78 , 19 166 39 V8 20 167 40 59 79 60 80 As witness by my seal, I hearby certify that the .above information is tru and correct to the best of my knowledge and belief. Na II e: Brian M. Bleakly Lic. #76051 FILE COPY"' 11 TYPICAL. [DETAIL (LD COR.NER_ - HIP )TE: NDS=National Design Specifictions for Wood Construction. 32.5# per Nail (D.O.LFactor=1.00) As toe nails only have 0.83 of terol Resistance Value. 12 -® -QA 1.5 & OVER 0AA , HIP GIRDER 12 ,OVER I 1 o 9-9-5 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT ® UP TO 265# = 2-16d NAILS REQ'D. 23 UP TO 394# = 3-16d NAILS REO'D. 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 — — — — — BC — — — — —— — 2-16dnails —— ——— J7 TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— 2-16dnails — ———— HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — —— I 2-16dnails ———— SOUTHERN TRUSS, COMPANIES http://www.southembw--.=m Brian M. Bleakly Struct Eng #75 MINIMUM GRADE OF LUMBER LOADING (PSF) SM INCR.: 00%) T.C. 2x4 SYP 2 L D FBC2017TOP 20 B.C. 2x4 SYP 2 BOTTOM 00 10 WEBS 2x4 SYP No.3 SPACING 2e O.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax:(772)318-0016 051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 A TYPICAL DETAIL @ CORNER - HIP OTE: NDS=National Design Specifictions for Wood Construction. 32.5# per Nail (D.O.LFactor=1.25) ds toe nails only have 0.83 of lteral Resistance Value. 12 OVER _ -10 --0 -1(D �qQ HIP GIRDER 12 1.5 & OVER ?, I I o 7-0-14 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS REQ'D. J1 A J3 , A �vs use 2-16d H5 (HIP GIRDER) �� toe nail TC & BC. ` Typical jack 45' attachment %` use 3-16c toe nail TYPICAL CORNER LAYOUT &,2-16d Typical Hip —jack' attachment HANGERS FASTENER GIRDER JACK —— — — — —— 2-16d nails —— — — - - — — — — — — 2-16d nails — — — — - - — — — — — — 2-16d nails — — — — - - — — — — — — 2-16d nails — — — — - - — — — — — — 3-16d nails — — — — — —— — — — —— 2-16d nails —— — — - -— HIP JACK GIRDER (CJ5) TO HIP GIRDER BC I — — — — — — — I 2-16d nails — — — — MINIMUM GRADE OF LUMBER LOADING (PSF) ST 1. INCR.: 25% T.C. 2x4 SYP 2 L D FBC2017 B.C. 2x4 SYP 2 TOP 20 WEBS 2x4 SYP No.3 BOTTOM 00 10 SPACING 24' O.C. SOUTHERN .TRUSS Fort Pierce Division 2590 N. Kings Highway, Fort , FL 3495 COMPANIES (800)232 01509 (772)464 14160 http://www.southemtruss.com Fax: (772)318-0016 Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 J1—J3 TO HIP JACK GIRDER J5 TO HIP JACK GIRDER A0919 TC BC TC BC TC BC TC i n to e v y a to Q G��1E This pmdud fs preferable la similar eonnedors because of = a) easfer insfalla0nn, b) higher loads, c) lower Installed cost �" or combination of these features. �j b'�•-•-'' • AO hangers in this series have double shear nailing —an innovation that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation, and the use of all common nails for the same connection. Double shear hangers range from the light capacity LUS hangers to the highest capacity HGUS hangers. For medium load truss applications, the MUS offers a lower cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. MATERIAL See tables below and on page 133. FINISH: Galvanized. Some products available in stainless steel or ZMAXO coating; see Corrosion information, page 18-19. INSTALLATION • Use all specified fasteners. See General Notes. - Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. - Not designed for welded or nailer applications. OPTIONS: - LUS and MUS hangers cannot be modified. • HUS hangers available with the header flanges turned in for 2-2x (3%1 and 4x only, with no load reduction. See HUSC Concealed Range illustration. • Concealed flanges are not available for HGUS and HHUS. • See Hanger Options, pages 20D-202, for sloped and/or skewed HHUS models. • Other sizes available; consult your Simpson Strong -Tie representative. CODES: See page 20 for Code Reference Key Chart - These products are available with adddfonal corrosion protection. Adddiond products on this page may also be available with this option, check with Simpson Strong -Tie for defogs. ,' 7hese products are approved for installation with the Strong -Drive SD Sfructural- Connectorscrew. See page 30 for Me correct substiWan and SD screwsrre Model No. Min Heel Heigh Ga Dimensions Fasteners w H 9 Carrying Member Carried Member SINGLE2x SIZES LUS24 21% 18 I%s 49 1% 4-10d 2-10d LUS26 4'A IV% 1 4% 1 1% 41Dd 4-10d MUS26 4"As 18 194s 5%ol 2 6-10d 6-10d HUS26 44Ss 16 1% 5ii 3 14-16d 6-16d HGUS26 4%s 12 1% 5% 5 20-16d 8-16d LUS28 4%s 18 1%s 6% 1% 6-10d 410d MUS28 M 18 I%s b'Ya 2 8-10d 8-10d HUS28 61k 16 1%• 7 3 2216d B 16d HGUS28 6Ys 12 1% TA 5 36-16d 12 16d LU5210 4�% 18 1%, 7% 1% 810d 410d HUS210 8% 16 1% 9 3 30-16d 10-16d r 1.See table on page 133 for allowable loads. W W i W 1'for2* Wforft H F 4w� B OrLUS28 6 HHUS210-2 (Truss Designer to provide fastener qux*forconnesting mutfiple members together) 6MUS28 SIMPSON SirongTie _ i• D HUS210 (HUS26, HUS28, and HHUS similar) I HUSC Concealed Flanges (not available for HHUS, HGUSand. HUS2x) th Ke=ed Heel Height ® Double Shear — - Dome Double Shear Double Nailing Nailing Side View ro Shear Side View (available on Nailing Do not some models) Top View bend tab � U.S. Patent 5,603,5B0 • .r.e�.y,¢i;;��=_: DF•Allor.`+ra>,IeLoads;;:_ -{. �� SP Allowable Leads SPFRIFAllowableLoads Model now : o Win'd:. �UpG .. #1My'. h fiOJ 1{1i _, aL _ -1soJ= Upriti' (160) Floor ' (100) Snow (115) Roof (125) I fnd (150) Upr1W (150) Floor (100) Snow (115) Roof (125) wind (160) Code Ref. SINGLE2xSUES WS24 490 670 765 825 1045 490 725 830 895 1135 420 575 655 705 895 LUS26 1165 865 990 1070 1355 1165 940 1075 1165 1475 1005 740 845 915 1160 MUS26 1090 1295 1480 1605 1825 1090 1410 1610 1745 1825 940 1110 1265 1370 1570 17,F6,L17 HUS26 =155_02�2D�3_ 5�3335LL.3335 1550 2950 3335 3335 3335 1335 233D 2650 2820 2$65 HGUS26 R—Ft5_€ 936U= ` 9tiit15 a3230 aS390 1765 4725 5290 5390 5390 1520 3750 4200 4500 4635 17, L17 LUS2B. ._._ 1165 120D 1365 1480 1835 1005 940 1D75 1165 1475 MUS28 1555 1730 1975 2140 2645 1555 188D 2150 2330 2645 1335 1475 1690 1830 2275 17,F6,L17 HUS2B 200D 3965 4120 4220 4335 2000 3790 3960 4070 4335 1720 2905 3035 3125 3435 HGUS28 3015 6745 6970 7125 7275 3015 6460 6705 6870 7275 2595 4960 5160 5290 5745 V. L17 LUS21D 1165 1445 1660 1795 2270 10D5 1145 13D5 1415 1745 HU5210 �3D©0= =-425A995= :4575'° �6- 3DDD 4105 4310 4450 493D 2580 3150 3315 3425 3615 n �'L17 132 Note: For dimensions and fastener information, see table above. See table footnotes on page 133. FACE MOUNT HANGERS - These products are available Wffi adififfb al corrosion protection. Addiffanal products on P 7hese products are approved forksfalMien with the Strang -Drive SD Slructural- this page may also be avallabfe i t this option, check with Simpson Strong -lie for detafls Connector screw See page 30 for Me correct subsfiWon and SD screw sae. Model No_ Min. Heel Heigh Ga Dimensions Fasteners ' •• •'°DySt'ARowabie Loads'. c= "_" •,�_.�.,_,,,,.,,. -• 1... SPF/HFAllowable Leads ode Ref. C1. W H B Carrying Member Carried Member •�.� �Upl'tft',�:Floor;: :_(]60]1D�_' �•_s_ �. �; • :-_>.._ 5 Snow:: (11=5);, 'r'r Roof• (125) - _,�•i•j •. :Wind • •:(160j_ - Uplift' (160) Floor (100) Snow (115) Roof {125) Wnd (160) DOUBLE2x SIZES LUS24-2 21% 18 31.E SIA 2 4-16d 2-16d 440 800 91D 985 1250 380 680 780 B45 1070 / LU526-2 4°Sc 18 3'/e 4'/. 2 416d 416d 7165f; �*(p3©' _� 8 , � 280_- =T1 1900 1180 1010 1090 1385 17, F6, L17 HHU526 Z 4s15s 14 3yic 5% 3 1416d 6-16d : 75 0=P7 #` 155== 33405c; 4265 . 1335 2390 2710 2925 3655 HGUS26 2 4iSc 12 335s 9/+a 4 2016d B 16d _ 55t 43_5_5:' �1625 1855 3750 420D 45DO 4795 17. L17 1 LUS28-2 4%. 18 3% 7 2 6-16d 4-16d 1165 1315 1500 2050 1DD0• 1125 1285 139D 1765 f HHUS26-2 No 14 M 7/ 3 2216d 8-16d 2000 4210 4770 5140 6440 1720 .3615 4095 4415 5375 � �'L17 . HGUS28-2 6%, 12 1354. 1 M 4 36-16d 12 16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 17, L17 WS210-2 b-A. 9 2 8-16d 6-16d `774�'• �'f .' _ 90� 52?55_ U?. 15DO 1565 17B5 1935 2455 HHUS210-2 8% 4123% 8%. 3 3D-16d 10-16d _,._.. ; 4U0 _ �5�35' m638f)_ _6B8D;` 7165 3525 4635 5270 5380 5765 17, F6, L17 HGUS210-2 Wo 9% 4 46-16d 16-16d9100=- ffi00.t 3525 7465 7730 7825 7625 17, L17 TRIPLE2xSRES HGUS26-3 4% 12 41% 5A 4 211•16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 45DO 4795. HGUS28-3 6'G 12 41%. T/ 4 36-16d 1216d 3235 7460 7460 7460 7460 2785 6415 6415 " 6415 6415 HGUSZID-3 11% 12 4% 9'A 4 46-16d 1646d i4095� y'�_yD = -•��D():- "±1j10D rt910b:r 3525 7825 7825 7825 7825 17, L17 HGUS212-3 10% 12 4% 1D% 4 56-16d 2D-16d 5D45 9600 9600 9500 9600 4335 8255 8255 8255 8255 HGUS214-3 12% 12 41%. 12% 4 66-16d 22 16d 5515 10100 1D100 10100 10100 4745 8685 8685 86B5 8685 OUADRUPLE2x SIZES HGUS264 5'k 12 M V. 4 2D-16d 8-16d 55G 435 F i37aF 523p _ t_ 0575 . 1855 3750 4200 4500 4795 HGUS2B-4 T/ 12 69. 7Aa 4 36-16d 12-16d =460- P4W0:;' Q4&A L 2785 6415 6415 6415 6415 l7, L17 HGUS21D-4 9'% 12 No 9%B 4 46-16d 16-16d 4095 9100 9100 9100 91DD 3525 7825 7825 7825 7825 17,F6,L17 HGUS212-4 10% 12 6% 103f 4 56-16d 2D-16d 4335 8255 8255 8255 8255 HGUS214-4 12% 12 69. 12% 4 65-16d 22-16d t- 15 i 111D0.`• ` 0101}= "dO�DQ1 4745 8685 8685 8685 8685 17, L17 4x SIZES LUS46 4% 18 3M. 4# 21 4-16d 4-16d 1165 1030 1 1180 1280 1625 1000 880 1010 1090 1385 17. F6, L17 HGUS46 47/u 12 3% 47/m 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 45DO 4795 17, L17 HHUS46 4% 14 3% 5%& 3 14-16d 6-16d 1550 2790 3160 3410 4265 1335 2390 2710 2925 3665 WS48 4% 18 3Y. 61/ 2 6-16d 416d -ffig.- @31 ,' 1 625E ` U60�; 1000 1125 1285 139D 1765 HU548 6'/. 14 3%c 7 2 616d 6-16d 55Da �5.9 `- •15f1 B137J60z t247f%.[1720 50 1365 1555 1680 2115 - 17, F6, L17 HHUS48 6'k 14 3% TiS 3 2216d 8-16d "2bb0Y l2ISi' �47�¢= E --'� _ 150< 6440. 3615 4095 .4415 5535HGUS48 63A, 12 3% 79. 4 36-16d 12-16d 3?�5 �� �7460 .-`460, �34G�85 6415- 6415 6415 6415 F. L17 LUS410 6'/ 18 Vs B% 2 816d 6-16d 1745 1830 2090 2265 287000 1565 1785 1935 2455 HHUS410 8% 14 3% 9 3 30-16d 10-16d 3745 5640 6385 6890 716540 4835 5480 5910 6165 n F6,L17 HGUS410 8%. 12 3% 9 4 46-16d 16-16d 4095 9106 91DO 910D 9100 3525 7825 7825 7825 7825 HGUS412 1D%..12 3% 107/i. 4 55-16d 20-16d 4_ - k__ e5800 960Dsr? 4335 8255 8255 8255 8255 17, L17 HGUS414 117/6 1121 3% 1 1TA. 4 66-16d 2216d �g515 y1fi1 � t110Dc -1UtUU' �1010U 4745 8685 8685 1 S685 I 8685 1. Uplift loads have been fncmased 60%for wind or earthquake loading with no further Increase allowed. For normal loading applications such as cantilever construction refer to Simpson Strong -Tile° Connector Selector'software or conservatively divide the uprdt load by 1.6. 2. Wind (160) is a download rating. 3. Wmimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-REDHEEL (see page 215 fordetar7s). 4. Truss chord cross -grain tension may limit allowable loads. Referto technical bulletins T ANSiTPISPF, T ANSITPISP and T-MSITPIDF for allowable loads that consider ANSUTPI 1-2007 wood member design criteria (see page213 for defalls) 5. Loads shown are based on minimum of 2-ply 2x carrying member. V ith 3x carrying members, use 16dx2'W nabs into the header and 16d commons Into the joist with no load reduction. With single 2x carrying members, use 1Ddx114' nails Into the header and 1Dd commons into the joist, and reduce the load to 0.64 of the table value. 6. NAILS: I6d = 0.1137 drL x 3'W long. See page 24-25 for other nab saes and Informatiom b ■ 133 ?eered Wood & Stroctural Camposite Lom GC IVIUUN 1 HAMM HU416/HUC416 14 I— 314E x 18 HGUS412 3% 1034E 12 HGUS414 3% 12YE HUGQ412-SDS 14 No 11 HU68/HUC68 14 5m 5% 7/ ' 5% 5 me HGUS5.50/8 12 5'/z 6'yjE HU610/HUC610 5'% T4 14 5% 7% HHUS5.50/10 5'% 9 9% HUCQ610-SDS 51h 9 HGUS5.50/10 12 516 81% HU6121HUC612 5'% 9% 11I� 14 5'r4 9%2'/z Ma HHUS5.50/10 1'f 41 1% 5'% 9 3 — HUCQ612-SDS 5'% 11 3 — HGUS5.50/12 12 51 1D'r4 4 — HU616/HUC616 5'� 12334E 21% mil 14 5% 12'34 2% Ma HHUS5.50/10 5'fz 9 3 — i' x 14 HUCQ612-SDS 5'11 11 3 — HGUS5.50/14 12 5'/ 12'f 4 — Ili HUG16/HUC616 i T12"4E 2'/z Min 14 5k 12'%E 2'k Me) ' x 16 HHUS5.50/10 5% 9 3 — iHUCQ612-SDS 5'% 11 3 — HGUS5.50/14 12 5'X 12'/z 4 — HU616/HUC616 5'% 12% 2'f Min 5'% 12% 2'/z Max 14 x 18 HHUS5.50/10 5%9 3 — li HUCQ612-SDS 5'% ' 11 3 — HGUS5.50/14 12 5'% 12% 4 — HU410-2/ 7'% 9% 2% Min x HUG410 2 14 VA 91% 2% Max -9% HHUS7.25/10 7% 9 No — HGUS7.25/10 12 7'% 8% 4 — HU412-2/ 7% 11% 2% Min x HUG412-2 14 7+/ 11% 2'% Max HHUS7.25/10 7'/, 9 3-Y" — HGUS7.25/12 12 71/, 10% 4 — HU414-2/ 7% 13% 2'% Min K 14 HUG414-2 14 T/s 13% 2'% Max HHUS7.25/10 T/, 9 3M6 — HGUS7.25/14 12 T/, 129 4 — HU414-21 7% 13% 2'r4 Min (16 HUG414-2 14 TA 13% 2'/z Max HHUS7.25/10 7Y 9 3�a — HGUS7.25/14 12 7'/ 12M, 4 — HU414-2/ N 13% 2'% in 18 HUG414-2 14 7% 13% 21 Max HHUS7.25/10 T/ 9 334E — HGUS725/14 12 T/ 12%E 4 to 30 Foradditional hangers see HGU/HHGU on page 107. )notes on page 105. Fasteners Allowable Loads IN DF/SP Species Header SPF/HF Species Headei ex Face Joist Uplift Floor Snow Roof Floor Snow Roof (160) (100) (115) (125) (100) (115) (125) in 20-16d 8-10d 1515 2975 3360 3610 2565 2895 3110 M 26-16d 12-10d 2015 3870 4365 4695 3330 3760 4045 - 56-16d 20-16d 5045 9600 9600 9600 8255 8255 8255 66-16d 22-16d 5515 110100 110100 10100 8685 8685 8685 - 14-SDS'/,'x2'k' 6-SDS'/,'x2'k' 2510 5460 5560 5560 3930 4000 4000 n 10-16d 4-16d 900 1490 1680 1805 1280 1445 1555 x 14-16d 6-16d 1345 2085 2350 2530 1795 2025 2180 36-16d 12-16d 3235 7460 7460 7460 6415 6115 6415 1 14-16d 6-16d 1345 2085 2350 2530 1795 2025 2180 x 18-16d 8 16d 1795 2680 3020 3250 2305 2605 2800 30-16d 10i6d 3735 5635 6380 6880 4835 5480 5910 12-SDS''/,'x2'W 6-SDS'/'x214' 2520 4680 5380 5715 3370 3875 4115 46-16d 16-16d 4095 9100 9100 9100 7825 7825 7825 i 16-16d 616d 1345 2380 2685 2890 2050 2315 2490 c 22-16d 8-16d 1795 3275 3695 3970 2820 3180 3425 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 14-SDS''/'x2'r4' 6-SDS'/a'x2b4' 2520 5315 5315 5315 3825 3825 3825 56-16d 2D-16d 5045 9600 9600 9600 8255 8255 8255 20-16d 8-16d 1795 2975 3360 3610 2565 2895 3110 26-16d 12-16d 2695 3870 4365 4695 3330 I 3760 I 4045 3D-16d ID-16d 3735 5635 6360 6880 4835 5480 5910 14-SDS 1/4°x2'%' 6-SDS Y'x214' 2520 5315 5315 5315 3825 3825 3825 6616d 22-16d 5515 10100 101D0 10100 8685 8685 8585 20-16d 8-16d 1795 2975 3360 3610 2565 2895 3110 26-16d 12-16d 2695 3870 •4365 4695 3330 3160 4045 30-16d 1D-16d 3735 5635 6380 6886 4835 5480 5910 14-SDS Y'x2%' 6-SDS'/'x2'IR 2520 5315 5315 5315 3825 3825 3825 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 20-16d 8 16d' 1795 2975 3360 3610 2565 2895 3110 2616d 12-16d 2695 3870 4365 4695 3330 3760 4045 3D-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 14-SDS Y5c234' 6-SDS''/,'x2%' 2520 5315 5315 5315 3825 3825 3825 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 1416d 6-16d 1345 2085 2350 2530 1795 2025 2160 18-16d 8-16d 1795 2680 3D20 I 3250 2305 2605 2800 30-16d 1D 16d 3735 5635 6380 6680 4835 5460 5910 46-16d 16-160 4095 9100 9100 910D 7825 7825. 7825 i6i6d 6 16d 1345 2300 2685 28) 2050 2315 2490 2216d 8-16d 1795 3275 3695 3970 2820 3180 3425 30-16d ID-16d 3735 5635 6380 6880 4835 5480 5910 5&16d 20-16d 5045 9600 9600 9600 8255 8255 8255 2016d 8-16d 1795 2975 3360 3610 2565 2895 3110 2&16d 12-16d 2695 3870 4365 4695 3330 3760 4045 30-16d 1D16d 3735 5635 8380 6880 4835 5480 5910 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 20-16d 8-16d 1795 2915 3360 3610 2565 2895 3110 26-16d 12 16d 2695 3870 4365 4695 3330 3760 4045 3D-16d 1D-16d 3735 5635 6380 6880 4835 5480 5910 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 20-16d 8-16d 1795 2975 3360 3610 2565 2895 3110 26-16d 12-16d 2695 3870 4365 4695 3330 3760 4045 3D-16d 1D-16d 3735 5635 6380 6880 4835 5480 5910 66-16d 22-16d 55i5 I 10100 I 10100 iD100 8665 8685 8685 SIMPSON :StrorigTie Code Ref. 19, L12, F8 19, F23 19, L12, F6 19 19, L12, F8 19, F23 19, L12, F8 19, F23 19, L12, F8 19, F23 19, L12, FB _ 19, F23 19, L12, F8 19, F23 I n N W _ 19, L12, F8 g, 6 19, F23 U a 19, L12, F8 W 0 19, F23 0 m 19, L12, FB 0 f 19, F23 19, L12, F8 N U 19, F23 I ( 19, L12, F8 _ 19, F23 MINIMUM GRADE OF LUMBER Top Chord 2x4 SYP #2 SPF #1/02 0'r bettor Bolt Chon( 2x3(+) OR 2x4 SP #2N OR SPF #1/#2 or better Wobp 2x4 SYP #3 or butler (+) .2x5 MAY BE RIPPED FROM A 2xa.' ('ITCHED OR SQUARE) ' (06) ATTACH EACH VALLEY TO EVERY SUPPORTINO TRUSS. WITHI ��Gifr, x a.b"NAILS TOE —NAILED FOR 0 J�_ MPH WIND. ENCLOSED BUILDING- EXP. 0. RESIDENCIAL, WIND TO DL-B PSF. OUT FROM 2x6 OR URGER AS REQUIRED iY7X Y2x4 13'-0" ax 6'-0"Max Spa 20'--0" Max (**) ' SUPPORTING TRUSSES AT 24" O.C. MAXIMUN SPACING, TRUSS COMPANIES hlll�����•I.�NIh.mLn".mn UNLESS SPECIFIED ON ENGINEER'S SEALED DESIGN, APPLY 1x4 'r"•-DMCE, BOR LENGTH OF WE(B�, VALLEY WEB. SAME SPECIES AND GRADE OR BETTER • ATTACHED EWITH QUALLY SPACE, FOR Yf CAL VALLEY WEDS GREATER THAN 7UEUS W9EI,wL BRACING, MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'-O", TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH, 1N OPE111 I ATTACHED, RATED SHEATHING APPLIED PRIOR TO VALLEY TRUSS Oil POURr':LiNS AT 24" D0. OR AS DTAERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN OR VALLEYTRUSSES USED IN LIEU OF PURUN SPACING AS SPECIFIED ON BY ENOWEERSS SEALED •DESIGN. (9!!)NDCNEATH THHE VALLEY IDS MCMURJEDFALONO THE THESLOPE OFCTHono HE TOPFCHORDRUSS . (++) LARGER SPANS VAX DE BUILT AS LONG AS THE VERTICAL HEIGHT DOES NOT EXCEED 12 —D . BOTTOM CHORD MAY D1; SQUIRE OR PITCHED CUT AS SHOWN. UT (2) 12d BUARE OTTOM CHORD WIWI SQUARE CUT (*#)TOE NAIL PALL BOTTOM � p RD OPTIONAL STUB OPTIONAL HIP �p��aGL"hat END VERTICAL JOINI DETAIL \/%/ Ci r— r n T r—t 1=-1 Erection bracing is not IbI rasponsibllliy of Irusli designer, plats immirfl Wr two 10dwlDr, persona eraclinqq basses are saulivaed to seek prate _ advice regardlnpp `srecllon brodng which Is alrr0P required to prevent U art Pierce DIvIsIan and demin/hq dullag enclion; Ind permanent brocing which may be rags :pocBlo applications. Sea'BCSI—BI Summary shoat Commentary and recol 25VO NN Kings tB9hwop, dmknf for handling, haloNng & bracing mlol plate coontolad wood busses Fort Plerca, FL Ogaol (800)232-050B (772)46"1 Ba TNssea 0ta to i>e sealed and ILlslanrd In I0s(¢ned In a slroyhl and plumb Fax:(772)31B—Guts where no sheallny Is appried dhecly IQ the topp cbmds, Ihep shall bo bro specillad on the Iruas design. Tnlsses shall be lot dh reasonable cure IRctm la NMI des ! FRAMING oatlina TO LL 20 20 PSF TO DL 10 15 PSF BC DL 10 10 PSF BC LL 00 00 PSF TOTAL LOAD 40 -- 45 PSF DIBUM EN11011 1.25 1.25 tJc b SPF N DFL V HF N O to . SP DFL SH F E cU o r DFL Brous No �_ BrOD08 Group A B SOUTHERN TRUSS COMPANIES 1=1 -9-5. EXPOSURE ng Group 5psclea and Grades RHEA UGE- E- Ehl-FIR 2 STANDARD Z STUD r STUD - 3 STANDARD JOLM FIR -LARCH SO ER PINE 3 3 j DSTUD OMD . STANDARD 1 de Blr LATCH ru � 6M2 . WLE TRUss DETAIL NO MI LIVE LOAD DEFLECTION CCTArrERIA IS 1f140, OON�TINUOUS ARINI L8 PSF • FOR IAAD) OABLE END SUPPOT LAM FROM 4'—D' OUrLGUK6RS WITH 2—a" aMMAND,DX 12" PLYw000 OVERHANG. A H EACH 'k BRACE WnH 10d NAILS. FOR GRACE, SPACE NAILS AT Z" 0C. I 1B' FJTjl ZDI�F9 AND 4' DO. BERMN ZONES. rr) FOR 2) 'L BRACESr SPACE NAILS AT 3 CO. I 18" EN .ZONES, AND S" DO, BETWEEN ZONES. "L' BRACIND MUST BE A MINIMUM OF BOX OF WEB LIMBER LENOV- 5X P Tfi SIZES VERTICAL NOTH No SPLID LESS THAN h-0 1rt4 OR 213 LESS nm 11'-}B"O"• BUT 20 GREATERSS D 11 —e 2.Da4 PFAIC 9PI.IGE AND HEELRpIATES. D R REFER TO CHART A99YE F vm man w %- - • �. • • ._ —• • - - - ,*vi c= a'" r l T d-n .;;o Faction bracing to not the roeponeibUily of tram designer, plate msnufacluur nor Truss lubricator, psMnB erWlrlg Irasase era cautioned to eeah profeosisnal advice regardlnp erscgon bracing Ir ch is ahroye required top event toppling epl and domhwing during "Gollum and plWarant bracing iddch may req d In o rt P —le roe D lvi s l o n spsclllo appUcaflDns. See '6CSI-81 5ummory sheet Csmmenlary and recommen- Z590 N. (Inaa HI hwoy, WON for Indling, waning do bmcing molai plate connceled flood trouts (WQ. Fort Plarca, FL 34051 TMedt to 6e erected and faelenod 61 foelanad In a straight and plumb poeiUon IB00)232-0909 (772)464-4180 xham sheaUnpp la spppged directly ID the lap chords, They ehsU 6s braced ae Fv,t.(772)J, B-DD7 a whora ed an oil lmw dealgn, Truuee shall be handle with raseanabls cars during speth, eraegon Is nl d MaXlmun Total Load 60 P5F SPACING AT 24" O.C. MINIMUM GRADE OF LUMBER Top. Chord 20 SYP #2 or better Boll Chord 20 SYP #2 or better Webs 2x4 SYP f3 or better REFER TO SEALED DESIGN FOR DASHED PLATES SPACE PIGGYBACK VERTICALS AT 4' Cc MAX Is Top MI) BaTrO CHORD ANSI MUST BE STAGGERED 50 THAT ONE SPUCE EP- ATTACH PURUNS To TOP OF FIAT TOP CHORD. IF PIGGYBACK IS SOW LUMBER OR INT5 BOTiOM CHORD L4 OMfITED, PURUNS MAY BE APPLIED BE1FJ1 THE TOP CHORD OF SUPPORTING TRUSS. REFER TO ENGINEWS SEALED DESIGN FOR REQUIRED PURLIN SPACING. THIS DErAR. IS APPUGIBLE FOR THE FOLLOYIINO WIND CONDITIONS: 1(0 MPH WIND, 30' MEAN HOT. ASCE 7.10 CLOSED BLDG. LOCATE) ANYWHERE IN ROOF. 1 MI. FROM COAST CAT 1, EKP C. WIND TC Dlrb PSF, WIND OC DL- PSF 140 MPH WiND. 30' MEAN HOT. FgC2010 ENCLOSED BLDG. DG. LOCATED ANYWHERE IN ROOF WIND TC DL-B PSF, WIND BC DL -5 PSF. FRONT FACE (xe) MAY BE OFFSET FROM BACK FACE PLATES AS LONG AS BOTH FACES ARE SPACED 4' OC MAX. 2 12 MAx OPTIONAL SPLICE D WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7'9" NO BRACING 10 "T" BRACE. SAME GRADE, SPECIES AS WEB 7'9" TO 10' MEMBER, OR BETTER AND 807. LENGTH OF WEB MEMBER. ATTACH WITH ed NAILS AT 4" 0/C. 2x4 "T" BRACE. SAME GRADE, SPECIES AS WEB 1 TO 14' MEMBER, OR BETTER AND 80% LENGTH OF WEB MEMBER. ATTACH WITH 16d NAILS AT 4" O/C. 2' Typical B I . I B B I I B D—SPLICE I JOINT TYPE SPANS UP TO 30 34' 38' 52' A 2x4 2.5x4 2.5x4 3x5 B 4x6 5x6 50 5x6 C 1.5x3 1.5x4 1.5x4 1.5x4. D 5x4 5x5 5x5_ 5x6 *ATTACH PIGGYBACK WITH 8"x8x1/2" CDX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES 0 '4'-0" O.C. MAX. COMPAxiviES W ca s— tt---s i e-1 S:—:p Ereclion bracing b not the responsibOlty of tnws designer, plate manufacturer nor truss fabricator, persons erecting him are cautioned to seek professional advice regarding erection bracing which Is always required to prerenl loppfing Fort Piand dominoing during erection; and Pemninenl bracing which may be requ Pierce Division ired to Kings Higghvva , specHic opprrcations. See 'OISI-81 5ummory'sheel Commentary and recommen— Fort pierce 9 FL 3495 daiions for handr% Insta 259p N.a ring h bracing metal plate connected woad llasse9 (MI). Wa0)232-0509 (772)484-416o Trusses are to be erected and fastened in fastened in a straight and plumb posillm Fox:(772)318-0016 where no shading is applied direcliy to the lop chords, they shall be braced as specified on the Innisdesign. Trusses shall be handle with reasonable care during ember to pmnl damage. Maximun Loading 55psf at 1.33 Duration Factor 50psf at 1.25 Duration Factor 47psf at 1.15 Duration Factor SPACING AT 24" O.C. SCAB-BRACE -DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +1- 6". **` THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS *** REQUIREDAT''U3•POINT'S OR PBRACE IS•SPECIFIED.- APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED T-O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH=.IZ-0" 2x4 MINIMUM WEB-SIZE- SCASBRACE MINIMUM WEB GRADE OF#3 Nails / Section Detail Scab -Brace Web Web Scab -Brace must be same species grade (or better) as web member. a 11 T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to ccrhVert T-Brace ! 1-Brace webs to continuous lateral braced webs. Nailing Pattern _ Brace Size T-Brace size Nail Size- Nail Spacing 1 x4 or 1 x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length •of:T-Brace / I -Brace. (On Two-Ply's.Nail to Both Plies) .. ' - position Nails Section Detail T-Brace /- .-nr=3_", Web nate position Nails Web Nails I -Brace SPACING for One -Ply Truss Specified Continuous Rows of Lateral Bracing I Web Size ' 1 2- 2x3 -or 2x4 1 x4 (`) T-Brace .1 x4 (') I -Bra 2x6 1x6 (') T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x81-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size j 1 2 2x3 or2x4 1 2x4 T Brace 2x4 I -Brace 2x6 2x6 T Brace 2x61-Brace &EI 12X8 T-Brace 22x8 I -Brace T-Brace / I -Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss,'1 x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T Brace/l Brace L-BRACE DETAIL Nailing Pattern . L!LBrace size Nail Size Nail Spacing [1 1x4or6 10d 8"D.C. 1]2x4, 6, or 8 16d 8" D.C. 'i Note: Nail along entire length of L-Brace. (On Two-Ply's Nail to Both Plies) Nails _A ! SPACING t t t Section Detail L-Brace Web Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 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 Web Size 1 2 2x3 or 2x4 1 x4 2x6 1 x6 W 2x8 **� — DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 , 2 2x3 or 2x4 2x4. �. t 2x6 2x6 •'* 2x8 W *** — DIRECT SUBSTITUTION NOT APLICABLE. Job russ I russ I ype -j(Tty j Ply Ryan Homes - 1452 A cl Al COMMON I 1 I1 Job Reference (optional) SOL", em Tru , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc. Fri Jul 6 11:00:07 2018 Page 1 ID:EaPOUI WCV VA016WSO7VTFdz?5cK-gial XKPMSnljkdGgpJD5GO4FuyXiRWLseyBcmTz_put _ 7-5-3 13-7-3 21-M -7-4-13 28-4-13 34-6-13 42-0-0 7-5-3 6-2-0 —� 7-4-13 �- 6-2-0 -' 7-5-3 5.00 12 5 Scale = 1:69.9 3x4.- 3x4 3x6 4 6 3x6 3 7 1.5x4 \\ 1.5x4 2 4 8 i 2 3 1R1 1 R7 W1 C) IQ 3x -_ 15 14 13 12 11 10 3x5 = d 3xl M18SHS I I 3x4 = 4x6 = 3x4 = 3x4 = 46 = 3x4 = 3x10 M18SHS II 9-2-6 17-0-13 24111-3 32-9-10 41-M 8-2-6 7-10-6 70-0 7-10-6 8-2-6 Plate Offs is (X.Y�- h:0-0-14_Fdne1 H 0411-4 FdnPl f4 n_n_1A PAnAl r9•n1Ld PH-1 LOADINd psf) TCLL 0.0 TCDL 7.0 BCLL 0.0 BCDL 110.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.96 BC 0.76 WB 0.59 Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.22 12-13 >999 240 -0.42 12-13 >999 180 0.13 9 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 213 Ib FT =10% LUMBER i' 1 BRACING - TOP CH D 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. II T1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. BOBS D 2x4 SP M $1 WE WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left 2x6 P No.2, Right: 2x6 SP No.2 Installation uide. REACTIO S. (lb/size) 1=1529/0-8-0 (min. 0-1-8), 9=1529/0-8-0 (min. 0-1-8) Max Horz1=159(LC 8) Max Uplift1=529(LC 8), 9=529(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH D 1-2=3258/1114, 2-3=3083/1077, 3-4=2966/1095, 4-5=2377/865, 5-6=-2377/865, 6-7=2966/1095, 7-8=3083/1077, 8-9=-3258/1114 BOT CH D 1-15=1097/2934, 14-15=-814/2449,13-14=-814/2449, 12-13=-450/1809, 11-12=-654/2449,10-11=-654/2449, 9-10=938/2934 WEBS 5-12=-329/774, 6-12=-650/441, 6-10=215/564, 8,10=297/297, 5-13=329/774, 4-13=-650/441, 4-15=215/564, 2-15=297/297 NOTES- 1 1) Unbala , ced roof live loads have been considered for this design. 2) Wind: I SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;' MWF (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) All .plat s are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 5) Provid� mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint 1 and 529 lb uplift at joint 9. LOAD C ,SECS) Standard lob jl --'Truss I russ Type Q ty ly - 1452 A d 1452-A, ' il A2 COMMON 2 1 �Ryanl-lornes �, Job Reference o tional Southern Tru , Ft Pierce, Ft., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc. Fri Jul 6 11:00.07 2018 Page 1 ID: EaPOUIwCWA016wSO7vTFdz?5cK-qia 1 XKPMSnljkdGgpJD5G04HuyXiRXVseyBcmTz_puf _ ~ 7-5-3 I 13-7-3 19-&0 21-0 Q22 28-4-13 34 6 13 42-0-0 7-5-3 6-2-0 5.10-13 1-6-0 1 5-10-13 6-2-0 7-5-3 Scale = 1:74.0 5.00 12 3x6 = 3x6 = 5x5 = 5 6 7 3x4 3x4 3x6 4 8 3x6 3 9 1.5x4 \\ 1.5x4 // o, 2 4 10 m 2 3 1 I 1 11 1 RV R1 1 qI Iv �I 3x5 —_ 17 16 15 14 13 12 3x5 = II Ull0 M18SHS I I 3x4 = 46 = 3x4 = 3x4 = 4x6 = 3x4 = 3x10 M18SHS 11 9-2-6 17-0-13 2411-3 32-9-10 41-0-0 -0 8 2 6 7-10fi 7-10 6 7-10-6 8-2-6 Plate O is X,Y 1:0-0-4 Ede 1:0-0-14,Ed a 5:0-3-12,0-2-8 6:0-2-8 0-3-0:0-3-12 0-2-8 , 11 0-0-14 Ed e , 11:0-0-4,Ed e LOADIN I psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 120.0 TCDL 7.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC BC 0.84 0.76 Vert(LL) 0.26 14-15 >999 240 Vert(CT) -0.51 14-15 >968 180- MT20 244/190 M18SHS 244/190 BCLL j 0.0 Rep Stress lncr YES WB 0.52 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 211 Ib FT =10% LUMBE r BRACING - TOP CH D 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc pudins. I, T2: 2x4 SP No.2 , BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. BOT CHO D 2x4 SP M 31 - MiTek recommends that Stabilizers and required cross bracing be WEBS i 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer WEDGE,! Installation guide. Left: 2x6 INS. P No.2, Right: 2x6 SP No.2 REACTI (lb/size) 1=1529/0 8-0 (min. 0-1-8), 11=1529/0 8-0 (min. 0-1-8) Max Horz1=148(LC 8) Max Upliftl=-517(LC 8), 11=-517(LC 9) FORCE (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=3267/1089, 2-3=3088/1051, 3-4=3012/1069, 4-5=2368/826, 7-8=2368/827, 8-9=3012/1069, 9-10=3088/1051, 10-11=3267/1090, 5-6=2133/810, 6-7=2133/810 BOT CH . RD 1-17=1065/2945, 16-17=-764/2428; 15-16=764/2428, 14-15=-427/1826, 13-14=615/2428, 12-13=615/2428, 11-12=917/2945 WEBS 6-14=296/729, 8-14=590/402, 8-12=232/585. 10-12=318/313, 6-15=296/729, 4-15=-590/401, 4-17=231/585, 2-17=3181312 NOTES-11 ' 1) Unbal need roof live loads have been considered for this design. 2) Wind: I SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp Q Encl., GCpi=0.18; MWF S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 31 Provi adequate drainage to prevent water ponding. 4) All pla es are MT20 plates unless otherwise indicated. 5)' This l ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Promechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 1 and 517 lb uplift at joint 11.4 LOAD CASE(S) Standard PE7 051 _ TA ARID ��111111111 W ;106 1111SS TRISS ype sty—�P y Ryan Homes -1452 A d ' 1452-A , ' A3 - HIP 2 ��— __ _ Job Reference optional) Southern Tni , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print' 8.200 s Nov 30 2017 MiTek Industries, Inc. Fri Jul 611:00:08 2018 Pagel ID:EaPOUIwCWA016wSO7vTFdz?5cK-lv8PkgQ D5taLnrsMlkKpcdR7LvMAxr?tcwAlwz Du: 5x7 = 5.00 12 5x5 = 6 TIA 7 3x4 3x6 5 W5 1.5x4 �� 4 3 4x6 2 1� 0 5x7 = 18 17 16 15 14 j = 3x4 = 4x6 = 3x4 = 3x8 = 4x6 — 14-0 PIMP Scale = 1:70.4 3x4 8 3x6 9 1.5x4 rn 10 4x6 11 12 Ri IQ 13 b9i 0 5x7 = 3x4 = 3x5 = 42-0-0 LOADIN '(psf) SPACING- 2-0-0 CSI. �DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.20 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.41 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.13 12 n/a n/a BCDL 110.0 Code FBC2017ITP12014 Matrix-S Weight: 227 Ib FT = 10% LUMBE 4 BRACING- 1 yr %.n I U ZAw or- IIU.c I yr L=MUKU svucturai wood sneatnmg directly applied. BOT CH D 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15 SLIDER Left 2x6 SP No.2 2-11-8, Right 2x6 SP No.2 2-11-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTI NS. (lb/size) 1=1529/041-0 (min. 0-1-8), 12=1529/0-8-0 (min. 0-1-8) Max Horc1=133(LC 8) Max Upliftl=500(LC 8), 12=500(1-C 9) FORCE ! (lb) = Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=3256/1053, 2-3=3178/1065, 3-4=-3036/951, 4-5=2937/960, 5-6=2355(777, 6-7=2124U55, 7-8=235V777, 8-9=2937/960, 9-1O=3036/951, 10-11=3178/1066, 11-12=3256/1053 BOT CH RD 1-1 8=1 033/2933,17-18=-805/2618; 16-17=805/2618, 1-16-504/2124, 14-15=672/2618,.13-14=-672/2618, 12-13=900/2933 WEBS 3-18=-237/256, 5-18=71/428, 5-16=643/385, 6-16=-165/556, 7-15=-117/557,- 8-15=-643/385, 8-13=72/427, 10-13=237/256 NOTES- 1) Unbal need roof live loads have been considered for this design. 2) Wind:j SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFIss S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provadequate drainage to prevent water ponding. 4) ThisI has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provitl � mechanical connection (by others) of truss to bearing plate capable of withstanding 500 lb uplift at joint 1 and 500 lb uplift atjoint 12. LOAD �I, SE(S) Standard U Truss Truss-7ype i Qt-y—r y Ryan Homes- 1452 A cl ,�-Fy A4 HIP z 1 Job Reference optional) Southern TT ' s , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.20D s Nov 30 2017 MiTek Industries, Inc. Fri Jul 6 11:00:08 2018 Page 1 ID:EaPOUIwCWA016wS07vTFdz?5cK-lv8PkgQ_D5taLnrsM1 kKpcdTJLstA2j?1cwAlwz_puf 7-7-4 --7-7-4 —' 15-M �— 21-r13 a 26 6-0 34 4-12 42-M —� 7-10-12 6-0-13 4-11-3 7-10-12 7-7-4 Scale = 1:70.4 5.00 12 5x5 = 5x5 = 3x4 = 5 T146 7 3x6 3x6 3x4 � 4 8 3x4 3 6 9 a, 4x4 i:�- 44 m 4x4 1:--2 01 10 4x4 11 qi Iq II 5x7 = 18 17 16 15 14 13 12 CD 5x7 = 3 = 1.5x4 11 3x6 = 3x4 = 3x8 = 4x6 = 1.5x4 11 3x5 = I 3x4 = 8 0 14 15-2-0 20-7-7 26 10-0 33-11-2 41 0 0 -0 -0-0 *14 7-1-2 5 5 7 12-9 7-1-2 7 0 14IV Plate Otts6Its (X Yl— 11:0-3-1U,13-3-Ul, IM-2-8,0-241, 111:U-:i-1U,U-3-Ul LOADING psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.24 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.44 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.19 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 230 Ib FT=10% LUMBER BRACING - TOP CHO D 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. T2: 2x4 SP M 31 , BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. BOT CH O D 2x4 SP No.2 • WEBS 1 Row at midpt 3-17, 6-14, 9-14 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 2x6 SP No.2 3-8-4, Right 2x6 SP No.2 3-8-4 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO NS. (lb/size) 1=1529/0-8-0 (min. 0-1-13), 11 =1 529/0-8-0 (min. 0-1-13) Max Horz I =-1 18(LC 9) Max Upliftl=-480(LC 8). 11=-480(LC 9) FORCES. (lb) : Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3275/966, 2-3=3149/983, 3-4=2591/846, 4-5=-2506/869, 5-6=2437/904, 6-7=2279/838, 7-8=2505/867, 8-9=2591/844, 9-10=3149/984, 10-11=3275/967 BOT CHC D 1-18=-933/2950, 17-18=933/2950, 16-17=-612/2291, 15-16=612/2291, 14-15=-687/2448, 13-14=835/2951, 12-13=835/2951, 11-12=-835/2951 WEBS 3-18=0/314, 3-17=706/420, 5-17=100/462, 5-15=107/396, 6-14=435/137, 7-14=132/627, 9-14=707/422, 9-12=0/311 NOTES- 1) Unbala ced roof live loads have been considered for this design. 2) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp Q Encl., GCpi=0.18; MWFR (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Providqq, adequate drainage to prevent water ponding. 4) This tnt' s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Providc mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 1 and 480 lb uplift at joint LOAD Standard i 0— TFTs y— p^f a Qty1Py Ryan Homes - 1452 A cl1452-Ar ' TA.1 HIP _ 2 _—] Job Reference (optional) Southern Tru , Ft. Pierce, FL., 34951 Run: 8�2J00 s Nov 30 2017 Print 8.200 s Nov 30 2017 Welk Industries, Inc. Fri Jul 611:00:08 2018 Page 1 I0:EaPOUIwCVVA016wSO7vTFdz?5cK-Iv8PkgQ_D5taLnrsM1 kKpcdQfLs7-A_5?IcwAlwzyu: ~1 7-0-14 13-M 21-0-0 26-6-0 _ 34-11-2 42-0-0 —r {— 7�14 fi 5 2 7-6-0 7-" 6-5-2 7-0-14 Scale=1:69.2 5x7 = 1.5x4 11 5x7 = 5.00 12 4 5 6 1 3x4 i:�_ 3x4 3 7 m 4x4 %03 44 x4 2 8 v' 44 1 g- qt Ia 5'7 = 16 15 14 13 12 11 10 5x7 = CD 3x5 1.5x4 11 4x6 = 3x8 = 3x4 = 1.5x4 11 3x5 = 3x4 = 46 = 1' .0 424)-0 1 7-0-14 13-0.0 21.0-0 28-6-034-11-2 40.8.0 4 5-8-14 6.5.2 7.6-0 7-&0 6.5-2 5�-14 0-0 -0 1-0-0 Plate Offsbts Y 1:0-3-10 0-3-0 4:0-5-4,0-2-8 , 6:0-5-4,0-2-8 , 9:0-3-10,0-3-0 LOADIN I(psf) SPACING- 2-0-0 CS1. DEFL in (loc) I/deft Ud PLATES GRIP TCLL I j20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.29 13 >999 240 MT20 244/190 TCDL 1 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.52 13-15 >957 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 223 Ib FT = 10% LUMBER BRACING - TOP CHC� RID 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHC RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be SLIDER Left 2x6 SP No.2 34-13, Right 2x6 SP No.2 3-4-13 installed during truss erection, in accordance with Stabilizer Installation guide. REACTI S. (lb/size) 1=1529/0-8-0 (min. 0-1-13), 9=1529/0-8-0 (min. 0-1-13) Max Horz 1=103(LC 9) Max U pliftl =-472(LC 5), 9=-472(LC 4) FORCES' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCH D 1-2=3281/1030, 2-3=3164/1045, 3-4=-2724/963, 4-5=-2855/1104, 5-6=-2855/1104, II 6-7=-2724/963, 7-8=3164/1046, 8-9=3281/1030 BOTCH RD 1-16=-897/2955, 15-16=897/2955, 14-15=723/2461, 13-14=723M461, 12-13=719/2461, 11-12=719/2461, 10-11=894/2955, 9-10=-894/2955 WEBS 3-16=0/269, 3-15=563/351, 4-15=-79/443, 4-13=226/644, 5-13=-457/348, 6-13=-226/644, 6-11=79/443, 7-11=563/352, 7-10=0/269 NOTES- 1) Unbal ced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF rS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provid adequate drainage to prevent water ponding. 4) This 1 ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 1 and 472 lb uplift at joint 9. LOAD C . SECS) Standard A6 HIP 12 J 1 Job Reference o tional) j Southern TrL is, Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MITek Industries, Inc. Fri Jul 611:00:09 2018 Page 1 ID: EaPOUI WCW AO16wSO7vTFdz?5cK-m5ioyORd_P?Rzx02wkFZMp9h9IG?vKM96GgirMz_pu4 6-0-14 11' � 17-10-0 24-2-0 i 30-6-0 i 35-11-2 42-04) 6-0-14 112 6.4-0 T— 6-4-0 �— 6-4-0 5.5-2 6-0-14 —� Scale=1:69.3 5x5 = 3x6 = 3x4 = 3x4 = 5x5 = 5.00 12 4 5 6 7 TR 8 1 3x4 i 3x4 3 9 46 4x6 m 2 10 Lo 1 11 o d 5 7 = 18 17 16 15 14 13 12 5x7 = 3x5 1.5x4 II i 3x8 = 46 = 3x4 = 46 = 3x8 = 1.5x4 II 3x5 = i 1 42-0-0 1 6-0-14 116.0 21-0-0 30.6-0 3511-2 40-8-0 4 4-8-14 5-5-2 9-6-0 9-" 5-5-2 4-8-14 0-0 1.0-0 Elate LMsS is (X,Y)— 11:0-3-10,0-3-01, 11:0-1-14,tdge), 111:0-3-10,0-3-01, 111:1-4-3,Edgel LOADING Ipsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.31 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.56 13-15 >879 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC201771-PI2014 Matrix-S Weight: 2181b FT =10% LUMBERJ, BRACING - TOP CHO ID 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc pudins. BOT CHO D 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 2x6 SP No.2 2-10-5, Right 2x6 SP No.2 2-10-5 installed during truss erection, in accordance with Stabilizer REACTIO S. (lb/size) 1=1529/048-0 (min.0-1-8), 11=1529/0-8-0 (min. 0-1-8) Installation guide. Max Horz1=88(LC 10) Max Uplift1=-497(LC 5), 11=-497(LC 4) FORCES., (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO! D -1-2=3301/1099, 2-3=3248/1113, 3.4=-2888/1051, 4-5-2638/1010, 5-6=3280/1257, 1,1 6-7=3280/1257, 7-8=2638/1010, 5-9=2888/1051, 9-10=3248/1113, 10-11=3301/1099 BOT CHORD 1-18=-965/2974, 17-18=965/2974, 16-17=1117/3216; 15-16=-1117/3216, 14-15=1115/3216, 13-14=1115/3216, 12-13=961/2974, 11-12=-961/2974 WEBS 3-17=403/292, 4-17=2081782, 5-17=-UO/361, 7-13=840/361, 8-13=2081782, 9-13=-403/292 NOTES- 1) Unbala ced roof live loads have been considered for this design. 2) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFR (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) This trL Is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide ,mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 1 and 497 lb uplift at joint LOAD CASES) Standard :452-Pa A7 (------� Suuthem Truss , Ft. Pierce, FL., 3'4 HIP 1 s NOV JU Luz / runt: tt,zuu s Scale = 1:69.2 5x7 = 1.5x4 II 3x6 = 3x4 = 5x7 = 4 5 6 7Ta 8 3 9 4x6 rn >1,,5x4 10 A 11 Iy o 17 16 15 14 13 12 5x7 = 3x4 = 4x6 = 3x8 = 3x4 = 44 _ 3x4 = 3x5 = 42-0-0 17-2-9 24-9-7 32-0-0 411-&0 4 741-9 7-0-13 7-6-9 1-0-0 W-54,0-2-81,[8:0-5-4,0-2-81,rl 1:0-3-10,0-3-01,[15:0-2-8,0-1-8] LOADIN , (psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.38 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.64 14-15 >772 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-S Weight: 212 Ib FT = 10% LUMBE BRACING - TOP CH I D 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc puriins. T2,T3: 2x4 SP M 31 , BOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. BOTCH D 2x4 SP M 31 WEBS 1 Row at midpt 7-15 WEBS 2x4 SP No-3 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 2x6 SP No.2 2-3-8, Right 2x6 SP No.2 2-3-8 installed during truss erection, in accordance with Stabilizer Installation guide. REACTI S. (lb/size) 1=1529/0-8-0 (min. 0-1-B), 11=1529/041-0 (min.0-1-8) Max Horz1=-73(LC 9) Max Upliftl=-523(LC 5). 11=523(LC 4) FORCES'. (lb) : Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH' RD 1-2=3273/1204, 2-3=3219/1211, 3-4=3046/1137, 4-5=3899/1574, 5-0=-3899/1574, 6-7=3899/1574, 7-8=3900/1575, 8-9=3046/1136, 9-10=3219/1211, 10-11=3273/1204 BOT CH LD 1-17=-1057/2940, 16-17=-937/2793, 15-16=937/2793, 14-15=1429/3900, 13-14=-934/2793, 12-13=-934/2793, 11-12=1054/2940 WEBS 3-17=176/264, 4-17=14/368, 4-15=559/1341, 5-15=434/329, 7-14=-474/330, 8-14=560/1342, 8-12=14/368, 9-12=176/264 NOTES- 1) Unbal,i ced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provid adequate drainage to prevent water ponding. 4) This tr Iss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provi I!! mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 1 and 523 lb uplift at joint 11. LOAD C ,SECS) Standard ��L - i452-A- —MUSS �I A8 Tl N55 Type SPECIAL ty Ply [Ryan —Homes -1452 A cl 11-- ob Reference (optional) �I southern T , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MiTek Industries, Inc. Fri Jul 611:00:10 2018 Page 1 9 ID:EaPOUIwCVVA016wSO7vTFdz?5cK-FHGA9MSFli7Hb5?FUSmoul ipR9UvegBIKwPHNoz_pu: 1a-0, 7 6 0 9-0-0 10 6 0 14-3-14 2127-2 2! - 314-0 • 1-4-0 6-2-0 1.6.0 1-6-0 3-9-14 6-8-2 6-8.28 �0-5-14 3-2-0 3-2-0 Scale = 1:72.9 5x5 = 7x8 i 3x6 = 5x5 7x8 = 11 5.00 12 4 5x5 = 3x4 = 5x5 = 3x4 = II 3r T2 5 6 7 89 T 1 T4 12 5x10 \\ 5x10 // w 1 2 13 14 cn Iy o 21 20, 19 18 17 16 153x5 = US = 5x5 = 5x6 = 3x8 = 5x6 = 5x5 = 1-4-0 42-0-0 ,1-0-Q , _ _ 7.8-0 , . 14-3-14 , 2140-0 27-8-2 , 34-" , 40-M 41rQ-0 , I 11J:U-L-U,U 3 +1. IGU:U-G-6,U-G 41, IG I:u-u-I I,U-I-IUI LOADIN psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.58 18 >819 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.90 18-19 >522 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.15 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 226 Ib FT =10% LUM TOP BOT C WEBS TOP BOT WEBS NOTES- 1) Unbal; 2) Wind: MWFF 3) Provid 4) This tr 5) Provid 15. 6) Graph LOAD C, 2x4 SP No.2 *Except* T2,T4: 2x4 SP No.3 2x4 SP No.2 2x4 SP No.3 (lb/size) 21=155410-8-0 (min. 0-1-13), 15=1554/0-8-0 (min. 0-1-13) Max Horz21=81(LC 8) Max Uplift2l=-626(LC 8), 15=-485(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. JOINTS 1 Brace at Jt(s): 10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ID 1-2=-470/210, 2-3=-2779/1103, 3-5=3806/1587, 5-6=-4048/1672, 6-7=-4569/1841, 7-8=-4569/1841, 8-9=-4024/1556, 9-10=3784/1477, 10-12=3784/1477, 12-13=-2768/946, 13-14=-489/190, 3-4=-261/119, 11-12=295/140, 9-11=-290/126 ID 1-21=235/489, 20-21=-316/489, 19-20=1010/2522, 18-19=-1597/4048, 17-18=1481/4024, 16-17= 817/2509, 15-16=-217/512, 14-15=217/512 2-21=1397/689, 2-20=-687/2036, 3-19=-676/1700, 6-19=-613/364, 6-18=219/577, 7-18=-377/285, 8-18=-315UO4, 8-17=637/393, 12-17=741/1755, 13-16=-645/2001, 13-15=1401/543 ced roof live loads have been considered for this design. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft-, Cat. II; Exp C; Encl., GCpi=0.18; (envelope); Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. ;s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. mechanical connection (by others) of truss to bearing plate capable of withstanding 626 lb uplift at joint 21 and 485 lb uplift at joint 31 puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Standard �r PE 7 051 i t . 4A ORI'D ',SICNAL 0G��\�\\ I JOD 1452-1- ,puss ABGL r, uaa , YP. HIP . Y 1 -Y 2 I,.ya„ Job Reference optional) Soothem T , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 3D 2017 MITek Industries. Inc. Fri Jul 811:00:13 2018 Page 1 ID: EaPOUlwCVVA016WSO7VTFdz?5cK-fsxlnOU72dVsSYkg9aKVWfKHHMe6rATk0uex_7z pu0 1 4- 7.6.0 12-11-14 18-3-15 r 23-8-1 29-0-2 _ 34 6 0 40-8-0_ 42-ag �- '14-01 �-4-0I 6-2.0 55-14 5-0-2 5-4-2 ' 54-2 5-5-14 6.2-0 Scale = 1:69.2 5.00 FIT 5x7 = 1.5x4 11 3x8 = 4x6 = 1.5x4 11 3x4 = 5x7 = 3 22 23 4 24 25 265 27 6 28 7 29 30 318 32 33 9 6xc\\ 2 10 1 11 qI IQ o 1 20 34 19 35 18 36 37 17 38 39 16 14 13 12 3x5 = 40 41 42 43 15 � 45 46 3x5 ii 5x5 = 3x8 M18SHS= 1.5x4 11 3x8 = 3x5 = 5x5 = 3x8 = 5x6 WB= 42-0-0 Plate Offs its (X,Y)- [2:0.2-8,0-3-0], [3:0-54,0-2-8], [6:0-3-0,Edge], [9:0-54,0-2-8], [10:0-2-8,0-3-0], [12:0-0-11,0-1-10], [13:0-2-8,0.2-0], [19:0-3-0,0-1-8), [20:0-2-8,0-2-0], [21:0-0-11 0-1-10 LOADING' psf) SPACING- 240-0 CSI. DEFL. in (loc) I/detl Lid PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.60 16-17 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vart(CT) -0.83 16-17 >568 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 432 lb FT =10% LUMBER.1I BRACING - TOP CHl 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 • BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS I 2x4 SP No.3 REACTIO S. (lb/size) 21=2852/0-8-0 (min. 0-1-8), 12=2852/0-8-0 (min. 0-1-8) Max Horz21=57(LC 8) Max Uplift21=1298(LC 5), 12=-1298(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHC RD 1-2=764/353, 2-3=-5434/2601, 3-22=7744/3791, 22-23=7743/3791, 4-23=7743/3791, 4-24=7743/3791, 24-25=-7743/3791, 25-26=7743/3791, 5-26=7743/3791, 5-27=9097/4437, 6-27=-9097/4437, 6-28=9097/4437, 7-28=9097/4437, 7-29=9097/4437, 29-30=-9097/4437, 30-31=-9097/4437, 8-31=9097/4437, 8-'32=-7754/3797, 32-33=-7755/3797, 9-33=7755/3797, 9-10=5432/2600, 10-11=767/359 BOT CHO D 1-21=368f766, 20-21=-426/766, 20-34=2311/4943, 34-35=-2311/4943, 19-35=2311 /4943, 19-36=-4335/9118, 18-36=-4335/9118, 18-37=-4335/9118, 37-38=-4335/9118, 17-38=-4335/9118, 17-39=-4335/9118, 3940=4335/9118, 40-41=-4335/9118, 16-41=-4335/9118, 16-42=3682/7754, 42-43=3682/7754, 15-43=368217754, 15-44=3682f7754, 14-44=3682/7754, 14-45=2307/4941, 4546=2307/4941, 1346=-2307/4941, 12-13=374/770, 11-12=374f770 WEBS 2-21=-2569/1274, 2-20=1990/4224, 3-19=1578/3274, 4-19=572/500, 5-19=-1615f767, 5-17=0/430,7-16=-553/491, 8-16=-745/1578, 8-14=-1388/886, 9-14=-1587/3289, 10-1 3=1 987/4219, 10-12=2567/1273 NOTES- 1) 2-ply tr. ss to be connected together with 10d (0.131 "x3") nails as follows: Top il connected as follows: 2x4 -1 row at 0-9-0 oc. Bottol Ichords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs 61onnected as follows: 2x4 -1 row at 0-7-0 oc, Except member 20-2 2x4 -1 row at 0-9-0 oc, member 20-3 2x4 -1 row at 0-9-0 oc, memb 19-3 2x4 -1 row at 0-9-0 oc, member 4-19 2x4 -1 row at 0-9-0 oc, member 19-5 2x4 -1 row at 0-9-0 oc, member 5-17 2x4 - 1 rq at 0-9- oc, member 16-5 2x4 - 1 row at 0-9-0 oc, member 7-16 2x4 - 1 row at 0-9-0 oc, member 16-8 2x4 - 1 row at 0-9-0 oc, membeCldk�Nq 3 �N �t • E3 2x4 - 1 w at G-9-0 oc, member 14-9 2x4 - 1 row at 0-9-0 oc, member 13-9 2x4 -1 row at 0-9-0 oc, member 13-10 2x4 - 1 row at 0.�Qbe� \� -- �� 2) All loa are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply f\iplY(;�---\L,EAtS��\ �4�j conn ons have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. i \ 3) Unbal ced roof live loads have been considered for this design. ' PE 7 051 \k 4) Wind: SCE 7-10; Vult=i 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; End., .18; t r MWFR, (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Providadequate drainage to prevent water ponding. lµ f 6) All pla s are MT20 plates unless otherwise indicated. \ �STA ZaX� I uht %6l designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L f �n 1452-Ai ID:EaPOUIwCVVA016wSO7vTFdz?5cK-fsxlnOU72d VsSYkg9aKV WtKHHMe6rATkOuex_7z—PuO NOTES- 8) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 1298 lb uplift at joint 21 and 1298 lb uplift at joint 12. 9) Hanger(:,) or other connection device(s) shall be provided sufficient to support concentrated load(s)176 lb down and 238 lb up at 7-6-0, 94 lb down and 139 lb up at 9-6-12, 94 lb down a" 139 Ib up at 11-6-12, 94 Ib down and 139 Ib up at 13-6-12, 94 Ib down and 139 Ib up at 15-6-12, 94 Ib down and 139 Ib up at 17-6-12, 94 lb down and 139 lb up at 19-6-12 I94 lb down and 139 lb up at 21-0-0, 94 lb down and 139 lb up at 22-5-4, 94 lb down and 139 lb up at 24-5-4, 94 lb down and 139 lb up at 26-5-4, 94 lb down and 139 lb up at 2 -5-4, 94 lb down and 139 lb up at 30-5-4, and 94 lb down and 139 lb up at 32-54, and 176 lb down and 238 lb up at 34-6-0 on top chord, and 252 lb down and 123 lb up at 7-670 Ib down at 9-fr12, 70 lb down at 11-6-12, 70 lb down at 13-6-12, 70 lb down at 15-6-12, 70 lb down at 17-6-12, 70 lb down at 19-6-12, 70 lb down at 21-0-0, 70 lb down at 22-5-4, 70 lb down at 24-5-4, 70 lb down at 26-5-4, 70 lb down at 28-5-4, 70 lb down at 30-5-4, and 70 lb down at 32-5-4, and 252 lb down and 123 lb up at 34-5-4 on bottom Oord. The design/selection of such connection device(s) is the responsibility of others. LOAD CAyE(S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform oads (plf) 1 ert 1-3=54, 3-9=-54, 9-11=54, 1-11=-20 Concen ated Loads (lb) ert3=129(B) 6=94(B) 9=129(B) 20=-252(B) 13=252(B) 22=94(B) 23=94(B) 24=94(B) 25=94(B) 26=94(B) 27=-94(B) 28=-94(B) 29=94(B) 30=94(B) 31=94(B) ,2=94(13) 33=94(B) 34=47(B) 35=-47(B) 36=-47(B) 37=-47(B) 38=-47(B) 39=-47(B) 40=-47(8) 41=-47(B) 42=-47(B) 43=-47(B) 44=47(B) 45=-47(B) 46=-47(B) IA j8� P E 7 051 OC T RJSS 'SSype ty y Ryan Homes -1452 A d 1452-A ' 61 COMMON 1 • t 1 Job Reference (optional) —§ajFhe—mTr Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MiTek Industries, Inc Fri Jul 611:00:13 2018 Page 1 ID:EaPOUIwCVVA016wSO7vTFdz?5cK-fsxlnOU72dVsSYkg9aK% MLZMbirKMkOuex_7z,pu( 6-2-7 10-8-0 1r1-7 20-4-0 —� 6-2-7 4-5-9 —~ 4-5-7 5-2-9 Scale=1:33.5 44 = 3 5.00 FT 1x4 \\ 1x4 2 4 2 5 4x4 C 1 6 H 1 1 IT 0 3x4 9 8 7 3x9 11 3x4 = 3x4 = 3x4 = 3x6 II 1 a 0 7-11-13 13-4-2 20-4-0 1 6-11-13 5-4-5 6-11-14 Plate Offsets (X,Y)— [1:0-0-0,1-3-2], [1:0-1-14,0-0-2], [6:0-4-4,0-0-5] LOADIN (psf) SPACING- 2-M CSI. DEFI.. in (loc) Weil Ud PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-9 >968 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 96 lb FT =10% LUMBE BRACING - TOP CH IRD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CH RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-5 oc bracing. WEBS WEDGE 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Left: 2x6 P No.2 Installation guide. SLIDER Right 2x6 SP No.2 2-9-10 REACTI NS. (lb/size) 6=740/0-8-0 (min. 0-1-8), 1=740/0-8-0 (min. 0-1-8) Max Hom 1=81(LC 9) Max Uplift6=-252(LC 9), 1=258(LC 8) FORCES) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=1381/484, 2-3=1206/440, 3-4=1121/405, 4-5=-1215/442, 5-6=1274/428 BOT CH RD 1-9=457/1224, 8 9=204/837, 7 8=204/837, 6-7=31911093 WEBS 2-9=290/272, 3-9=-182/449, 3-7=139/329 NOTES- 1) Unba1 i ced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF, h=15ft; Cat 11; Exp C; Encl., GCpi=0.18; MWF (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This tr P. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provid� mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 6 and 258 lb uplift at joint 1. LOAD CASE(S) Standard F / PE 7 051 ! •I TQ ORID II{11 bI russ ty y Ryan Homes - 1452 A cl :7.-p ' B2 7russe 1 — Job Reference (optional) outhem Ti Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MTek Industries, Inc Fri Jul 6 11:00:13 2018 Page 1 Iss, ID:EaPOUlwC WA016wSO7vTFdz?5cK-fsxlnOU72dVsSYkg9aKV WFl(LZMbIrKSkOuex_7z—Pu( 11-4-0 6-2-710-8-Q 15-1-7 20-4-0 6-2-7 19-9 0 8-0'0-8-0 3-9.7 5-2-9 Scale = 1:34.6 3x4 = 5x5 = 3x4 = 3 4 5 5.00 12 1x4 1x4 2 6 2 7 44 C v 8 16 RV ix4 = „ 10 9 3X4 = 3xb I I -0-0 7-11-13 13-4-2 204-0 II 0-0 6-11-13 5-4-5 6-11-14 Plate Offsets (X,Y)— [1:0-0-0,1-3-2], [1:0-1-14,0-0-2], [3:0-2-0,0-2-11], [4:0-2-8,0-3-0] [5:0-2-00-2-11] [8:0-4-4 0-0-5] LOADIN, (psf) SPACING- 2-M CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-11 >950 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 95 lb FT =10% LUMBE = BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins. BOT CH RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-12 oc bracing. WEBS WEDGE 2x4 SP No.3 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Left: 2x6 P No.2 Installation uide. SLIDER Right 2x6 SP No.2 2-9-10 REACTIONS. (lb/size) 8=740/0-8-0 (min. 0-1-8), 1=740/041-0 (min. 0-1-8) Max Horz 1=76(LC 9) Max Uplift8=-247(LC 9), 1=253(LC 8) FORCES Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH' RD 1-2=1373/468, 2-3=1204/424, 5-0=1120/391, 6-7=1211/427, 7-8=1268/413, . 3-4=1066/416, 4=5=995/389 BOT CH RD 1-11=-436/1215, 10-11=192/839, 9-10=192/839, 8-9=305/1088 WEBS I, 2-11=-268/258, 4-11=172/436, 4-9=131/317 1) Unbal hced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF , (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This ss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Providl'II mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at joint 8 and 253 lb uplift at joint 1. LOAD CASES) Standard :0i Russ cuss ype ty y Ryan Homes - 1452 A cl 452-4 ' B3 HIP 1 1 IJob Reference (optional) Southern T s , Ft. Pierce. FL.. 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 Mi-rek Industries, Inc. Fri Jul 6 11:00:13 2018 Page 1 ID:EaPOU I WCVVA016wSO7VTFdz?5cK-fsxlnOU72dVsSYkg9aKV WfKHZMZarLUkOuex_7z_pu( 8 0 0 13-4-0 204-0 8-0-0 54-0 7-0-0 Scale=1:33.2 44 = Sx7 = 2 3 1 'I 5.00 12 T 4 1 H IL C6 I Bel LL1 92 Li 3x4 II, ( 6 7 5 3x9 11 3x4 = 3x4 = 1x4 I I 3x4 = I 3x8 I! LOADING TCLL TCDL BCLL BCDL (psf) 20.0 7.0 0.0 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017(rP12014 CSI. TC 0.95 BC 0.80 WB 0.10 Matrix-S LUMBERI TOP CHOI D 2x4 SP No.2 *Except* T3: 2x6 SP No.2 BOTCH RD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 P No.2, Right: 2x4 SP No.3 REACTI NS. (lb/size) 4=740/0-8-0 (min. 0-1-8), 1=740/0-8-0 (min. 0-1-8) Max Horz 1=61(LC 8) Max Uplift4=-228(LC 9), 1=235(LC 8) FORCES! (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=1294/395, 2-3=1118/408, 3-4=1228/380 BOTCH RD 1-7=-290/1112, 6-7=270/1061, 5-0=270/1061, 4-5=-273/1056 WEBS 2-7=0/262 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.13 1-7 >999 240 MT20 244/190 Vert(CT) -0.28 1-7 >852 180 Horz(CT) 0.04 4 nla n/a Weight: 91 lb FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbal ced roof live loads have been considered for this design. 2) Wind: I SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWF (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provid � adequate drainage to prevent water ponding. 4) This t. ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provid, mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 4 and 235 lb uplift at joint 1. LOAD Standard IVI / P E 7 051 f -I TA pR1D - S Goa �� JOJr �TNSS TRlSS ype ty Y Ryan Homes - 1452 A d 1452-,� IB4G HIP 1 I, I Job Reference (optional) Sou;hem T Ft. Pierce, FL., 34951 Run: 8.200 s Now 30 2017 Print 8.200 s Nov 30 2017 MJ7ek Industries, Inc. Fri Jul 611:00:14 2018 Page 1 ID:EaPOUIwCWAO16wSO7V I Fdz?5cK-73Vh?jVlpxdj4iJOjlrk3ttY4myralDuFYNUVJZz�u' 6_0_p 10-M 15-4-0 214-0 _. 6-0-0 4-8-0 4-8-0 6-0-0 Scale = 1:34.6 4x7 = U4 11 40 = 5.00 F12 3 12 13 4 14 15 5 44 6 4x4 2 � 2 0 Cj N � 1 7 1 �' Io 3x4 11 16 10 9 17 18 8 3x4 = 5x5 = 1x4 II 30 = 1x4 II 5x5 = I 3x8 = 1-0-0 6-0-0 10-8-0 15-4-0 20-4-0 21-4-0 1-0-0 5 0 0 4-8-0 4-8-0 5-" Plate Off is (X Y)— [1:0-4-10 Edge], [3:0-5-4,0-2-0], [5:0-5-4,0-2-0], [7:04-10,Edge] LOADIN (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.15 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.21 9-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 103 lb FT = 10% LUMBEF BRACING - TOP CHI RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc pudins. BOT CHi RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 2x6 SP No.2 2-10-12, Right 2x6 SP No.2 2-10-12 installed during truss erection, in accordance with Stabilizer Installation guide. REACTi NS. (lb/size) 1=1109/0-8-0 (min. 0-1-8), 7=1109/0-8-0 (min. 0-1-8) Max Horz1=-46(LC 9) Max U pliftl =-541 (LC 8), 7=541(LC 9) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD ' 1-2=2284/1147, 2-3=2213/1160, 3-12=2601/1401, 12-13=-2600/1400, 4-13=2600/1400, 4-14=2600/1400, 14-15=2600/1400, 5-15=2601/1401, 5-6=2213/1160, 6-7=2284/1147 BOT CHI RD 1-11=1004/2041, 11-16=-1005/2055, 10-16=1005/2055, 9-10=1005/2055, 9-17=-1004/2055, 17-18=1004/2055, 8-18=1004/2055, 7-8=1003/2041 WEBS 3-11=-28/342, 3-9=347/683, 4-9=-453/404, 5-9=347/683, 5-8=29/341 1) Unbalgnced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF IJIS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provi l adequate drainage to prevent water ponding. 4) This II ss has been designed for a 10.0 psf bottom chord live load nonconculrent with any other live loads. 5) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 1 and 541 lb uplift at joint 7. 6) Hang, a (s) or other connection device(s) shall be provided sufficient to support concentrated load(s)121 lb down and 169 lb up at 6-0-0, 57 Ib dov n and 107 lb up at 8-0-12, 57 lb down and 107 lb up at 10-0-12, 57 lb down and 107 lb up at 11-3-4, and 57 lb down and 107 lb up at 13 and 121 lb down and 169 lb up at 15-4-0 on top chord, and 106 lb down and 100 lb up at 6-0-0, 41 lb down at 8-0-12, 41 lb down II t 10-0-12, 41 lb down at 11-3-4, and 41 lb down at 13-3-4, and 106 lb down and 100 lb up at 15-3-4 on bottom chord. The desigi /selection of such connection device(s) is the responsibility of others. 7) In the -OAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD dIASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1_25 \�I Unifo Loads Vert1 3PI 54, 3-5=54, 5-7=54, 1-7=20 \\!�- �N Conc ntrated Loads (lb) Vert: 3=74(13) 5=-74(B) 10=27(B) 11=106(131) 8=106(B) 12=55(13)13=55(B)141 55(B)15=55(B)16=27(B)17=27(13 ` i 1a=-27(B) i PE 7 051 r t = r t 'STA NAL ECG \��\ / 1\ / 1 llllll >1 TO 1 rusS fuss ype ty y Ryan Homes - 1452 A cl 145244 C1 COMMON 2 1 _ Job Reference (optional) Southeir� T s, Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7'ek Industries, Inc. Fri Jul 6 11:00:14 2018 Page 1 ID:EaPOUIwC WAO16wS07vTFdz?5cV-73Vh?jVipxdj4iJOjlrk3ttV?mwvansuFYN U WZz�_pu ; 5-7-14 9-0-0 17-M 5-7-14 34-2 3-M Scale=1:27.4 4x4 = 3 5.00 12 1x4 2 4x7 II 4 o 3x = 7 6 3x9 11 — 3x4 = N 1 -0 NZ 748-0 8-M Plate Off'ets MY)— [1:0-0-0,1-3-2], [1:0-1-14,0-0-2], [4:0-4 4,0-2-0] LOADIN II (psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.17 1-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.35 1-6 >558 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 67 lb FT =10% LUMBE II BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, except BOT CH RD 2x4 SP No.2 end verticals. WEBS I 2x4 SP No.3 'Except` BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. W3: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x6 P No.2 Installation guide. REACTI NS. (lb/size) 5=608/0-8-0 (min. 0-1-8), 1=608/0-8-0 (min. 0-1-8) Max Horz1=86(LC 8) Max Uplift5=206(LC 9), 1=213(1-C 8) FORCE ,. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=-1054/388, 2-3=-814/280, 3-4=866/254, 4-5=-530/246 BOT CHORD 1-7=377/928, 6-7=-377/928, 5-6=1711717 WEBS 2-0=-303/248, 3-0=-45/409 NOTES' 1) Llnbal nced roof live loads have been considered for this design. 2) Wind: �SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This tijuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 5 and 213 lb uplift at joint 1. LOAD CASE(S) Standard To6 Hiss ss ype ty y Ryan Homes -1452 A dC2 m MMON TC 1 ' 1 Job Reference (optional) Southern Tr — Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc Fri Jul 6 11:00:15 2018 Page 1 ID:EaPOUIwCWAO16wSO7vTFdz?5cK-bF33C3VNaFlahstCH?Mzb4PijAFBJEA1 UC7220z_pu_ ~' 5-7-14 B 0 0 9-0-0 , 10-0-0 174)-0 5-7-14 2� 2 1-0-0 1�-- 7-0-0 Scale=1:28.1 3x4 = 1x4 II 5 3x4 = 3 4 5.00 12 1x4 2 r6 4x7 II 6 i to �4 = 9 6 3x9 11 — — 3x4 = ' 17-0-0 0-4-0 7.8-0 8-M Plate Off,4ets (X,Y)— [1:0-0-0,1-3-2], [1:0-1-14,0-0-2], [3:0-2-0,0-2-11], [5:0-2-0,0-2-11], [6:0-4-4,0-2-0] LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 1-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.36 1-8 >541 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 67 lb FT = 10% LUMBE + BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, except BOT CH( RD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 'Except* BOT CHORD Rigid ceiling directly applied or 9-10-14 oc bracing. W3: 2x6 SP No.2 MTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x6 P No.2 Installation guide. REACTH NS. (Ib/size) 7=608/0-8-0 (min. 0-1-8), 1=608/043-0 (min. 0-1-8) Max Horz1=78(LC 8) Max Uplift7=-197(LC 9), 1=205(LC 8) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=1041/362, 2-3=-828/264, 5-0=889/242, 6 7=-526/235, 3 4=744/273, 4-5=744/273 BOTCH -, RD 1-9=346/914, 8-9=-3461914, 7-8=-164/744 WEBS I 2-8=-281/219, 4-8=28/398 NOTES- 1) Unbal ced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provid adequate drainage to prevent water ponding. 4) This ' ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 7 and 205 lb uplift atjoint 1. LOAD CASE(S) Standard cuss ---] rUss Type ty y Ryan Homes - 1452 A cl is 62-A* C3G HIP 1 1 Job Reference (optional) $outnem TT _ , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MTek Industries, Inc. Fri Jul 611:00:15 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-bF33C3VNaFlahstCH?Mzb4PfgAIsJFr1 UC7220z_pu_ 110 F _ 6-0-0 12-0-0 16-8-0 18-0-0 �— - T1 1 4-8-0 6-0-0 4--8-0 4-0 Scale = 1:29.1 4x7 4x4 = 3 12 13 4 5.00 12 L3x6I 3x6 11 i 5 6 1 3x4 10 9 14 8 3x4 = I 11 1x4 II 44 = 3x4 = 7 1-0� 6-0-0 12-M 1648-0 1 18 0-2 1-o 4-8-0 640-0 4 3-0 1-00 Plate Offs' s 2:0-1-11,1-2-8 , 3:0-5-4,0-2-0, 5:0-1-11,1-2-8 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) ' 0.21 8-10 >892 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.31 8-10 >602 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) 0.02 7 n/a n/a BCDL I10.0 Code FBC2017/TP12014 Matrix-S Weight: 72 lb FT =10% LUMBER -I BRACING - TOP CHO D 2x4 SP No.2 'Except TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc pudins. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. BOT CHO D 2x4 SP M 31. MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer REACTIO Installation guide. IS. (lb/size) 11=928/0-8-0 (min. 0-1-8), 7=928/0-8-0 (min. 0-1-8) Max Horz 11=46(LC 8) Max, Upliftl 1=-462(LC 8), 7=-462(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=1198/606, 2-3=-1356/721, 3-12=-1192/683,12-13=1192/683, 4-13=-1192/683, 4-5=1356/720, 5-6=1198/606 BOT CHO D 1-11=-592/1184, 10-11=-606/1184, 9-10=-604/1192, 9-14=-604/1192, 8-14=-604/1192, 7-8=592/1184, 6-7=592/1184 WEBS 1 2-1 1=-463/318,3-10=0/285, 4-8=0/284, 5-7=-463/318 NOTES- 1) Unbalar roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=5.Opsf, h=15ft; Cat. II; Exp C; End., GCpi=0.18; 1 (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) This tru " has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live toads. 5) Provide nechanical connection (by others) of truss to bearing plate capable of withstanding 462 lb uplift at joint 11 and 462 lb uplift at joint 7. 6) Hanger ) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 169 lb up at 6-0-0, 55 lb down i Ind 107 lb up at 8-0-12, and 55 lb down and 107 lb up at 9-11-4, and .121 lb down and 169 lb up at 12-0-0 on top chord, and 106 lb down 6 nd 100 lb up at 6-0-0, 41 lb down at 840-12, and 41 lb down at 9-11-4, and 106 lb down and 100 lb up at 11-114 on bottom chord.JE(S) a design/selection of such connection device(s) is the responsibility of others. 7) In the LD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA Standard 1) Dead +',00f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniformoads Concen \\�1` (plf) \\\ edlLoads(lb) 4 6=54, 1 6=20 I ert: 3=-74(F) 4=74(F) 9=27(F) 10=106(F) 8=106(F)12=55(F)13=55(F) 14=27(F) \\Grz�S������j! / PE 7 051 =— TA �i0'c` ``,(ORI'D NI 1 '� Jos I rusS I fuss I ype ty Ply Ryan Homes - 1452 A rJ i452-Al Y CJ4 JACK 2 1 Job Reference (optional) _ Southern Tru , FL Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 820D s Nov 30 2017 MTek Industries, Inc. Fri Jul 6 11.00:15 2018 Page 1 I D:EaPOUIwCV VA016wSO7vTFdz?5cK-bF33C3VNaFlahstCH?Mzb4PmCAMXJGe1 UC7220z—Pu- 1-9-14 3-0 11 5-6-6 ~— 1-9-14 1-2-13 2-5-11 Scale=1:12.9 3 3.54 F12 6 2 T1 1 B1 2x4 = 7 4 I 2x6 II 5 I 1 4 4 5-6-6 1-4-4 4-2-3 Plate Off" is ,Y 2:04)-8,0-1-12 , 5:0-1-10,1-8-6 , 5:0-0-0,0-1-12 LOADIN (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 17 lb FT =10% LUMBI TOP C BOT C WEBS NOTES- 1) Wind: 2) This t 3) Refer 4) Provi( 150 It 5) Hangl and 3i 6) In the 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 (lb/size) 3=53/Mechanical, 4=-2/Mechanical, 5=187/0-11-5 (min. 0-1-8) Max Horz5=81(LC 4) Max Uplift3=-82(LC 20), 4=22(LC 17), 5=150(LC 20) Max Grav3=53(LC 1), 4=29(LC 3), 5=187(LC 1) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15it; Cat. II; Exp C; Encl., GCpi=0.18; { (envelope); Lumber DOL=1.60_plate_9rip DOL=1.60 is has been designed for 10.0-psf bottom -chord live load nonconcurrent with any other live loads. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 3, 22 lb uplift at joint 4 and plift at joint 5. s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 lb up at 2-11-0, b down and 110 lb up at 2-11-0 on top chord, and 71 lb up at 2-11-0, and 71 lb up at 2-11-0 on bottom chord. The election of such connection device(s) is the responsibility of others. SAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD C SE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (plf) Vert: 1-3=54, 1-4=20 Con trated Loads (lb) �'I Vert 6=72(F=36, B=36) 7=94(F=47, B=47) PE7 051 .t 7C X { tr /�T f1 `.4 GRID /j/ASS �NA i K 06I russ Truss Type QtY Ply Ryan Homes -1452 A d 1452-P.• I CJ6ACK 4 1 Job Reference (optional) Southem Tru , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MTek Industries, Inc. Fri Jul 611:00:16 2018 Page 1 ID:EaPOU IwCWAO16wSO7vTFdz?5cK-3RdROPWOLYtRJOSOgitC8lyxhahJ2jrBjssbZSz_pt 1-9 14 5-" 84-5 1-9-14 3-8-8 2-9-15 4 Scale = 1:16.7 3.54 12 1x4 9 3 T1 8 2 W1 1 Li B1 2x4 = 10 11 6 5 3x4 = 7 2x6 11 114 5-6-6 8-4-4 5 14-0 0-511 3-8-8 2-9-14 0 1 Its Plate Offs X Y 2:0-0-8,0-1-12 , :0-1-101-8-6 , :0-0-0,0-1712 1 LOADING psf) SPACING- 2-0-0 CSL DEFL in (loc) Udefl L/d PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.09 6-7 >834 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.02 4 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix-P Weight 30 lb FT = 10% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO S. (lb/size) 4=83/Mechanical, 5=108/Mechanical, 7=254/0-11-5 (min. 0-1-8) Max Horz7=123(LC 4) Max Uplift4=-59(LC 4), 5=57(LC 4), 7=166(LC 20) Max Grav4=95(LC 17), 5=108(LC 1), 7=254(LC 1) 1 FORCES., (lb) _ Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ' CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=5.Opsf h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFR (envelope); Lumber DOL=1.60 plate gdp•DOL=1.60 2) This s has been -designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer t girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 4, 57 lb uplift at joint 5 and 166 lb uplift at joint 7. 5) Hangel os) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 lb up at 2-11-0, 30 lb do ' and 110 lb up at 2-11-0, and 26 lb down and 52 lb up at 5-8-15, and 26 lb down and 52 lb up at 5-8-15 on top chord, and 71 lb up at 2-1 0, 71 lb up at 2-11-0, and 5 lb down and 2 lb up at 5-8-15, and 5 lb down and 2 lb up at 5-8-15 on bottom chord. The design election of such connection device(s) is the responsibility of others. 6) In the 110AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAPE(S) Standard 1) Dead 4 ,Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 UnifoLoads (plf) Vert, 1-4=-545 1-5=20 Conce Crated Loads (lb) II`/ert: 8=72(F=36, B=36) 10=94(F=47, B=47) 11=3(F=2, B=2) Job �7tiss �Truss I ype �ty y Ryan Homes -1452 A cl 1452-a CJ7 JACK 1 ��Job Reference (optional) Sou : am Tr Ft. Pierce, FL.. 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 Mi rek Industries. Inc. Fri Jul 6 11:00:16 2018 Page 1 ID: EaPOUIwC WAO16wSO7vTFdz?ScK-3RdROPWOLYtRJOSOgitC8lyvcagx2hlBjssbZSzpt 1-9-14 6-4-7 10-5-12 _ 1-9-14 4-6-9 4-1-5 :17.1 10 3.54f12 3x4 3 9 W. T1 3x6 11 2 W2 3 1 W1 B1 3x4 = 11 7 12 6 5 1 x4 11 3x4 = 8 1-4-4 1-9-14 6-4-7 10-5-12 10 12 1-44 0 5 11 4-fr9 4-1-5 -1 LOADIN TCLL TCDL7.0 BCLL BCDL1�110.0 (psf) 20.0 0.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.45 SC 0.43 WB 0.16 Matrix-S DEFL. in Vert(LL) -0.04 Vert(CT) -0.08 Horz(CT) -0.03 (loc) I/deft L/d 6-7 >999 240 6-7 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 41 lb FT =10% LUMBER BRACING - TOP CHC 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTI S. (lb/size) 4=111/Mechanical, 5=234/Mechanical, 8=481/0-11-5 (min. 0-1-8) Max Horz8=153(LC 4) Max Uplift4=94(LC 4), 5=104(LC 4), 8=186(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHQRD ' 1-2=3811115, 2-9=-443/159, 3-9=394/169 BOTCH - RD 1-8=108/383, 8-11=249/383, 7-11=249/383, 7-12=249/383, 6-12=249/383 WEBS 2-8=303/190, 3-6=-431/281 NOTES- 1) Wind: SCE 7-f0; Vult=160mph (3-second-gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFF (envelope), Lumber DOL=1.60 plate grip DOL=1.60 2) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer girder(s) for truss to truss connections. 4) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 104 lb uplift at joint 5 and 186 lb plift at joint 8. 5) Hange (s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 5-0-7, 23 lb down and 38 lb up at 5-0-7. and 51 lb down and 93 lb up at 7-10-0, and 51 Ib down and 93 lb up at 7-10-6 on top chord, and 4 lb up at 5-0.7, lb up at 5-0-7, and 21 lb down at 7-10-6, and 21 lb down at 7-10-6 on bottom chord. The design/selection of such connection dew ) is the responsibility of others. 6) In the DAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (plf) Vert: 1-4=54, 1-5=20 Con trated Loads (lb) Vert 10=39(F=19, B=19) 11=7(F=4, 6=4)12=24(F=12, B=12) n n 11e52-A 4 111 1CRA MONO TRUSS 2x5 11 LOADING' psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud TCLL 0.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.03 6 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Verl -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.01 5 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix-S TOP CHOfRD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 111 2.4 SP No.3 SLIDER Left 2x4 SP 11 2-6-10 (lb/size) 1=358/0-3-8 (min. 0-1-8), 4=105/Mechanical, 5=288/Mechanical Max Horz1=153(LC 17) Max Upliftl=-144(LC 4), 4=-91(LC 4), 5=-139(LC 4) Scale = 1:19.9 PLATES GRIP MT20 244/190 Weight: 40 lb FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCESli (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D • 1-2=-605/233, 2-8=553/239, 3-8=531/245 BOTCH 9 D 1-10=-324/531, 7-10=324/531, 7-11=324/531, 6-11=324/531 WEBS 3-7=0/261, 3-6=598/365 NOTES- 1 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat.1I; Exp C; Encl., GCpi=0.18; MWF� (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This �j�s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer t girder(s) for truss to truss connections. 4) 'rovtd 'mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 1, 91 lb uplift at joint 4 and 139 lb ' plift at joint 5. 5) Hange (s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 3-7-8, 31 lb down 1'rd 47 lb up at 3-7-8, and 51 lb down and 93 lb up at 6-5-7, and 56 lb down and 97 lb up at 6-5-7 on top chord, and 4 lb up at 3-7-8 6 lb innection wn and 13 lb up at 3-7-8, and 21 lb down at 6-5-7, and 24 lb down and 21 lb up at 6-5-7 on bottom chord. The design/selection of such device(s) is the responsibility of others. 6) In theOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD C 'SE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (plf) Vert: 1-4=54, 1-5=20 Conce' trated Loads (lb) 11 Vert: 9=-47(F=-19, 13=28) 10=2(1`=4, B=-5) 11=35(F=12, B=-23) 131 GENS / PE 7 051 i / t �I L 4-TA i0 r OR]D 1111O ni 1452-A• II I iJ1 3 'I 1 I Job Reference I s Nov 30 2017 Print 8.200 s Nov 30 2 1-M 1-6-0 — a 0 N rr IO 1 LOADING psf) SPACING- 2-0 0 CSI. DEFL. in (loc) I/defl Ud TCLL 0.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 1 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P TOP CHOD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 IS. (lb/size) 2=95/Mechanical, 3=14/0-8-0 (min. 0-1-8) Max Horz2=124(LC 1), 3=124(1-C 1) Max Uplift2=-54(LC 8) Max Grav2=95(LC 1), 3=29(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.4 PLATES GRIP MT20 244/190 Weight: 5 lb FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFR (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refert girder(s) for truss to truss connections. 4) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 2. 5) Non Standard bearing condition. Review required. LOAD CASE(S) Standard an 12 1 1 _ 14-0 2-0-0 I 14-0 1 0-8-0 1 LOADING°(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud TCLL 0.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P TOP CHORD 2x4 SP No.2 BOT CHC;D 2x4 SP No.2 WEBS !I 2x4 SP No.3 (lb/size) 3=-34/Mechanical, 4=-43/Mechanical, 5=223/0-8-0 (min. 0-1-8) Max Horz5=43(LC 8) \ Max Uplift3=34(LC 1), 4=43(LC 1), 5=66(LC 8) Max Grav4=5(LC 8), 5=223(LC 1) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 Scale = 1:8.5 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 10% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1)Wind: i' SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf h=15% Cat. II; Exp C; Encl., GCpi=0.18; MWFR, (envelope); Lumber DOL=1.60 plate. grip, DOL=1.60 2) This trd s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer t girder(s) for truss to truss connections. 4) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3, 43 lb uplift at joint 4 and 66 lb upli ,at ioint 5. LOAD CASE(S) Standard job 1452-Ak truss I cuss I ype J3 JACK rQty Ply 1 Ryan Homes -1452 A cl I' — I3 Job Reference (optional) Southern Tru FL Pierce FL., 34951 Run Nov 1 Print 8200 s o 30 20 7 P t. 8.200 s Nov 30 2017 M7ek Industries, Inc. Fri Jul 611:00:17 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-XdBpolXe6s?IxA1b000RgWAB 6OnAaKxWc86uzyt, 1-4-0 3-6-0 1-4-0 2-2-0 Scale=1:11.5 3 5.00 12 2x6 11 2 T1 1 W B1 2x4 = 4 5 1-0 0 3-6-0 1 0 0 2-6-0 Plate Offs is (X,Y)—[2:0-0-12,0-1-12],[2:0-1-11,1-2-8],[5:0-0-0,0-1-12] LOADING psf) SPACING- 2-M CSI. DEFL in (loc) I/defi L/d PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 12 lb FT = 10% TOP C BOT C WEBS NOTES- 1)Wind: 2) This t 3) Refer 4) Provit LOAD C 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 (lb/size) 3=38/Mechanical, 4=8/Mechanical, 5=208/0-8-0 (min. 0-1-8) Max Horz5=72(LC 8) Max Uplift3=-48(LC 8), 5=62(LC 8) Max Grav3=38(LC 1), 4=28(LC 3), 5=208(LC 1) (lb) = Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; 1(envelope); Lumber DOL=1.60 plate gdp'DOL=1.60 is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 3 and 62 lb uplift at joint 5. 3E(S) Standard QA X TRUSS s Nov 30 2017 Prii ,�152-A' I J3A Southem Tru Ft. Pierce, FL., 349 2xP 2-" i - — 2-6-0 -- ---I E IZMMIMMKIKI LOADINGl�ipsf) SPACING- 24)-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix-R Weight: 9 lb FT = 10% TOP CHORD 2x4 SP No.2 BOT CHO D 2x4 SP No.2 WEBS 2x6 SP No.2 IS. (lb/size) 2=55/Mechanical, 4=82/0-8-0 (min. 0-1-8), 3=27/Mechanical Max Horz4=45(LC 8) Max Uplift2=-52(LC 8), 4=14(LC 8), 3=3(LC 8) Max Grav2=55(LC 1), 4=82(LC 1), 3=41(LC 3) (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1,1 - 1) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFR (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This trL s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer t girder(s) for truss to truss connections. 4) Provid 'ImechanicaI connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 2, 14 lb uplift at joint 4 and 3 lb upliftlptjoint 3. LOAD CASE(S) Standard 1452-A' J4 IJACK 111 1 1 IJob Reference TCLL TCDL BCLL BCDL LUMB TOP C BOT C WEBS 0 1-4-0 4-M I-- 1-4-0- � - 2-8-0 I — u 4-0-0 (psf) SPACING- 2-M CSI. DEFL-. in (loc) I/defl Ud 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4-5 >999 180 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.0& 3 n/a n/a 10.0 Code FBC2017/TP12014 Matrix-P 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 . IS. (lb/size) 3=54/Mechanical, 4=17/Mechanical, 5=220/0-8-0 (min. 0-1-8) Max Horz5=83(LC 8) Max Uplift3=59(1-C 8), 5=-66(LC 8) Max Grav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) (lb) • Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Jcny7wgDj1 Scale = 1:12.5 PLATES GRIP MT20 2441190 Weight: 13 lb FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. i i 1) Windj'jASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15f; Cat.1I; Exp C; Encl., GCpi=0.18; MW S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This 1 ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refef to girder(s) for truss to truss connections. 4) Provi a mechanical connection (by others) of truss to bearing plate capable ofwithstanding 59 lb uplift atjoint 3 and 66 lb uplift atjoint 5. LOAD ASE(S1 Standard PE 7 051 ; 1 •t 106 ORID_ 1462-A' I _ _ I I IJob Reference (optional Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MTek Indu: ID:EaPOUIwCWAO16wSO7vTFdz?5cK-0glBg5YGsA79Y 1 4-0 5-6-0 r 1-4_O - -- 4-2-0 Scale = 1:16.7 LOADING psf) SPACING- 2-M CSI. DEFL. in (loc) 11defi L/d PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL i 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 18 lb FT =10% TOP C BOT C WEBS NOTES- 1) Wind: MWFF 2) This tr 3) Refer 4) Provid LOAD C, 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 (lb/size) 3=96/Mechanical, 4=40/Mechanical, 5=267/0-8-0 (min. 0-1-8) Max Horz5=113(LC 8) Max Uplift3=-93(LC 8), 5=80(LC 8) Max Grav3=96(LC 1), 4=71(LC 3), 5=267(LC 1) (lb) = Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 3CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; (envelope); Lumber DOL=1.60 plate grip DOL=1.60 s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 80 lb uplift at joint 5. 'E(SI Standard 5452-A• I IJ58 1MONO TRUSS 12 1 - 1 Ft. Pierce, FL., 34951 stun: a.zuo s raov JU zoi i runt•. a.[uU s NOV su zUl i W I ek inausmes, inc. rn jut is i i:uunb zuis rage 1 I D:EaPOU IwCWA016wSC7vTFdz?5cK-0gIBg5YGsA79YJcny7wgDj 1 JINQZWdSTAALieLz_ptx 1 4-0 5-8-0 �1 4 0 4-4-0 —� Scale = 1:16.4 n e 1-0-0 5S0 III 1-0-0 4-8-0 Plate Offsets X Y 2:0-0-12 0-1-12 , 5:0-1-8 1-2-0 , 5:0-0-0,0-1-12 LOADIN {psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 7.0 TCDL 110.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 4.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.02 3 n/a n/a BCDL Code FBC2017/TP12014 Matrix-P Weight: 18 lb FT =10% LUMBE I BRACING - TOP CH D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHd D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 • MiTek recommends that Stabilizers and required cross bracing be I installed during truss erection, in accordance with Stabilizer Installation guide. REACTI , NS. (lb/size) 3=100/Mechanical, 4=42/Mechanical, 5=272/0-8-0 (min. 0-1-8) Max Horz5=117(LC 8) Max Llplift3=97(LC 8), 5=81(LC 8) Max Grav3=100(LC 1), 4=75(LC 3), 5=272(LC 1) FORCE (lb) _ Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-li 1) Wind: i SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF 6 (envelope); Lumber DOL=1.60 plate gripDOL=1.60 2) This ' ss has been designed for a 10.0 psf bottom chord live load noncopcurrent with any other live loads. 3) Refer b girder(s) for truss to truss connections. 4) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 3 and 81 lb uplift atjoint 5. LOAD C SE(S1 Standard ':452-A" 1 1J5A Southern Try Ft. Pierce, FL., 349 2xl MONO TRUSS 4-" 4-6-0 ty I y Ryan Homes -1452 A cl �_ 1 Job Reference (optional _ 1 s Nov 30 2017 Print: 8.200 s Nov 30 2017 Mi Industries, Inc. Fri Jul 6 11:00:188 2018 Page 1 I W CV VAO 16WSO7VTFdz?5cK-0gIBg5YGsA79YJcny7wgDj 1 JTNQJ W d HTAALieLz_ptx Scale=1:15.6 LOADIN TCLL TCDL BCLL BCDL (psf) 20.0 7.0 0.0 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.24 BC 0.18 WB 0.00 Matrix-R DEFL in Vert(LL) 0.02 Vert(CT) -0.03 Horz(CT) -0.02 (loc) I/deft Ud 3.4 >999 240 3-4 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 15 Ib FT =10% LUMBER, BRACING - TOP CH(l D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc pudins, except BOT CH D 2x4 SP No.2 end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACT[ NS. (lb/size) 2=104/Mechanical, 4=156/0-8-0 (min. 0-1-8), 3=51/Mechanical Max Horz4=87(LC 8) Max Uplift2=-94(LC 8), 4=36(LC 8) Max Grav2=104(LC 1), 4=156(LC 1), 3=78(LC 3) FORCE§I (lb):- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-li 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft-, Cat. II; Exp C; Encl., GCpi=0.18; MWF 5 (envelope); Lumber DOL=1.60 plate griprDOL=1.60 2) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer girder(s) for truss to truss connections. 4) Provic{ mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 36 lb uplift at joint 4. LOAD CASE(S) Standard 6q, � PE 7 051 I111111 -*A 1452-Al W 1 IJ6 (JACK I10 I 1 Kun: B.ZUU 5 Nov JU 1u1 / Fnnt: b.ZUU s NOV JU ZU1 / MI1 eK Inausines, Inc. t n Jul 6 1 vuun is Zul if rage 1 ID:EaPOUIwCVVAO16WSO7VTFdz?5cK-0glBg5YGsA79YJcny7wgDj113NP1 WdNTAALieLz_ptx 1-4-0 6-0-0 1-4-0 -' 4-8-0 -� LOADING (psf) SPACING- 24 -0 CSI. DEFL in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 4-5 >999 240 TCDL 7.0 1 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P TOP C BOT C WEBS NOTES- 1) Wind: 2) This t 3) Refer 4) Provii LOAD C 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 (lb/size) 3=109/Mechanical, 4=47/Mechanical, 5=283/0-8-0 (min. 0-1-8) Max Horz5=124(LC 8) Max Uplift3=104(LC 8), 5=85(LC 8) Max Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.5 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 10% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; (envelope); Lumber DOL=1.60 plate grip: DOL=1.60 Is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 85 lb uplift at joint 5. 5E(S) Standard 1452A R IN 1-4-0 2x6 II -'y y I r '. —rnes - L12 1 Job Referent ?00 s Nov 30 2017 Print: 8.200 s Nov 3i )U I W CVVAO16wS07vTFdz?5cK-( 7-6-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl I TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-5 >978 240 TCDL 7.,0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.13 4-5 >569 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P TOP CHqRD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS III 2x4 SP N0.3 4 REACTI S. (lb/size) 3=148/Mechanical, 4=67/Mechanical, 5=335/0-8-0 (min. 0-1-8) Max Horz5=155(LC 8) Max Uplift3=-136(LC 8), 5=-101(LC 8) Max Grav3=148(LC 1), 4=110(LC 3), 5=335(LC 1) FORCES (lb) :Max. Comp./Max. Ten. - All forces 250 (lb) or(ess except when shown. WEBS 2-5=295/272 FFNM3Wc1T, Scale = 120.3 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 10% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- II 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFf,$ (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer girder(s) for truss to truss connections. 4) Provid� mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 3 and 101 lb uplift at joint 5. LOAD CASE(S) Standard � Jo runs russ ype Qty y Ryan Homes -1452 A d 1452+1 J7A MONO TRUSS 3 1 —� --- Job Reference o tional) Soulhem T uss . Ft. Pierre. FL.. 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2077 td7ek Industries. Ins Fri Jul 5 11:O0,19 2018 Pane 1 6-6-0 —I 6-6-0 D Scale = 1:19.5 Plate Offtets (X,Y)— (1:0-1-2,0-2-121, (1:0-2-8,0-2-121,f4:0-M,0-2-121 LOADIN (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.10 3-4 >740 240 MT20 244/190 TCDL 1 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0:15 3-4 >505 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.05 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014, Matrix-R Weight: 21 lb FT =10% TOP CHORD 2x4 SP No.2 BOTCH ¢hD 2x4 SP No.2 WEBS I1 2x6 SP No.2 IS. (lb/size) 2=154/Mechanical, 4=230/0-8-0 (min. 0-1-8), 3=76/Mechanical Max Horz4=128(LC 8) Max Uplift2=136(LC 8), 4=58(LC 8) Max Grav2=154(LC 1), 4=230(LC 1), 3=115(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: i, SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II;_Exp C; End., GCpi=0.1.8; MWFR (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This tni s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer t girder(s) for truss to truss connections. 4) Provld mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 2 and 58 lb uplift at joint 4. LOAD CASE(S) Standard PE 7 051 'ETA <ORID / S/ONTAL ��1(I{1111� _ n �ob Truss I rusS I ype ty y Ryan Homes -1452 A d 1452-A'— Lt COMMON 2 1 Job Reference (optional) Southern Tru s , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MiTek Industries, Inc Fri Jul 6 11:00:19 201 B Page 1 ID:EaPOUlwCWA016wSO7VTFdz?5cK-UOla2RZudTFOATBzWrRvmwaRSnhrF3vdPg5FAnz-ptm 6-0-0 12 0 0 -- ---� 6-0-0 Scale = 1:18.9 4x4 = 2 5.00 12 1 T W1 3 1 1 W1 Li Io 3x4i 1 1 4 3x4 = 1x4 II 3x9 11 6-0-0 11-0-0 LOADING sf) SPACING- 2 0 0 CSI. DEFL. in (lDc) I/defl L/d TCLL 0.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 1 4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.06 1-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 3 n/a n/a BCDL 0.0 Code FBC2017ITP12014 Matrix-S LUMBER-J TOP CHORD 2x4 SP No.2 BOT CHO D 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 S , No.2, Right: 2x6 SP No.2 (lb/size) 1=419/0-8-0 (min. 0-1-8), 3=419/04W (min. 0-1-8) Max Horz 1=46(LC 8) Max Upliftl=-145(LC 8), 3=-145(LC 9) FORCES. 1(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO i D 1-2=656/196, 2-3=-656/196 BOT CHO D 1-4=133/547, 3-4=133/547 WEBS I 2-4=0/274 PLATES GRIP MT20 244/190 Weight: 46 lb FT = 10% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- III 1) Unbalanced roof live loads have been considered for this design. 2) Wind: A,I(enve=; CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFR Lumber DOL=1.60 plate grip DOL=1.60 3) This tru has designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 4) Provide Mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 1 and 145 lb uplift at joint 3. LOAD CA$E(S) Standard lob I fuss runs hype Uty My Ryan Homes -1452 A d ;e52_q! L2G HIP 1 1 Job Reference (optional) Souihem T , Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MTek Industries, Inc Fri Jul 611:00:19 2018 Page 1 ID:EaPOU IwCWA016wSO7vTFdz?5cK-UOla2RZudTFOATBzWrRvmwaTUnjdF4fdPg5FAnz_ptu 1-4-0 4-0-0 8-0-0 10-8-0 12 0 0 1-4-0r 2 8 0 4-0-0 2-8-0 1-4-0 Scale = 1:19.2 44 = 4x7 = 3 11 4 5.00 Ff2 2 1 W2 W3 W2 T 5 c 2 N 6 1 e, Io U41— 9 3x4 = 12 8 3x4 = 1x4 11 10 7 Sx6.11 3 6 11 1 1 4-0-0 840-0 10-8-0 1 12-M 2-8-0 440-0 248-0 1 0 0 Plate Offs s X,Y 2:0-0-12,0-1-12 , 4:0-5-4,0-2-0, 5:0-0-12 0-1-12 , :0-0-0,0-1-12 , :0-1-4,1-1-8 , 10:0-0-0,0-1-12 , 10:0-1-1,1-1-8 LOADING Ipsf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.05 8-9 >999 240 MT20 244/190 TCDL 7-0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 7 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix-S Weight: 48 lb FT=10% TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS ll 2x4 SP No.3 (lb/size) 10=419/O-8-0 (min. 0-1-8), 7=419/0-8-0 (min. 0-1-8) Max Horz 10=31(LC 8) Max Upliftl0=254(LC 8), 7=-254(LC 9) Max Grav 1 0=421 (LC 17), 7=421(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. I l(lb) = Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=315/236, 2-3=380/304, 3-11=313/283, 4-11=313/283, 4-5=380/305, 5-6=315/237 BOT CHO D 1 -1 0=-226/312, 9-10=231/312, 9-12=222/314, 8-12=222/314, 7-8=227/312, 6-7=-227/312 NOTES- 1) Unbalar led roof live loads have been considered for this design. 2) Wind: A RCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFR (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) This tNs has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint 10 and 254 lb uplift at joint 7. 6) Hanger or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 149 lb up at 4-0-0, and 26 lb do n and 57 lb up at 6-0-12, and 53 lb down and 149 lb up at 8-0-0 on top chord, and 18 lb down and 44 lb up at 4-0-0, and 9 lb down ar 0 2 lb up at 6-0-12, and 18 lb down and 44 lb up at 7-11-4 on bottom chord. The design/selection of such connection device(s) is the resp¢¢nsibility of others. 7) In the LQAD CASE(S) section, loads applied to the face of the trussare noted as front (F) or back (B). LOAD CASES) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform loads (plo ?ert: 1-3=54, 3-4=54, 4-6=54, 1-6=20 Conceni pted Loads (lb) ert: 3=23(B) 4=23(B) 9=2(B) 8=2(B) 11=1(B) 12=2(B) PE7 051 4*\L �1 `STA %SS101VA �EN� 1z52-A ! I' IMV2 IVALLIEY 2 1 1Job Reference 2-M 2-M 2x4 R nn R-T 2 3 Scale = 1:6.8 I LOADIN psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5 lb FT =10% LUMBER BRACING - TOP CH O 2x4 SP No.3 I TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO IS. (lb/size) 1=47/2-M (min. 0-1-8), 2=34/2-M (min. 0-1-8), 3=13/2-0-0 (min. 0-1-8) Max Horz1=26(LC 8) Max Upliftl=14(LC 8), 2=31(1_C 8) Max Gravl=47(LC 1), 2=34(LC 1), 3=25(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- L , 1) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0.16; MWFR (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable r quires continuous bottom chord bearing.: 3) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any -other live -loads. 4) Bearingat joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing's surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift atjoint 1 and 31 lb uplift atjoint 2. LOAD CASE/Sl Standard —7e; 1452-A" `H L IMV4 VALLEY 12 I 1 2x4 - 4-0-0 -I 4-0-0 1.5x4 II 3 3 Scale = 1.:10.9 LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight 13 lb FT =10% LUMBER' BRACING - TOP CH D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purtins, except BOT CHO D 2x4 SP No.3 end verticals. WEBS 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTI S. (lb/size) 1=11614-0-0 (min. 0-1-8), 3=116/4-0-0 (min. 0-1-8) Max Horz1=64(LC 8) Max Upliftl=35(LC 8), 3=-02(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFR (envelope); Lumber DOL=1.60 plate grip DOL=1.60 .2) Gable. uires continuous bottom chord bearing., 3) This tni' s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provid4 mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 1 and 62 lb uplift at joint 3. LOAD CASE(S) Standard td52-/4 ' III , IMV6 12 I 1 IJob Re Run: 8.200 s Nov 30 2017 Print 8.200 s ID:EaPOUIwCWA016wSO7vTFdz?5c Scale = 1:14.8 141 3 2x4 1.5x4 11 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL j 10.0 Code FBC2017/TP12014 Matrix-P Weight: 20 lb FT =10% TOP FRD 2x4 SP No.3 BOT RD 2x4 SP No.3 WEB2x4 SP No.3 IS. (lb/size) 1=190/6-0-0 (min. 0-1-8), 3=190/6-0-0 (min. 0-1-8) Max Horc1=105(LC 8) Max Upli tl=-57(LC 8), 3=101(LC 8) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-13-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. 1) Wind�'J ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW S (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gabl requires continuous bottom chord bearing., 3) This -uss has been designed for a 10.0 psf bottom chord live -load nonconcurrent with any other live loads. 4) Prov" a mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint land 101 lb uplift at joint 3. LOAD CASE(S) Standard rUss russ Type ty P(y Ryan Homes -1452 A cl VALLEY 1 1 Job Reference (optional) t•l. rICnR, rL., 39tlJ nun: 0,—C IYUV JV GV I -111L 0— 5 IVW O — I I —I CR IIIUUSUIGS, 11— -1 — o I --u cu io rage I I D: EaPOUIwCWA016wSO7vTFdz?5cK-yCsyFnZWOnOtodmA3Yy8l86i3B6e_XmmdUgpiDz_ptv 1 2x4 5.00 F,2 2 3x4 = 2x4 3 Scale = 1:7.3 LOADIN 3 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL J 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL J 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 10 lb FT =10% TOP CHORD 2x4 SP No.3 BOTCH RD 2x4 SP No.3 REACTInNS. (lb/size) 1=94/4-M (min. 0-1-8), 3=94/4-M (min. 0-1-8) Max Horz1=-10(LC 9) Max Upliftl=-33(LC 8), 3=-33(LC 9) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES' 1) Unba Panted of live loads have been considered for this design. 2) Wind:IPSCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF RS (envelope); Lumber DOL=1.60 plate gripDOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift atjoint 1 and 33 lb uplift at joint 3. LOAD Standard M ENSc;���/i 051 -d t �-T * I c„ r �.. � TA , 1Z I NSS NSS Type y Ryen Homes • 14,12 A d 1452-,W a I V8 VALLEY 1 1 _1 Job Reference (optional) Southern T , FL Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MiTek Industries, Inc. Fri Jul 611:00:20 2018 Page 1 ID: EaPOUIwCVVA016wSO7vTFdz?5cK-yCsyFnZWOnOtodmA3Yy8186eMB6q_XlmdUgpiDz_ph 4-0-0 &-0-0 4-0-0 4-0-0 4x4 = Scale = 1:14.2 2 5.00 F12 T T1 ST1 ' •. �•• 3 4 k 2x4 1x4 11 2x4 8-0-0 8-0-0 LOADING; sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0-03 Horz(CT) 0.00 3 n/a n/a BCDL 0.0 Code FBC2017ITP12014 Matrix-P Weight: 24 lb FT =10% LUMBER- i BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIO S. (Ib/size) 1=118/8-0-0 (min. 0-1-8), 3=118/8-0-0 (min. 0-1-8), 4=248/8-M (min. 0-1-8) Max Horzl=25(LC 8) Max Upliftl=-58(LC 8), 3=-62(L'C 9), 4=52(LC 8) FORCES. lb) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: A MWFRSi'envelope); CE 7-10; Vult=160mph (3-second gust) Vasd=124mph;.TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Lumber DOL=1.60 plate grip DOL=1.60 II; Exp C; Encl., GCpi=0.18; 3) Gable re uires continuous bottom chord bearing. . 4)Thistrus has been designed -for a 10.0_psf bottom chord live load nonconcurrent with any other live loads. 5) Provide techanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1, 62 lb uplift at joint 3 and 52 lb uplift joint 4. LOAD CA (S) Standard o\M 1111/o/ i \GEN'S F PE 7 051 t Lr , i ^'P' iZ�