Loading...
HomeMy WebLinkAboutTRUSSF. ,�- SOUTHERN TRUSS COMPANIES, !-NC. 5 Q U -T H E R N RANDY@SOUTHERNTRUSS.COM T FR U S S 'CANNED 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 iii a O M PA N I E S BY (800) 232-0509 / (772) 464-4160 / (772) 318 0016 Fax: Project �reand Address: Oakland Lake Occupancy: X Single -Family Lot: 14 Block: County: Saint Lucie Multi -Family Truss Engineering Program: Mitek Engineering Commercial Plates B}� . Mitek Plates Plates B3I,: Simpson Strong -Tie Contrac&r / Builder: Ryan Homes Model: 1I 52 Elevation: A Options: STATE NT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance with Florri�da Building Code FBC2017. The truss system has been designed to provide adequate resitance to -wind load and forces as required by the follolA ng provision: ROOF FLOOR Top chord live load: 20 P.S.F. Top chord.live load: --- P.S.F. Design criteria: ASCE 7-10: 160 MPH Top chord dead load: 7 P.S.F. Top chord dead load: --- P.S.F. Engineer: Brian M. Bleakly Bottom chord live load: * P.S.F. Bottom chord live load: --- P.S.F. Address: Z590 N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load: --- P.S.F. Fort Pierce, FL. 34951 Duration factor: 1.25 Duration factor: ---- Mean height: 15' Exposure: C * 10.0 P.S.F. bottom chord live load nonconcturent 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. Tr ss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 Al 21 J3 41 61 81 96 2 A2 I 22 J4 42 62 82 97 3 A3 I 23 J5 43 63 83 98 4 A4 24 J58 44 64 84 99 5 A5 25 J6 45 1 65 85 100 6 A6 I 26 J7 46 66 86 101 7 A7 I 27 MV2 47 67 87 102 8 A8 I 28 MV4 48 68 88 103 9 A8GI 29 MV6 49 69 89 104 10 B1 I 30 50 70 90 1106 105 11 B2 31 51 71 91 12 B3 11 32 52 72 92 107 13 B4GI 33 53 73 93 108 14 C1 34 54 74 94 109 15 C2 35 55 75 95 110 16 C3G I 36 37 38 39 40 I hearby 56 76 57 77 58 1 78 59 79 60 80 17 06 18 07 I 19 J1 I 20 J2 As witness is true and y my seal, certify that the above information correct to the best of my knowledge and belief. Name: B an M. Bleakly Lic. #76051 •�/ zz 1 K TYPICAL DETAIL (9 C O R. tN E'R. R I P NOTE: NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction- (Z) UP TO 2-16d NAILS 132.5 265# = REQ'D. per Nail (D.O.L.Factor=1.00) nds t e nails only have 0.83 of © UP TO 394f = 3-16d NAILS REQ'D. lateral Resistance Value. OS 12 A 'O g� 'G A u ii ii a ii J3 M. J5 v� use 2-16d ` `� 7-0-0 toe nail `\TC & BC. HIP GIRDER r ; H7 (HIP GIRDER) A QA QA O W7 J3 12 , • R Typical jack 45' %% O attachment use 3-16d toe nail 0 TC�-'� TYPICAL CORNER LAYOUT & 2-16d @_BC�� CO 9-9-5 ER JACK GIRDER \ Typical Hip —jack' attachment CHORD HANGERS FASTEN EFR GIRDER JACK J1— 3 TO HIP JACK GIRDER TC — — — — —— — 2-16dnails — — — — — BC — — — — — —— 2-16dnails ————— J5 HIP JACK GIRDER TC 2-16d nails — BC - _ _ _ _ _ = 2-16d nails _ — i J7 HIP GIRDER TC 3-16d nails — BC = _ _ _ _ _ = 2-16d nails _ — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — — — - — 3-16d nails — — — — — BC — — — — — —— 2-16dnails ———— MINIMUM GRADE OF LUMBER LOADING (PSW r STR INCR.: OO Y T.C. 2x4 SYP 2 L 0 FBC2017 B.C. 2x4 SYP 2 TOP 20 BOTroM 00 WEBS 2x4 SYP No.3 10 SPACING 24' O.C. SOUTHERN TRUSS Fort Pierce Division - 2590 N. Kings Highway, COMPANIES Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 http://wwwsouthwntruss.wm Fax: (772) 318-0016 v Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pier' , LEC-O—PsBriano s TYPICAL DETAIL C CORN.ER - HIP NOTE: 'NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. UP TO 265# = 2-i6d NAILS REQ'D. 132.5 per Nail (D.O.L.Factor=1.25) nds t e nails only have 0.83 of © UP TO 394# = 3-16d NAILS REQ'D. lateral Resistance Value. 10 ov 12 BOA -_OA BOA ' J1 BOA A ,A Y o U m n n u A u n u n u J3 -- nLo I n n n If _-- , A 2 cn O A 0 0 O -- �_ A r use 2- ® H5 (HIP GIRDER) 5-0-0 toe naill TC & BC. HI GIRDER 12 ` Typical jack 45' - --- - ' .` attachment us. use e 3-16d toe nail ®TC\' Io TYPICAL CORNER LAYOUT &_ 2-16d @_BC;. vv nun Typical Hip -jock' attachment CHORD HANGERS FASTENER GIRDER JACK J1- 3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - --P JACK GIRDER ------- 2-16dnails - - - -- J5 I HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - - - 2-16d nails - - - TC- - - - - -- 3-16dnails - - - -- BC ------- 2-16dnails - - - -- HIP JACK GIRDER (CJ5) TO HIP GIRDER TC - - - - - - - 3-16d nails - - - - - BC - - - - - - - 2-16d nails - - - - MINIMUM GRADE OF LUMBER LOADING (PSF) STIR. INCR.: 25 T.C. 2x4 SYP 2 L 0 FBC2017 B.C. 2x4 SYP 2 TOP 20 WEBS 2x4 SYP No.3 BOTTOM 00 10 SPACING 24" O.C. SOUTHERN TRUSS COMPANIES Brian L. Bleakly Struct Eng #7 Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax:(772)31 B-0016 1 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 x I a m e v h it a w rs, ■ �EM4 This product is preferable to similar connectors because of a) easier lAstallation, b) higher loads, r) lower Installed cos(; or a combination of these features. All hangers in this series have double shear nailing — an rvation that distributes the load through two points on each joist nail for iter strength. This allows forfewer nails, faster installation, and the use fl common nails for the same connection. Double shear hangers range from the light capacity LUS hangers to the lest capacity HGUS hangers: For medium load truss applications, the 5 offers a lower cost alternative and easier installation than the HUS or � hangers, while providing greater load capacity and bearing than the WS. rML- See tables below and on page 133. ISH: Galvanized. Some products available in stainless steel or ZMAXO coating; see Corrosion Information, page 1B-19. TALLATION • 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. IONS: - LUS and MUS hangers cannot be modified. • HUS hangers available with the header flanges turned in for 2-2x (31/e•) and 4x only, with no load reduction. See HUSC Concealed Flange 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 Strang -Tie representative. ES: See page 20 for Code Reference Key Chart These products are available with adMonal corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for detrga ese products are approved for bistallation with the Strong -Drive SD Structurdl- Connectorscrew. See page 30 for the cormct substitution and SD screw sae. Model No. Min- Heel Height Ga Dimensions Fasteners W H 13 Carrying Member Carried Member SINGLEWIZES WS24 2% 18 1% 4% 1% 4-10d 21od W526 41/ IV. 4% 1 135 4-10d 410d MUS26 41trSc 18 MIMI 2 6-10d 6-IDd HUS25 V. 16 1% 5% 1 3 1416d 6-16d HGUS26 4% 12 1% 5% 1 5 20-16d 8-16d LUS28 434s 18 194c 1 63S 1% 6-10d 4-10d MUS28 6%, 18 IV. 6% . 2 8-10d 8-10d HUS211 5% 16 1% 7 3 22-16d B-16d HGUS26 6%s 12 1% TA 5 36-16d 12-16d WS210 41/ 18 1%; 7% 1% 8-10d 4-10d 7HUS210 Bii 16 1% 9 1 3 3D-16d 1D-16d 1.See table on page 133 for allowable loads. 6HHUS210-2 (Truss Designer to pmvide taslener War* for connecting mutbple members together) ® Double Shear IMP Nailing Top View Model No. ;� OFAllawabl l'aaas SPAOowableLoads t3.".:�Ti� Ubrig oo[_ owl Boor = LWind : a6z 1oDj --[11 ._ -7_` _ j160J$ ujim (160) Floor • 00D) Snow (115) Roof (125) SINGLE2:SRES LUS24 490 670 765 825 1045 490 725 830 895 LUS26 1165 865 99D 1070 1355 1165 940 1075 1165 MUS26 1090 1295 1480 16D5 1825 1090 1410 1610. 1745 HUS26 155_0�� �272D ?3_ 5333 =9935± 1550 2950 3335 3335 HGUS26 '143@ r B�p R3Z30z _m 1765 4725 5290 1 5390 W526 • 1]65 EbD ' =t36[Li25 1165 1200 1365 1480 MUS28 1555 1730 1975 2140 2645 1555 1880 2150 2330 HUS28 2000 3965 4120 4220 4335 2000 3790 3960 4070 HGUS28 3015 1 6745 6970 7125 7275 3015 6460 6705 6870 LUS2107at5= 340525tssji096; 1165 1445 1660 1795 HUS21D j�*Dbli ?.42�5 J ! 9,4 _.t575_ ;VIM 30D0 1 41D5 4310 4450 6MUS28 SIMPSON Strong -Tie HUSC Concealed Flanges (not available for HHUS, HGUS and HUM) th tte000e0 Heel Heigh( 41 Double Shear Dome Double Shear Nailing Nailing Side View Side View (available on Do not some models) bend tab .. U.S. Patent 5,603,580 SPFIHFABowabie Loads wind QUPW Floor Snow Roof Wind Code (160) (160) (1D0), (115) (125) (160) Ref. 1135 420 1 575 655 1 705 895 L17 1475 1005 740 945 915 116D 1825 940 1110 1265 1370 1570 3335 1335 2330 2650 2820 2665 5390 1520 3750 4200 4500 4635 17,L17 1835 1005 940 1075 1165 1475 17, F6, L17 2645 1335 1475 169D 1830 2275 4335 1720 2905 3D35 3125 3435 7275 2595 0 516D 5290 5745 r1,L17 2270 1005 5 E 13D5 1415 1745 R L77 4930 2580 3150 3315 3425 3B15 132 idle: For dimensions and fastener WDrination, see table above. See table footnotes on page 133. -ACE MOUNT HANGERS These products are available with addiffonaf corrosion protection. Achiffibnalproducts on §r 7hese products are approved for ftfabfian, aft the Strong -Drive SD Structural - this page may do be available with this option, check with .Strong-TieSimps.Strong-Tie fordoWk F Connector screw. Seepage 30 forthe correct substh1don and SD screw S&P - Model No. win. Heel Heigh Ga Dimensions Fasteners SPF/HFAllowable Loads Code Ref. W H I Carrying ng Mem Member Carried Member * uplifil" -jIfiti 1 .1 �tgi- uplift, (150) Floor 0 (1 0 ) Snow (115) Rant (125) -Wind (160) DOUBLE&SM LUS24-2 2Y, 18 V 3% 12 4-16d 216d 44D 800 910 985 1250 380 6130 780 845 1070 '-Lu-526,2 494. 18 31A 4% 2 416d- 4-16d V,�2 �� )ko 7, — ;.1 1000 8110 1010 logo 138-5 R FBI L17 HHUS26-2 4% 14 BY. 5% 3 1416d 6-16d '$ . �:*­Q�.4-1.:Q'. _ � 2?�S 1335 2390 2710 2925 3655 HGUS26-2 'LUS28-2 4%s 12 No FAA 4 2D-15d .8-16d - - 1855 3750 420D 4500 4795 17. L17 4%. 18 3% 7 2 r,16d 4-16d 1165 1315 1500 1625 2060 1000. 1125 1285 1390 1765 HHUS211-2 M 14 BY. 7% 3 22-16d 8-16d 2000 4210 4770 5140 rwo 1720 .3615 4095 4415 5375 17, FBI L17 HGUS28-2 'EE1 —0-2 6M. 7-& 4 36-16d 12-16d 3235 7460 7460 7460 746D 2785 6415 1415 6411 6411 17, Ll 7, b-/. W123% 18 3% 9 9 z 8-16d 6-1 B5 1935 2455 HHUS210-2 13% 14 BY. 8, 8% 3 13D-16d 10-16d !��CFD�it TM -5k 270 53BO 5765 17, FBI L17 HGUS210-2 B%s 12 3%%F 4 1 46-16d 16-16- 730 7825 7825 17, L17 THIPLEWIZES HGUS26-3 4% 12 41% 5A 4 20-16d 8-16d 2155 4355 4.. 4875 5230 '2" 5575 1855 3750 4200 4500 4795 HGUS28-3 M. 12 41% 7Y, 4 3&16d 12-16d 3235 460. 7460. 7460 7 60 7460 7460 2785 6415 6415 6415 — 6415 HGUS210-3 8W6 12 4% 9% 4 46-16d 1616d i_9 D - Ir 3525 7825 7825 71125 7825 17, L17 HGUS212-3 10% 12 4% 10% 4 56m16d 20-16d 5D45 9600 9600 9600 9� Do 96DD 9500 4335 .8255 8255 8255 8255 HGUS214-3 12% 12 41% 12% 4 613-16d 22-16d 5515 1 10100 10100 10100 10100 10100 10100 10100 4745 BB85 8685 8685 8685 QUADRUPLEUSIZZ HGUS264 5% 12 6%. 51A. 4 211-16d 8-16d 3 1855 3750 4200 4500 4795 HGU5264 7Y. 12 6M, 17Y. 4 36-16d 12-16d 4W5fq 9 -, - * -- 2785 6415 6-41-5 6415 - 641 —5 17. L17 HGUS210-4 9% _�_ 2 _L 67U 9% 4 46-16d 15-16d 4095 9100 9100 9100 91DD I 35-25 7FINS 7825 783 7825 17, FBI L17 HGUS212-4 lo 0% 12 2 6%, 10Y. 4 56-16d 20-16dTg M:� �J-��rR W�g� 6 -1 8255 8255 8255 HGUS?-14-4 12% 12 Vs 12Yd 4 66-16d 22-16,Al• 8685 8685 8685 17, L17 USUES LUS46 431 1B 3Y. 4Y, 21 4-16d 416d 1165 1 1030 1180 1280 1625 10DO 880 1010 logo 1385 14 FBI L17 HGUS46 41A, 12 3% 47A, 4 1 20-16d B-16d 2155 4355 4875 5230 5575 1855 375o 4200 45DO 4795 17, L17 HHUS46 4%, 14 3% 5&. 3 1416d 6-16d 1550 2790 3160 3410 4265 1335 2390 2710 2925 3665 LUS48 4% 18 BY. W 2 6-16d 416d rj5o&--'9 XI-E.- 1:6 -- 9-2 -60 10D0 1125 1285 1390 1765 HUS4B* N 14 3M.1 7 2 6-16d 6-16d 5 y, -M , 29 -8 M �rj7_ % 1550 1365 1555 1 g 68 2115 17, FBI L17 HHUS48 M 14 3% 1 -PA 3 2216d 8-16d !?PLO; �:l Pg. 1720 3615 4095: .4415 5535 HGUS48 On 12 3% 714,14 136-16d l2-l5&:-'ffl . - e47 V 2785 6415- 6415 I WS 6415 IT, L17 LU5410 6A 18 3% BY, 2 1 8-16d &16d 1745 1830 2090 2265 2870. lsoo 1565 1785 1935 2455 HHUS410 Z 14 3� 9 3 3D-16d 10-16d 3745 5640 63B5 6890 7165 3440 4935 5480 -59-91OA6115 R, F6, L17 H U 0 B 1 % 9 4 46-16d 1 16-16 4095 9100 910D 9100 1 9100 3525 7825 2 HGUS412 i_ DMs . i at % 10% 4 5r,16dT2[P16d z 9 =50.1 5 B255 B255 8255 R L17 NGUS414 113G 12 3% 1 4 66-16d I 22-16d - ' 'nn 9 B685 BBB5 B685 8685 1. Uplift loads have been Increased 60% far wind or earthquWai loading with no further T-ANSITPISPF, T-ANSrTPISP and T-MSITPIDF far allowable loads that consider increase alland. For normal loading applications such as cantilever construction ANSVrPI 1-2007 wood member design criteria (see page 213 fbrofetaiz;). ruter to Simpson Strung-TIO Connector Selector software or conservatively 5. Loads shown are based on minimum of 2-ply 2x carrying member. With 3x carrying divide the uplift load by I.S. members, use 16dx2W nab Into the header and 166 commons Into the Joist with no Wind (160) is aflownload rating, load reduction. With single Z( carrying members, use I Odxl W nab Into the header Minimum heel height shown Is required to achieve full table loads. For less than and 1 Dd commons Into the JoK and reduce the load to M64 of the table value. minimum heal height see technical bullefin T-REDHEEL (see page 215 for details). rx NAILLS: 1 6d = 0.162* A& x 314 Iona. ---U1111WY L11111Ld11UW-dL1MjUdU5. neWra) JeCTMFM oWleans See Page 24-25 for other nab sizes and Infamidon. 0 133 & Structural Composite Lqa SIMPSON :StrorigTie Actual Dimensions Fasteners Allowable Loads Joist Size Model No. Ga Min/ w H B Max OF/SP Species Header SPF/HF S Species Header p Face Joist Uplift Floor Snow Roof Floor Snow Roof Code Ref. HU416/HUC416 3% 13% 2' 14 '� Min 2D 16d B-10d (160) (100) (115) (1251 (100) (115) (125) 1515 2975 336D 3%x18 HGUS412 3§SB 13% 2Yz Max 3% 1034 2616d 12-10d 3610 2565 2895 3110 2015 3875 4365 4695 3330 376D 4045 19, L12, F8 HGUS414 4 12 3% 12'/,B 4 55-16d 20-16d 5045 9600 960D 9600 8255 8255 8255 HUC0412-SDS — 14 3�Sg 11 3 — 6616d 14-SDS%'x2 22-16d 5515 10100 10100 101001 8685 1 8685CA 8685 19F23 , HU68/HUC68 6 SDS'/,5c2'�' 2510 5460 5560 5560 3930 4000 40D0 5% 5'yls 2'r� Min 10-16d 4-16d 14 �0 5'/, x 7% 5� � r� 5158 2% Max 1416d 900 149D 1680 1805 1280 1445 1555 HGUS5.50/8 12 5'% 6% 4 6-16d 1345 2565 2350 2530 1795 2025 2180 19, L12, F6 HU610/HUC610 — 5% 7% 2YMin z 36-16d 14 16d 12-16d 3235 7460 7460 7460 6415 6415 6415 19 5% 534 7% 2'k Max 1816d 6-16d 1345 2085 2350 2530 1795 2025 2180 w x 9Y,-9% HHUS5.5D/10 i4 5'fz 9 3 — 3D-16d 8-16d 1795 2680 3020 3250 2305 2605 PBOD 19,L12,F8 HUCQ610-SDS 5'f 9 3 — 10-16d 3735 5635 6380 6880 4835 5480 5910 12-SDS Y4'x2'fi' E HGUS5.50/10 4 12 5111% 4 -- 46i6d 6-SDS %-ahl. 2520 4680 5380 5715 3370 3875 4115 19, F23 HU612/HUC612 5% 9%% 2% Min 1616d 16-16d 6-16d 4095 9100 91010 9100 7825 7825 7825 5Y,, x �,HHUS5.50/10 5i4 g% 214 Max 14 22-16d 816d 1345 2380 2685 2890 2050 2315 2490 1795 3275 3695 3970 2820 3180 19, L12, FB i 11Y,-11% UC0612-SDS 5% 9 3 5'.4 11 30-16d 10-16d 3425 3735 5635 6380 6880 4835 5480 5910 GUS5.50/12 3 — 12 5'k 1D'f 4 — 14-SDS Y'x21h' 6-SDS'/.'x2%' 2520 5315 5315 5315 3825 3825 3825 19, F23 B U616/HUC616 5'% 12% 2'%i Min 56-16d 20-16d 20-16d 8-16d 5045 9600 9600 9600 8255 8255 8255 '2975 � 5'h 12114B 2% Max 14 26-16d 1216d 1795 3360 3610 2565 2895 3110 5'/, x 14 i HUS5.50/10 5% 9 3 2695 3875 4365 4695 3330 3735 4045 19, L12, F8 UCQ612-SDS — 5'% 11 3 3D-16d, 10-16d 3735 5635 6360 8685 4835 5480 5910 GUSS-50/14 — 12 5% 12%4 14-SD5 %'x23�' 6 SDS'/,'x2%' 2520 5315 5315 5315 3825 3625 3825 19, F23 U616/HUC616 5%,, 12% 2% Min 66-160 20-16d 2216d 8-16d 5515 101D0 101D0 10100 8685 8685 8685 i 14 5% 12114B z% Max 26-16d 12-16d 1795 2975 3360 3610 2565 2895 3110 1%x16 US5.50/10 5%9 3 2695 3B70 .4365 4695 3330 3735 g045 19, L12, FB CQ612-SDS — 5'k 11 3 — 3D-16d 14-SDSY41x2%" 10-16d 3735 5635 6380 686U 4835 5480 5y10 US5.50/14 12 54 — 12 '.12%6616d B-SDS''/'x2'f' 252 0 5315 5315 5315 3825 3825 3825 19, F23 5% 12114a 2% Min 20-16d 22-16d 816d' 5515 1010D 10100 10100 8685 8685 8685 1795 1616/HUC616 I 5%x18 H,HUS5.50/10 14 514 121% 2% Max 26-16d 12-16d 2975 3360 36i0 2565 2895 3110 2695 3870 4365 4695 3330 3735 19, Li2, F8 H C0612-SDS 531 9 3 — 5% ' 11 3 30-16d 10-16d 4045 3735 5635 6380 6880 4835 5480 5910 H US5.50/14 12 — 14-SDS Y5c2%, 5% 12% 4 — 6-SDS /,'x2Yz' 2520 5315 53T 5315 3825 2 3825 19,F23 H 410 2/ PA , 9% 2% Min 66-16d 14-16d 22 16d 5515 10100 10100 1010D 8685 8685 8685 7x H C41D 2 14 PA 916 2% Max 18-16d 6-16d 1345 2085 235D - 2530 1795 2025 2180 9%- 9% H' US7.25/10 T/. 9 33Ss 8 -16 775 5635 3020 3250 2305 2605 2800 19, L12, F8 H S7.25/10 12 — 7% 8% 4 — 30-16d 46-16d 10-16d 3735 5635 6380 8685 4835 5480 5910 H 12-2/ 7% 11% 2Ya Min 16-16d 16-16d 4095 9100 91DD 9100 7825 7825. 7825 19, F23 7 x H 12-2 14 7'� 11 rU 214 Max 2216d 8"16d 8-16d 1345 2380 2685 2895 2050 2315 2490 11%-11% H I S7.25/10 7'� 9 3%B 1795 3275 3695 3970 282D 3180 3425 19, L12, FB HG S7.25/12 12 — T/ 10% 4 — 30-16d 55-16d 10-16d 3735 5635 638D 6B80 4835 5480 5910 HU 14-2/ PA 13% 214 in 20-16d 2D-16d 5D45 96DO 9600 9600 8255 8255 8255 19, F23 HU 7 x 14 14-2 14 71S 13% 2'fi Max 26-16d 8-i6d 12-16d 1795 2975 3360 361D 2565 2895 3110 HH 57.25/10 7Y, 9 3�58 — 30-16d 2695 3875 4365 4695 333D 3735 4045 19, L12, F8 HG'S725/14 12 7K 12% 4 — 66-16d ID-16d 3735 5635 6380 8685 4835 5480 5910 HU� 4 2/ Tib 13'.i 214 Min 20-16d 22-16d 5515 10100 10100 101D0 8685 8685 8685 19, F23 HU 7 x 16 14-2 14 7% 13% 2% Max 26-16d 8-16d 12-16d 1795 2975 3360 3610 2565 2895 3110 HH 725/10 7% 9 W. — 30-16d 2695 3870 4365 4695 333D 376D 4D45 19, 3760 L12, F8 HG 725/14 12 7Y 123is 4 — 65-16d 10-16d 3735 5635 638D 8685 4835 591D HU4� -2/ /A 13% 2'k Min 20-16d 22-16d 5515 10100 1010D 10100 8685 8685 8685 19, F23 HU 7 x 18 14-2 14 T 13% 21: Max 26-16d B 16d 1795 2975 3360 3610 2565 2895 311D 1216d 2695 HHU 725/10 4 T/. 9 3348 — 3016d 3875 4365 4695 333D 3735 4D45 19, L12, FB • HGU 725/14 12 T/ 12%e 4 — 66-16d 1016d 3735 5635 6380 8685 4835 5480 5910 7x14 to 30 For ddlonal hangers see HGU/HHGU on page 107. 19, 2216d 5515 10100 10100 iD100 8685 8685 8685 See footnotes on page 105. L- fn c O C 0 tn ma's v a p C Z • o �} U� M Ono %N7•o-Q D . IC9z@ Ng"a3-, n z m� oN�a� Q G 'n �- gam. 3 � �E ,'�n•-�� It S �'a ^g-en.s �Q Wx Fff� 19-Ma 1 aoesmagsJ wm;- -t 3 pn00 r or �vvFF j $ a � o 0000 �a � G1 O O Ot O 1 W N 0" W bJ UJ fC Z Q I Off�'' n�n� 2Ka«Za= y ty?n'i QA mr�- i LClo n •Y.a�r�f v �_ . m H C �Z �y O� ;C. g� _ C r" ics• ��c r PI o �� oa p rian� m aaI))iii api�� T. r Wa '� yG "Z: -10 •' Is -P. c x� �m �o Aca rill m o�y N O (� m s �nc p�E MEAN HEIGHT ENCLOSED I=1.25 E>CPOSUFiE.' M., 1921—ulp!,� m,3—r gracing Group ac ea anOa610 erlLsol eroee IRrngas croup A LGroDo 8 Croup A Croup B Croup A Croup 9 Croup A SPF HF •' R DFL N j V SPF HF Tv o C7 a SP DFL = HF E o o Cy SP DFL :2 ,- It IttOfNER� SOUTHERIM TRUSS COiVIPANiES S UCE— E—' HEht—rrrT 1 2 STANDARD 3 STUD 3 BTANI OOUOLA9 MR —LARCH SO ER P HE 3 3 STUD SND STANDARD ._ STANDARD ff ,1ROWIIi —B• 1D—B" 13-8" 14—Dr 13 —B' 14—D" 1 -D' 14—D" 14 —D" Q46LE iRU59 'ET"L NT7iFSi —p• —B• 1 D —6° D —6" 13 —B 1 s —6 13 —B" 14 —0° 14 —D" LIVE LOAD DEFLECTION CRITERIA IS L/24O, 1 —2 —3• +—o" 14-0 _O 1 —D PROVIDE' UPL1Fr CONN ONe FOR 13n Pr.R OVER BF}1RIND, D PSF TO DEAD WAD). —B —g• =E —2 1a 3 —B 13 —B' 1 —0' —0' 14 —D' 1 —0" 4 —O" —D. CONnN000 UMLE ENO SUPPORjB LOAD FROM —O" " OVERHANG, X 12 —5 1 1• 3-8 14-0 14—D' 1+—D" 1 —D" oUTLODXER9 WiTH 2—O. PLYWODD DYH}ERHANO. —6• 1 —B —B 2-5" A : FOR I �L' BRACE SPACE lad NAILS AT 2" oa • I ►r� 6FOR 2) O'I�BRACCESI E NA T grHm 3�C• "SPACUv i iB W . ZONES AND 8 DC, BETWEEN ZONES. V BRACICMUST BE A MINIMUM OF BOX aF WED r MEMBER Rr 6 VERTiCA1• P TE SIZES UAL H NO SP DE LESS THAW 4—a 1x4 OR 20 i O I 1114-W. out 2u4 rgRvATER • PFAKFSPLICE AND HEELRPLATES, a R REFER TO CHART ABOVE Fog MAX pAWLE VEFRTiCAL LENUM rhoUon brocfng Is not the reepon IEV of tines designer, Plato mmmfaclurer nor buss fabricator, pareons eroolUw tr lmos 0 cagl nr d to Penh prof l tippling advice nigardingg ormilm bracing w ch Is aln" req and dominaing ng arscuum and pmment bracing which may be requhd In Fort P I e rce D Ivl s i o n spacMo oppQoollom See T. —91 5ummoly. sheet Commentary mid racmvrmen•- 2s6o N. Ktnes HIghnay, dauons for hmMng, Wooing It bracing molal plots cogncclod need trusses VQ Fort Pierce, FL 346s1 Tr1DeG to bs efecled and Toalenod in foslened In o ebalghl mid pphrtnb ponlbn (aOO)232—O5a6 (772)464-416a wham no eheaunpp b opppoad dlrecl� to the top chords, They shop bo braced as Far:(772)318—oa16 apec8led on The buss deign. Trusses egw11 be hondlo with reasonable corn dudng srssaon to nl d Maximun Total Land 50 PSG' SPACING AT M" O.C. op and 2x4 SYP (f2 or Bolt Chord 2x4 SYP #2 or Webs 2x4 SW J3 or REFER 70 SEALED DESIGN FOR DASHED PLATES SPACE PIGGYBACK VEIMCALS AT 4' CC MAR. IS NOAT D BOTTOM OVER ANOTHER.ICE MUST BE STAGGERED SO TMT ONE SPLICE ATTACH pURUNS TO TOP OF FLAT TOP CHORD. IF PIGGYBACK IS SOLID LUMBER OR 7HA BOTTOM CHORD IS OMrTTED. PURUNS MAY BE APPLIED BENEA. THE TOP CHORD OF SUPPORTING TRUSS. REFER 70 ENGINEER'S SEAIM DESIGN FOR REQUIRED PURUN SPACING. THIS DETAIL 15 APPUCABLE FOR THE FOLLOWING WIND CONOMONS: • (40 MPH WIND. 30' MEAN HOT. ASCE 7.10 CLOSED BLDG. LOCATED ANYWHERE IN ROOF, 1 MI. FROM COAST CAT 1, ERP O, WIND TC DL-a PSF, WIND BC DL- PSF 140 MPH WIND. 30' MEAN Nor. g�E•pgg 010 OWED Ira PSF, WIND BACNDL�3 PSF ROOF FRONT FACE (>na MAY BE OFFSET FROM BACK FACE PLATES A9 LONG AS BOTH FACES ARE SPACED 4' OC MAX, OPRONAL SPLICE D B B JOINT ANS_UF I U TYPE 30 34' 38' 52' WEB BRACING CHART NEB LENGTH REQUIRED BRACING A 2x4 2.5x4 2.5x4 3x5 0' TO 7'9" NO BRACING 10 "T" BRACE. SAME GRADE, SPECIES AS WEB B 4x6 5x6 5x6 5x6 7'9" TO 10' MEMBER, OR BETTER AND 507. LENGTH OF WEB MEMBER. ATTACH WITH Bd NAILS AT 4" 0/C. C 1.50 1.5x4 1.5x4 1.50. 2x4 "T" BRACE. SAME GRADE, SPECIES AS WEB WEB 10' TO 14' MEMBERAND BNAILS D 5x4 5X5 5X5 5x6 MEMBER. ATTACH WITH 16dATT4"OF 2' Typical B I I. c B B �!�' _ C B D—SPLICE I n IC I-f°1 I �C • I II C nall II C. c—TYPICAL I I n C I ' I *ATTACK PIGGYBACK WITH B"XBX1/2" COX PLYWOOD WiTH 4—#5d NAILS IN EACH BOTH FACES 0 '4'-0" O.C. MAX. • W cg r- ri o tr--s � Erection bracing u not the responsibABy -of loos designer, plate made SOUTHERN and buss fabricator, persons erecting mosses um eoulioned to sock profu SOUTHERNadvice regordmg erection bracing which Is always required to prevent It Pierce Division and dominoing dudng ereeliont and ppermanent bracing which may be mqu ipe lO appficalions. See 'BCSI-01 Summary sheet Commentary and recon Hi heat', dollars for handrmg, imlalfing k bracing metal. plots connected wood ►ruses TRUSS 2590 N. Kings Fart Pierce, FL 34951 OOMPAmms (800)232-0509 (772)464-4160 Trusses ors 10beerectedd and fastened in lusicned-b a clrgighl and shag pb1u�6 Fa:r:(772)JTB=OOTe olm ied lb n thenlrussade3ig Trusss'Ishd bit 0 the handle with treasonable taro tmuaa to praftl damage. er Maximun Loading 191 1 55psf at 1.33 Duration Factor in 50psf at 1.25 Duration Factor 1� 47psf at 1.15 Duration Factor - ny SPACING AT 24" O.C. SCAB -BRACE -DETAIL 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.APLICABLEWHEN BRACING IS "* REQUIRED AT*1/3•POINTS OR PBRACE IS'SPEOIWED.' APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131 ") NAILS SPACED 6"'O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. ' • MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=.1Z-0" SCAB BRACE 2x4 MINIMUM WEB-S!ZE- MINIMUM WEB GRADE OF #3 Nails� / Section Detail Scab -Brace Web Web must be same species grade (or better) as web member. T-BRACE / I -BRACE DETAIL I Note: T-Bracing / 1-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length: Note: This detail NOT to be used to ccfrivert T Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattem T-q ace size Nail Size• Nail Spacing x4 or 1 x6 10d 8" o.c. 2 or 2x6 or 2x8 16d 8" O.C. ote: Nail along entire length•of:T-Brace / I -Brace• (On Two-Ply's Nail to Both Plies) .. ' alternate osition /Nails „ „ SPACING WEB „t,`% \ } T-BRACE 1. `} ` / Nails � � Section Detail Opn T-Brace -r Web alternate V 6tion I -Brace _ Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size ' 1 2- W -or 2x4 1 x4 (') T-Brace 1 x4. (') I -Brace 2x6 1x6 ('} T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 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 1 X bracing material, use IND 45 for T-Brace/1-Brac For SP truss lumber grades up to #1 with I)C bracing material, use IND 55 for T Brace/I Brace i L-BRACE DETAIL Nailing Pattem . L-Bra ' size Nail Size . Nail Spacing 1x, or 10d 8'-o.C. 2x4, , or 8 16d 8" D.C. Note: Nail along entire length of L-Brace • .' (On Two-Ply's Nail to Both Piies). a Nails Section Detail L-Brace Web i. SPACING L-BRACE Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover Mo of web length. 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 A 2x6 1 x6 2x8 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 ••} 2x6 2x6 "* W 2x8 `** — DIRECT SUBSTITUTION NOT APLICABLE T05 — I cuss I fuss I ype �1 ty y ifi52-Ak j[ Al COMMON 1 jRyanHDmes-1452Ac1 Job Reference (optional) ooumem I runs , ri. ir, Ierce, rL., svaoi Kun: b.ZUU 5 Nov 3U ZU1 / rnnr. 2f.ZUU S NOv 3U ZUl / MI I eK InOuSines, Inc. Mon Jul lb I Z:Z4:U3 Zoia Nage 1 ID:EaPOUIwC VVA016wSO7vTFdz?5cK-mz7V7uU8F77drg9R_PI FIWwJheGe1 IFL9phBQgyxVjQ 28-4-13 34-&13 4243-0 3x4 i�-' 3x4 3x6 4 6 3x6 3 7 1.5x4 \\ 1.5x4 2 4 8 2 3 1 1 1 9W1 I� 3x5 = 15 14 13 12 11 10 3x5 = 3x10 M18S SII 3x4 = 4x6 = 3x4 = 3x4 = 46 = 3x4 = 3x10 M18SHS11 9-2-6 17-0-13 24-11-3 32-9-10 41-0-0 8 2-6 7-10-6 7-10-6 7-10-6 8-2-6 qi- Plate Offsets MY)r [1:0 0 14,Edge], [1:0-0-4,Edge], [9:0-0-14,Edoe], [9:0-0-4,Edge] LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.22 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.42 12-13 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 213 Ib FT =10% LUMBER- BRACING - TOP CHORD 2x4 P No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T1: 4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. BOT CHORD 2x4 P M 31 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 P No.3 installed during truss erection, in accordance With Stabilizer WEDGE Installation guide. Left: 2x6 SP No.2, , ight: 2x6 SP No.2 REACTIONS. (Ib/s e) 1=1529/04" (min. 0-1-8), 9=1529/0-8-0 (min. 0-1-8) Ma Horzl=159(LC8) Ma Uplift1==529(LC 8), 9=529(LC 9) FORCES. (lb)-M, . Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-?— 3258/1114, 2-3=3083/1077, 3-4=-2966/1095, 4-5=2377/865, 5-6=2377/865, 6-712966/1095, 7-8=3083/1077, 8-9=3258/1114 BOT CHORD 1-1�� 1097/2934, 14-15=-814/2449, 13-14=-814/2449, 12-13=-450/1809, 11 2=654/2449, 10-11=-654/2449, 9-10=938/2934 WEBS 5-1=-329/77416-12=-650/441, 6-10=215/564, 8-10=297/297, 5-13=329/774, 4-1=-650/441, 4-15=-215/564, 2-15=297/297 NOTES- 1) Unbalanced roof 2) Wind: ASCE 7-1( MWFRS (envelol 3) All plates are MT 4) This truss has be 5) Provide mechanic 9=529. LOAD CASE(S) /e loads have been considered for this design. Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf-, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; :); Lumber DOL=1.60 plate grip DOL=1.60 ) plates unless otherwise indicated. i designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. it connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)1=529, l/1( k ENS�.\ PE 7A-- �LTFSTAi O � ,orL � OR)DAla���� i2 fuss ype y Ryan Homes -1452 A d 1 1457.-A 2 A2 COMMON 2 1 I Job Reference (optional) v 3x5 }— 3x10 ryA18SHS 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 T2: BOT CHORD 2x4 WEBS 2x4 WEDGE Left: 2x6 SP No.2, REACTIONS. (lb/, FORCES. (lb) - M TOP CHORD 1- 8- BOT CHORD 1- 1; WEBS 6- 4- NOTES- 1) Unbalanced roof 2) Wind: ASCE 7-1( MWFRS (envelol 3) Provide adequate 4) All plates are MT 5) This truss has be 6) Provide mechanic 11=517. LOAD CASE(S) St< v w,i ri1nL O.LVU S IYVV JU <V I 11 n crt inuusmes, u�c. mun JV, io icw:ua tuia rage I D:EaPOUIwCVVA016wS07vTFdz?ScK-E9htLEVmORFUT_kdY6pUGkSW R2ctmmfVOTQkyGyxVjP 21-0�022- q 28-0-13 34-6-13 _ 42-0-0 1 6-0 1-6 0 5 10 13 6-2-0 7-5-3 Scale = 1:74.0 5.00 F,2 3x6 = 5x5 = 3x6 = 5 6 7 3x4 3x4 3x6 4 8 3x6 3 9 1.5x4 \\ 1.5x4 2 4 10 m 2 3 1 11 W1 Ic 17 16 15 14 13 12 3x5 = 3x4 = 46 = 3x4 = 3x4 = 46 = 3x4 = 3x10 M18SHSII 912 6 17-0-13 24-11-3 324-10 41 0-0 -0 8-2-6 7-10-6 7-10-6 7-10-6 8-2--6 f,Edge] [1:0-0-14 Edge] [5:0-3-12 0-2-8] [6:0-2-8 0-3-0] [7:0-3-12 0-2-8] [11.0-0-14 Edge] [11.0-0-4 Edge] SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.26 14-15 >999 240 MT20 - 244/190 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.51 14-15 >968 180 M18SHS ' 2441190 Rep Stress Incr YES WB 0.52 Horz(CT) 0.13 11 n/a n/a Code FBC2017lfP12014 Matrix-S Weight: 211 Ib FT = 10% BRACING- iP M 31 *Except* TOP CHORD x4 SP No.2 BOT CHORD 'PM31 'P No.3 tight: 2x6 SP No.2 ze) 1=1529/043-0 (min. 0-1-8), 11 =1 529/0-8-0 (min. 0-1-8) Horc1=148(LC 8) Upliftl=-517(LC 8), 11=-517(LC 9) x. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. =3267/1089, 2-3=3088/1051, 3-4=3012/1069, 4-5=2368/826, 7-8=2368/827, =3012/1069, 9-1 0=3088/105 1, 10-11=-3267/1090, 5-6=2133/810, 6-7=2133/810 7=-1065/2945, 16-17=-764/2428, 15-16=764/2428, 14-15=-427/1826, 14=615/2428, 12-13=-615/2428, 11-12=917/2945 1=296R29, 8-14=590/402, 8-12=232/585, 10-12=318/313, 6-15=296R29, 5=-590/401, 4-17=231/585, 2-17=318/312 Structural wood sheathing directly applied or 3-0-12 oc puriins. Rigid ceiling directly applied or 7-6-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance.with Stabilizer Installation guide. i ve loads have been considered for this design. Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; a); Lumber DOL=1.60 plate grip DOL=1.60 drainage to prevent water ponding. 0 plates unless otherwise indicated. m designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=517, cut PE 7 ri _ -- A,- "t -a t STATE IFp / . NAL 1452-A i A3 I HIP Soy uther� Trvss , Ft. Qierce, FL., 34951 2 1 Job Reference (optional) Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 M7ek industi I D:EaPOUIwCWA016wSO7vTFdz?5cK-E9htLEVmORFUT 5.00 12 3x4 3x6 5� 5 1<,�� 4 2 1 ?I 5x7 — 18 3x5 = 3x4 = 1-0-0 17 46 = 5x7 = 6 16 3x4 = 5x5 = 7 3x4 8 3x6 9 15 14 13 3x8 = 4x6 = 3x4 = 1.5x4 ,i 10 Scale=1:70.4 42-0-0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 7.Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.20 16 >999 240 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.41 115,18 >999. 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 227 lb FT =10% LUMBER- -BRACING- TOP CHORD 2x4 P No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4iP P M 31 BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. WEBS 2x4 No.3 WEBS 1 Row at midpt 6-15 SLIDER Left x6 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 guide. REACTIONS. (Ib/ e) 1=1529/0-8-0 (min. 0-1-8), 12=1529/0-8-0 (min. 0-1-8) Ma Horz1=133(LC8) Ma Upliftl=-500(LC 8). 12=-500(LC 9) FORCES. (lb) - M . Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 3256/ 1053, 2-3=3178/1065, 3-4=-3036/951, 4-5=2937/960, 5-6=23551T77, 6-7— 21241755, 7-8=2356M7, 8-9=2937/960, 9-10=3036/951, 10-11=3178/1066, 114 2=-3256/1053 BOT CHORD 1-=-1033/2933, 17-18=-805/2618, 16-17=-805/2618, 15-16=-504/2124, 14J 5=672/2618,. 1 3-14=-672/2618, 12-13=900/2933 WEBS 3 1=-237/256, 5-18=71/428, 5-16=643/385, 6-16=1651556, 7-1 5=1 17/557, 8 11=-643/385, 8-13=72/427, 10-13=237/256 NOTES- 1) Unbalanced roof I�ve loads have been considered for this design. 2) Wind: ASCE 7-1 Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelo ); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has be n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechani I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=500, 12=500. LOAD CASE(S) St dard 13 PE 7 1 I -t3 t STATE IF / /QRfAL o russ Truss I ype Qty y Ryan Homes -1452 A cl 1452-A A4 HIP 2. 1 Job Reference optional) Soulhem Truss , Ft.. ierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MiTek Industries, Inc. Mon Jul 16 12:24:04 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-E9htLEVmORFUT kdY6pUGkSX62bpmgdVOTQkyGyxVjP 7-7-4 15-" 21-6-13 26�i-0 34-4-12 42-0-0 I 7-7-4 7-10-12 6-0-13 4-11-3 7-10-12 7-7-4 I Scale = 1:70.4 I I t 5.00 12 5x5 = 3x4 = 5x5 = 5 T.146 7 3x6 i 3x6 I 3x4 - 4 8 3x4 3 6 9 cc 4x4 i 4x4 - °J 4x4 2 I 2 10 44 1 11 1q 5x7 — 18 17 16 15 14 13 12 5x7 = 3x5 = 1.5x4 II 3x6 = 3x4 = 3x8 = 4x6 = 1.5x4 II 3x5 = 3x4 = -08-0-14 15-2-0 20-7-7 26-10-0 33-11-2 414)-0 -0 -07-0-14 7-1-2 5 5 7 6 2-9 7-1-2 7-0 14 Plate Offsets X,Y ' 1:0-3-10,0-3-0 , :0-2-8,0-2- 11:0-3-10,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 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 CHORD 2x4 P No.2 'Except* TOP CHORD Structural Wood sheathing directly applied. I T2: 7x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. BOT CHORD 2z4 SIP No.2 WEBS 1 Row at midpt 3-17, 6-14, 9-14 WEBS 2x4 S No.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 6 SP No.2 3-8-4, Right 2x6 SP No.2 3-8-4 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/s' e) 1=1529/043-0 (min. 0-1-13),11=1529/0-8-0 (min. 0-1-13) Max Horzl=-118(LC 9) Maxi pliftl=-480(LC 8), 11=-480(LC 9) FORCES. (lb) - Ma . 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=2437/9(34, 6-7rr2279/838, 7-8=2505/867, 8-9=2591/844, 9-10=3149/984, 10-11=3275/967 BOT CHORD 1-18L-933/2950, 17-18=933/2950, 16-17=-012/2291, 15-16=612/2291, 14-15=-687/2448, 1314=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, 7-14L-132/627, 9-14=707/422, 9-12=0/311 i NOTES- 1) Unbalanced roof lye loads have been considered for this design. 2) Wind: ASCE 7-10, IVVuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Enct., GCpi=0.18; MWFRS (envelop); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate rainage to prevent water ponding. ' 4) This truss has beef designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Provide mechanic I connection (by others) of truss to bearing plate capable of withstanding 1.00 lb uplift at joint(s).except Ot=lb) 1=480, 11=480. LOAD CASE(S) Star and i VNGENS�.���i� � PE M71 "d t STATE F 0 " i A5/0 1 //il l t 1111 M\\\ , , . 1v52-A 4 II IA5 IHIP 12 I 1 i 1d57 A d I 5x7 = 1.5x4 II 5x7 = 4 5 6 5.00 12 3x4 i 3 4x 44 1 ?I 5x7 = 16 15 14 13 12 11 3x5 = 1.5x4 II 4x6 = 3x8 = 3x4 = 3x4 = 46 = 1.4-0 I/MIIeKinausines,ulc. MOn JUIIb1Z:L4:Ub LUIb rages .EFYaWOnkNL58Jp6gLjpx'4BRxkV DFed7Al UjyxVjO -2 42-0-0 t 7-0.14� I' Scale=1:69.2 i i T 3x4 7 44 8 4x4 z 9 10 5x7 = 1.5x4 II 3x5 = .i I i 42-0-0 1 7�14 13-0-0 21-0-0 2&4-0 34-11-2 4043-0 4 5$-14 &S2 76.0 7- 65.2 5.8-14 -0 0-4-0 140-0 J Plate Offsets (),Y , [1:0-3-10,0-3-0], [4:0-5-4,0-2-81, [6:0-5-4,0-2-8], [9:0-3-10,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud i PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.29 13 >999 240 MT20 244/190 TCDL 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- V BRACING - TOP CHORD 2x4 $ No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 No.2 BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. WEBS 2x4 No.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left SP No.2 3-4-13, Right 2x6 SP No.2 3.4-13 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/s' e) 1=1529/0-8--0 (min. 0-1-13), 9=1529/0-8-0 (min. 0-1-13) Max orc1=103(LC9) Max pliftl=-472(LC 5), 9=472(LC 4) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23281/1030, 2-3=3164/1045, 3-4=-2724/963, 4-5=2855/1104, 5-6=2855/1104, 6-7 2724/963, 7-8=-3164/1046, 8-9=-3281/1030 BOT CHORD 1-1 897/2955, 15-16=-�897/2955, 14-15=723/2461, 12,-14=723/2461, 12-13=-719/2461, 11 -1 2=719/2461, 10-11=-894/2955, 9-10=894/2955 WEBS 3-16T0/269 3-15=-5631351, 4-15=-79/443, 4-13=226/644, 5-13=-457/348, 6-1 `-226/644, 6-11=79/443, 7-11=563/352, 7-10=0/269 NOTES- 1) Unbalanced roof li a loads have been considered for this design. 2) Wind: ASCE 7-10; ult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate rainage to prevent water ponding. 4) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Provide mechani connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=472, 9=472. LOAD CASE(S) Stan and ' �P,-�GE---,Eq� i \��NS�. ��,i PE 7 1 r - -O STATE F^ !40 ////sS1O 1 IAl 1 IENG 1452-A 11 I A6 i HIP 12 1 114 Ob I _ r Southern Truss , Fl. Pierce, FL.. 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s ID: EaPOUIwC WA016wSO7vTF -14 11-6.0 i 17-10-0 , 24-2-0 30-6-0 6-4-0 64 0 42-M 6.0-14 Scale=1:69.: 5x5 = 3x6 = 3x4 = 3x4 = 5x5 = 5.00 12 4 5 6 7 8 1 3x4 i 3x4 3 9 9I 44 46 Q '1 v 10BI 1 11 qI o Iq c 5x7 = 18 17 16 15 14 13 12 5x7 = 3x5 = 1.5x4 11 3x8 = _ 46 — 3x4 — 4x6 — 3x8 = 1.5x4 11 3x5 = 1-4-0 42-" L14 11.6-0 i 21.0-0 , 30-6-0 ,_ 35-N-2 , _ 40�-0 4}Q-0 i - - - - 14 5-5.2 9-6-0 9-6-0 5.5. 4-8-14 -0 0.4-0 1-0-0 Plate Offsets (X,Y,)— [1:0-3-10,0-3-0], [1:0-1-14,Edge], [11:0-3-10,0-3-0], [11:1.4-3,Edge] LOADING (psf) SPACING- 2-M 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 FBC2017ITP12014 Matrix-S Weight: 218 Ib FT = 10% LUMBER- 'BRACING - TOP CHORD 2x4 P No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc puriins. I BOT CHORD 2x4 P M 31 BOT CHORD Rigid ceiling directly applied or 7.4-7 oc bracing. WEBS 2x4 P No.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left x6 SP No.2 2-10-5, Right 2x6 SP No.2 2-10-5 installed during truss erection, in accordance with Stabilizer Installation vide. REACTIONS. (Ib/ e) 1=1529/0-8-0 (min. 0-1-8), 11=1529/0-8-0 (min. 0-1-8) Ma Horz1=88(LC 10) Ma Upliftl=-497(LC 5), 11=-497(LC 4) FORCES. (lb) - M . Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- C3301/1099, 2-3=3248/1113, 3-4=2888/1051, 4-5=2638/1010, 5-6=3280/1257, 6-7-3280/1257, 7-8=2638/1010, 8-9=-2888/1051, 9-10=3248/1113, 10-11=3301/1099 BOT CHORD 1-'�8 965/2974, 17-18=965/2974, 16-17=1117/3216, 15-16=1117/3216, 141 5=1115/3216, 13-14=1115/3216, 12-13=961/2974, 11-12=-961/2974 WEBS 3 =-403/292, 4-17=208/782, 5-17=840/361, 7-13=-840/361, 8-13=-208/782, 9-1 1=-403/292 NOTES- i� "ua�anuv iwr l.�rvc waua Haut uccn wi,auc�cu Dui uua ucaiyn. 2) Wiund: ASCE 7-1QZ Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (enveloRe); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequat (drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechantol connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=497, 11=497. 11 LOAD CASE(S) SW�dard Jut toss toss lype y Ryan Homes -1452 A d �I ;a52-A A7 HIP �ty 2 1 Job Reference (optional) SautheM Truss , Ft. fierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 16 12:24:06 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-AYbdmwXOY2VCiluOgXsyL9YxDrNeEb7osnvrl9yxVjN 5-0- 4 960 17-2-9 24-9.7 32-" 3611-2 42-0-0 —5-0- 4-5-2 7-8-9 7-r13 7-&9 45 2 5 0 14 1 Scale=1:69.2 5x7 = 1.5x4 11 3x6 = 3x4 = 5x7 = i 5. D 12 4 5 g 7 8 TR 1.5x4 1.5x4 4x6 3 9 4x6 rn 2 10 1 11 o Io 5x7 = 17 16 15 14 13 12 5x7 = 3x5 = 3x4 = 46 — 3x8 = 3x4 = 46 — 3x4 = 3x5 = 1-4-0 424)-0 1 9.6.0 17-2-9 24-9-7 32-0-0 i 40-" 41r0-0 { &2-0 741-9 7.6.13 7�-9 8-2-0 0 4n0� Plate Offsets (X,Y)r(1:0-3-10,0-3-0],j4:0-5-4,0-2-81,18:0-5-4,0-2-8],(11:0-3-10,0-3-0],[15:0-2-8,0-1-8] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Udefl 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 TO 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 FBC2017ITP12014 Matrix-S Weight: 212 Ib FT =10% LUMBER- BRACING - TOP CHORD 2x4 P No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc puriins. T2, :2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. BOT CHORD 2x4 P M 31 WEBS 1 Row at midpt 7-15 WEBS 2x4 P No.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left x6 SP No.2 2-3-8, Right 2x6 SP No.2 2-3-8 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/s e) 1=1529/0-8-0 (min. 0-1-8), 11 =1 529/0-8-0 (min. 0-1-8) Ma orz1=-73(LC 9) Max pliftl=-523(LC5),11=523(LC4) FORCES. (lb) - Marx. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-213273/120412-3=-3219/1211, 3-4=-3046/1137, 4-5=3899/1574, 5-6=-3899/1574, 6-7 3899/1574, 7-8=3900/1575, 8-9=-3046/1136, 9-10=3219/1211, 10-11=3273/1204 BOT CHORD 1-1=-1057/2940, 16-17=-937/2793, 15-16=937/2793, 14-15=-1429/3900, 13- 4=934/2793, 12-13=-934/2793, 11-12=1054/2940 WEBS 3-1=176/264, 4-17=-14/368, 4-15=559/1341, 5-15=-434/329, 7-14=-474/330, 8-1=560/1342, 8-12=141368, 9-12=171/264 NOTES- 1) Unbalanced roof ive loads have been considered for this design. 2) Wind: ASCE 7-10i; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelo ); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate rainage to prevent water ponding. 4) This truss has be designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechani I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=523, 11=523. 1 :OAD CASE(S) Staj dard GEN&'-, PE 7 11 r'o 1 STATE jFj 40RID�. f s /0 ! A I � 1452-A Il IA8 0 5.00 12 5.1 i \\ 2 l0 1 3x5 11 L� 1: 8.200 s Nov 30 2017 Print: ID:EaPOUIwCVVA016wE s 5x5 = 7x8 i�- 3x6 = 5x5 = 11 7x8 5x5 = 3x4 = 5x5 = 3x4 = II 3T�2 5 6 7 8 9 T t T4 12 20 19 18 17 16 5x5 = 5x6 = 3x8 = 5x6 = 5x5 = 6 2018 Page 1 losnvrl9yxVjN Scale = 1:72.9 1 42-0-0 ,1-0-0 + 7-6-0 i 14-3-14 i 21-0-0 , 27-8-2 � 34�6-0 i 4(}8-0 41-0-0 i -0 6-2-0 69-14 6-8.2 6-&2 69.14 6.2-0 0-0-0 OA. 1-0-0 Plate Offsets (X,Y [3:0-2-12,Edge], 14:0-3-0,Edge], [5:0-0-3,0-34], [7:0-2-8,0-3-0], [9:0-5-13,0-3-4], [12:0-2-12,Edge], [15:0-0-11,0-1-10], [16:0-2-8,0-2-4], [17:0-2-0,0-3-4], [19:0-2-0,0-3-41,[20:0-2-8,0-2-4],[21:0-0-11,0-1-10] LOADING(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 244/190 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 FBC2017frPI2014 Matrix-S Weight: 226 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T2,T 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 S No.2 JOINTS 1 Brace at Jt(s): 10 WEBS 2x4 No.3 MiTek recommends that Stabilizers and required cross bracing be � installed during truss erection, in accordance with Stabilizer Installation guide. i REACTIONS. (Ib/si ) 21=1554'/0-8-0 (min. 0-1-13), 15=1554/0-8-0 (min. 0-1-13) Max i orz21=81(LC 8) Max plift21=626(LC 8), 15=-485(LC 4) FORCES. (lb) - Ma Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2- 70/210, 2-3=-2779/1103, 3-5=3806/1587, 5-6=-4048/1672, 6-7=-4569/1841, 7-8 569/1841, 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 BOT CHORD 1-21 1 235/489, 20-21=316/489, 19-20==1010/2522, 18-19=-1597/4048, 17-1 =1481 /4024, 16-17=-817/2509, 15-16=217/512, 14-15=217/512 WEBS 2-21 -1397/689, 2-20=-687/2036, 3=19- 676/1700, 6-19=613/364, 6-18=2191577, 7-18T-377/285, 8-18=315f704, 8-17=637/393, 12-17=741/1755, 13-16=-64512001, 13-16=1401 /543 NOTES- 1) Unbalanced roof Ii a loads have been considered for this design. 2) Wind: ASCE 7-10 �,/u1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelo ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate rainage to prevent water ponding. 4) This truss has bee , designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 5) Provide mechanics connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (it --lb) 21=626, 15=485. 1 6) Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. LOAD CASE(S) Standard 0GEN,3:' PE 1 'n \ STATE qF G /��/�s10NAL JDF- I` Russ rJss ype y Ryan Homes -1452 A d I .4,.2A 1 l ASG HIP 1 2 Job Reference (optional) ;wuthem Truss , Ft. ierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 Mirek Industries, Inc. Mon Jul 1612:24:09 2018 Page 1 ID:EaPOUIWCWA016WSO7VTFdz?ScK-a7UmOxZvrztnZldbLgPfznAM43N2RyNEYkBVd ; 11, 1-0-0r 7-6-0 12-11-14 18-3-15 23-8-1 29-0-2 t 34-" 4041-0 A2 0 Q r1-4- V 6-2-0 �51� 5-4-2 �� 5-4-2 5 5 14 6-2-0 Scale = 1:69.2 5.00 1 5x7 = 1.5x4 11 3x8 = 4x6 = 1.5x4 11 3x4 = 5x7 = 22 23 4 24,9 25 265 27 6 28 7 29 30 318 32 33 9 I3 8j 6x9 \\ 6x9 «"irr 2 10 1 11 yIE2M Iy 21 20 34 35 19 18 36 37 17 16 14 13 38 39 40 41 42 43 15 44 45 46 12 3x5 = 3x5 - 5x5 = . 3x8 M18SHS= 1.5x4 11 3x8 = 3x5 = 5x5 = 3x8 = 5x6 WB= 1-4-0 42-" 1 7-6-0 %11-14 1&3-15 23-&1 29-0-2 34-Cr0 40-8-0 4 6-2-0 5-5-14 5-0-2 5-0-2 5 4 2 5.5.14 6-2-0 0-0-0 1-M Nlate onsets (X,Y)�,L, [2:0-2-B4O-3-0J, 13:0-5-4,o-2-81, [6:0-3-o,tdge], [9:a5-4,0-2-8j, [10:0-2-8,U-3-0), [12:ao-11,a-1-10), [13:0-2-8,0-2-0], [19:0-3-0,0-1-8], [20:0-2-8,0-2-0), 121:0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.60 16-17 >787 240 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.83 16-17 >568 180 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 LUMBER - TOP CHORD 2x4 Z? No.2 BOT CHORD 2x4 $ M 31 WEBS 2x4 No.3 OTHERS 2x4 No.3 REACTIONS. (Ib/s' e) 21=2852/0-8-0 (min. 0 1 8), 12=2852/0 8-0 (min. 0-1 8) Max orz21=57(LC 8) Max plift21=1298(LC 5), 12=-1298(LC 4) PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 4321b FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. FORCES. (Ib) - Ma ` Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2 764/353, 2-3=-5434/2601, 3-22=7744/3791, 22-23=7743/3791, 4-23=-7743/3791, 4-2 7743/3791, 24-25=-7743/3791, 25-26=-7743/3791, 5-26=7743/3791, 5-2 909714437, 6-27=9097/4437, 6-28=-9097/4437, 7-28=9097/4437, 7-2 t9097/4437, 29-30=-9097/4437, 30-31=-9097/4437, 8-31=-9097/4437, 8-3�T-7754/3797, 32-33=7755/3797, 9-33=-7755/3797, 9-10=5432/2600, 10-11n 767/359 BOT CHORD 1-21�L-368f/66, 20-21=-426/766, 20-34=2311/4943, 34-35=2311/4943, 19- 2311/4943, 19-36=-4335/9118, 18-36=-4335/9118, 18-37=-4335/9118, 37-3 4335/9118, 17-38=-4335/9118, 17-39=4335/9118, 39-40=-4335/9118, 40-4� =-4335/9118, 16-41=-4335/9118, 16-42=3682/7754, 42-43=3682/7754, 15-4 =3682/7754, 15-44=3682/7754, 14-44=-3682f7754, 14-45=2307/4941, 45-4 =2307/4941, 13-46=2307/4941, 12-13=-374[770, 11-12=3741770 WEBS 2-21-2569/1274, 2-20=1990/4224, 3-19=-1578/3274, 4-19=572/500, 5-19=1615/767, 5-17-0/430, 7-16=-5531491, 8-16=-745/1578, 8-14=1388/886, 9-14=-1587/3289, 10-1=-1987/4219, 10-12=2567/1273 NOTES- 1) 2-ply truss to be Jinected together with 10d (0.131 "x3") nails as follows: Top chords tonne I ed as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords con ected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected a 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, member 19-3 2x4 - row at 0-9-0oc, 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 row at 0-9-0 oc, membe 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, member 8-14\\��11 2x4 -1 row at 0-9 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 0-9-0 oq.� 2) All loads are consi� red equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply\\\ connections have en provided to distribute only loads noted as (F) or (6), unless otherwise indicated.�GEN 3) Unbalanced roof liv loads have been considered for this design. �� S� 4) Wind: ASCE 7-10; u1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GC PE 7 MWFRS (envelope) Lumber DOL=1.60 plate grip DOL=1.60 I 5) Provide adequate d` inage to prevent water ponding. 5) All plates are MT20 fates unless otherwise indicated. 7sI£>fl�%Pepn esigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -0 1 STATE F / �<ORI� f///� 701 IAI I IEN�\\`\ 1452-A NOTES- 8) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 21=1298, 12=1298. 9) Hanger(s) or over 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 and 139 up at 11-6-12, 94 lb down and 139 lb up at 13-6-12, 94 lb down and 139 lb up at 15-6-12, 94 lb down and 139 lb up at 17-6-12, 94 lb down and 139 lb up at 19-6-12, 94 lb wn and 139 lb up at 21-M, 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 26-54, 94 lb down and 139 lb up at 28-5.4�, 9 lb down and 139 lb up at 30-5-4, and 94 lb down and 139 lb up at 32-5-4, and 176 lb down and 238 lb up at 34-6-0 on top chord, and 252 lb down and 123 lb up at 7-6-0, 70 lib own at 9-&12, 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-&12, 70 lb down at 21-0-0, 70 lb down at 22- .f 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 chord. I e design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) 51 andard 1) Dead +Roof Li (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads �If) Vert 1- =54, 3-9=-54, 9-11=54, 1-11=-20 Concentrated L ads (Ib) Vert: 3= 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) 32=94(, •) 33=-94(B) 34=-47(B) 35=-47(B) 36=-47(B) 37= 47(B) 38=-47(B) 39=-47(B) 40=-47(B) 41=47(B) 42=-47(B) 43=-47(B) 44=-47(B) 45=-47(B) 46=-47(B) IMI1$L PE 7 1 't STATE QFp RI �1l11111� Job runs Truss ype Qtyply Ryan Homes -1452 A cl 1452-A JB7 COMMON 1 1 • Job Reference (optional) Southern Truss, Ft. fierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print- 8.200 s Nov 30 2017 MiTek Industries, Inc. Mon Jul 16 12:24:09 2018 Page 1 I D:EaPOUIwCWA016wSO7vTFdz?5cK-a7UmOxZvrztnZldbLgPfznAQM3KhR6GEYk8VdUyxVIP 6-2-7 10-8-0 15-1-7 20-4-0 6-2-7 4-5-9 4-5-7 5-2-9 Scale = 1:33.5 44 1 3 5.0D F12 1x4 \\ 1x4 2 4 2 5 4x4 1 6 Al. H 109 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 S BOT CHORD 2x4 S WEBS 2x4 S WEDGE Left: 2x6 SP No.2 SLIDER Right REACTIONS. (lb/si: Max Max FORCES. (lb) - Ma � TOP CHORD 1-2— BOT CHORD 1-9-1 WEBS 2-91 NOTES- 1) Unbalanced roof li 2) Wind: ASCE 7-10; MWFRS (envelope 3) This truss has beei 1) Provide mechanics 1=258. -OAD CASE(S) Star 9 8 7 3x4 = 3x4 = 3x4 = 3x6 II 7-11-13 13-4-2 20-4-0 6-11-13 5.4-5 6-11-14 3,1-3-21,[1:0-1-14,0-0-21,[6:0-4-4,0-0-51 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-9 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-9 >968 180 Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 6 n/a n/a Code FBC2017/TP12014 Matrix-S Weight: 96 lb FT = 10% No.2 No.2 No.3 (6 SP No.2 2-9-10 BRACING - TOP CHORD BOT CHORD ) 6=740/0-8-0 (min. 0-1-8), 1=740/0-8-0 (min. 0-1-8) 3rz1=-81(LC 9) 11ift6=252(LC 9), 1=258(LC 8) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1381/4841 2-3=1206/440, 3-4=1121/405, 4-5=1215/442, 5-6=1274/428 1,57/1224, 8-9=204/837, 7-8=204/837, 6-7=-319/1093 2-90/2721 3-9=182/449, 3-7=139/329 Structural wood sheathing directly applied or 4 4-0 oc purlins Rigid ceiling directly applied or 8-8-5 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. t loads have been considered for this design. 'ult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; Lumber DOL=1.60 plate grip DOL=1.60 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at --lb) 6=252, V. 8L�_ /lei PE 7�1 STATE qqF ORIDP " N�� 'O 1 A 1n I Jos NS5 —�TNssType ty Ply yan Homes - 1452 A d 1452-A B2 I COMMON 1 1 [job Reference (optional)I Saithem Truss, Ft. P rce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MiTek Industries, Inc. Mon Jul 16 12:24:09 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-a7UmOxZvrztnZldbLgPfznAQM3KhR6MEYk8VdUyxVjP 11-4-0 ~— 6-2-7 10 0 0 10 8•q0 15-1 -7 20-4-0 6-2-7 3I 0 B-04;-0 3 9 7 5 2-9 Scale=1:34.6 3x4 = 5x5 = 3x4 = 3 4 5 5.00 12 U4 \\ 1 x4 2 6 m 7 44 v 1 8 1 1 19 LLI 0 3x4 = 11 10 9 11 3x4 = 3x4 = 3x4 = 3x6 11 14)-0 7-11-13 13-4-2 20-4-0 1-0-0 6-11-13 5-4-5 6-11-14 Plate Offsets X Y ; 1:0-0-0,1-3-21, [1:0-1-14,0-0-2], [3:0-2-0,0-2-111, [4:0-2-8,0-3-01, [5:0-2-0,0-2-111, [8:0-4-4,0-0-5] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-11 >999 240 MT20 244/190 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 FBC2017/TP12014 Matrix-S Weight 95 lb FT =10% . LUMBER- BRACING - TOP CHORD 2x4 P No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc puriins. BOT CHORD 2x4 P No.2 BOT CHORD Rigid ceiling directly applied or 8-10-12 oc bracing. WEBS 2x4 P No.3 MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x6 SP No.2 c1 1n n..c an w�_ n n n �n Installation guide11—o:_� REACTIONS. (lb/s e) 8=740/0-8-0 (min. 0-1-8), 1=7401041-0 (min. 0-1-8) Max orc1=-76(LC9) Max plift8=247(LC 9), 1=253(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2l 1373/468, 2-3=-1204/424, 5-6=-11201391, 6-7=-1211/427, 7-8=-12681413, 3-4 1066/416, 4-5=995/389 BOT CHORD 1-1=-436/1215, 10-11=192/839, 9-10=192/839, 8-9=305/1088 WEBS 2-1=268/258, 4-11=172/436, 4-9=131/317 NOTES- 1) Unbalanced roof ve loads have been considered for this design. 2) Wind: ASCE 7-1q Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psfi BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelo ); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has be n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechani I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 8=247, 1=253. :OAD CASE(S) V PE 7--,� 'b STATE F f ORI� 1452-A I IB3 5.00 12 HIP 44 = 2 1 H Bi 3x4 = 7 6 LX �I1 3x4 = 3x4 = ...y ,y 'ya„ i 1 1 Job Reference (optional) Nov 30 2017 Print 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 16 12:24:10 2018 Page 1 ✓CVVAO16wSO7vTFdz?5cK-2J28bHaXcH?eBvCnvNwuW?iX6SelAaeNmOu3AwyxV J 20-4-0 7.¢0 Scale = 1:33.2 i 5x7 = 3 4 h0 5 1x4 11 3x4 = 3x8 11 20-4-0 1-0-0 ��_ 7-" 5-4-0 7-0-0 Plate Offsets (X,Y)- [1:0:0-0,1-3-2],[1:0-1-14,0-0-2],[2:0-2-4,0-2-4],[3:0-5-4,0-2-8],[4:0-2-8,0-4-2] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.13 1-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.28 1-7 >852 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 91 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 P No.2'Except- TOP CHORD Structural wood sheathing directly applied. I T3: x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. BOT CHORD 2x4 P No.2 r MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x6 SP No.2, ight: 2x4 SP No.3 REACTIONS. (lb/ tze) 4=74010-8-0 (min. 0-1-8),1=740/0-8-0 (min. 0-1-8) Ma HOrz1=61(LC 8) Ma Uplift4=-228(LC 9), 1=235(LC 8) FORCES. (Ib) - Ma . Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-? 1294/395, 2-3=1118/408, 3-4=1228/380 BOT CHORD 1-7L-290/1112, 6-7=270/1061, 5-6=270/1061, 4-5=-273/1056 WEBS 2-7Z0/262 NOTES- 1) Unbalanced roof ive loads have been considered for this design. 2) Wind: ASCE 7-1 ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequat drainage to prevent water ponding. 4) This truss has b n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechani I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 4=228, 1=235. LOAD CASE(S) St6jldard PE 7 1 ` Al t T t . "O t STATE F / //z�OtVP.L ENG \ �1ltllllll� � � Iob Truss cuss ype Qty Ply Ryan Homes -1452 A cr 1452-A . I 134G HIP 1 1 IJob Reference (optional) Southern Truss Ft. Pi rce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 16 12:24:10 2018 Page 1 , I D:EaPOUIwCWA016wSO7vTFdz?5cK-2J28bHaXcH?eBvCnvNwuW?idtShnAX7NmOu3AwyxVj. 6-0-0 10-8-0 15-4-0 214-0 6-0-0 4-8-0 4-8-0 6-0-0 Scale = 1:34.6 4z7 = 1x4 II 4x7 = .00 F12 3 12 13 4 14 15 5 4x4 i 6 4x4 2 2 0 N 1 7 1 Io 3x4 = 11 16 10 9 17 18 8 3x4 = 5x5 1x4 11 3x4 = 1x4 11 5x5 = 3x8 = 1-0-0 6-0-0 10-8-0 15-4-0 20-4-0 214-0 1-0-0 I 5-M 441-0 448-0 5-0-0 Plate Offsets (X,YH [1:0-4-10,Edge], [3:0-5-4,0-2-0], [5:0-54,0-2-0], [7:0-4-10,Edge] LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Lid 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 FBC2017[TP12014 Matrix-S Weight: 103 Ib FT =10% LUMBER- l BRACING - TOP CHORD 2x4 S No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc puriins. BO T CHORD 2x4 S No.2 BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. WEBS 2x4 S No.3 MTek recommends that Stabilizers and required cross bracing be SLIDER Left 2 6 SP No.2 2-10-12, Right 2x6 SP No.2 2-10-12 installed during truss erection, in accordance with Stabilizer IE Installation guide. ..ter...., M�... .., — �........, , .,,, . ,...,,., ..., �...,..., ..,, ax 0 rz1=-46(LC9) Max pliftl=-541(LC 8), 7=-541(LC 9) FORCES. (lb) - Mal . Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2 2284/1147, 2-3=2213/1160, 3-12=2601/1401, 12-13=-2600/1400, 4-13=-2600/1400, 4-11 =2600/1400, 14-15=2600/1400, 5-15=2601/1401, 5-6=-2213/1160, 6-7 2284/1147 BOT CHORD 1-1-1004/2041, 11-16=-1005/2055, 10-16=-1005/2055, 9-10=1005/2055, 9-1 1004/2055, 17-18=1004/2055, 8-18=1004/2055, 7-8=1003/2041 WEBS 3-1--28/342, 3-9=-347/683, 4-9=-453/404, 5-9=347/683; 5-8=29/341 NOTES- 1) Unbalanced roof I e loads have been considered for this design. 2) Wind: ASCE 7-10Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelop ); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate rainage to prevent water ponding. 4) This truss has be designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechani I I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at --lb) 1=541, 7=541. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 169 lb up at 6-0-0, 57 lb down and 107 I 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 13-3-4, and 12� 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 at 10-0-12, 1 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 design/selection o such connection device(s) is the responsibility of others. 7) In the LOAD CAS (S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Sta"dard 1) Dead + Roof Live�jk, alanced): Lumber Increase=1.25, Plate Increase=1.25 ��\ Uniform Vertal 3P '34, 3 5=54, 5 7=54, 1-7=20 \\\\ \P` IM Concentrated Loaas (lb) ��. -CENS Vert: 3=7 (B) 5=-74(B) 10=27(B)11=106(B) 8=106(B) 12=-55(6) 13=-55(B) 14=55(13) 15=55(13) 16=27(B) 17=-27(B 4 t :7!?:I� STATES F� / qq � 4 pR10 P .`� \\ t 2, yob 1 russ Fype Qty ply Ryan Homes -1452 A cl s 452-A C1 COMMON 2 1 I Job Reference (optional) Southern Truss, Ft P trce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MTek Industries, Inc. on Jul 16 12:24:11 2018 Page 1 ID:EaPOUIWCVVA016ws07VTFdz?5cK-XVcWpdb9Na7Vp3nzS5R72CFIYs?4v00X?2dciMyxVj 5-7-14 9-0-0 17-M -- 5-7-14 —T 34-2 8 0 0 Scale = 1:27.4 44 = 3 5.00 12 / 1x4 2 4x7 11 4 1 Io 02 3x4 = 7 6 3x9 I 3x4 = 3x4 = 5 1-0-0 -4 9-0-0 17-M 1-0-0 745-0 8-0-0 Plate Offsets 1:0-0-0,1-3-2 1:0-1-14,0-0-2 4:0-4-4,0-2-0 LOADING (psf) SPACING- 2-0-0 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 FBC2017ITP12014 Matrix-S Weight: 67lb FT= 10% LUMBER- BRACING - TOP CHORD 2x4 P No.2 TOP CHORD Structural wood sheathing directly applied or4-3-12 oc pudins, except BOT CHORD 2x4 §P No.2 end verticals. WEBS 2x4 P 3 'Ex' BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. W3: x6 SP No.cept2 % MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x6 SP No.2 Installation guide. REACTIONS. (Ib/s1i�e) 5=608/0-8-0 (min. 0-1-8), 1=608/0-8-0 (min. 0-1-8) Ma Hors 1=86(LC 8) Mal a Uplifts=206(LC 9), 1=213(LC 8) FORCES. (lb) - Ma C. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1i�1054/388, 2-3=-814/280, 3-4=866/254, 4-5=-530/246 30T CHORD 1- Ir377/928, 6-7=-377/928, 5-0=171/717 NEBS 2-6 303/248, 3-6=-45/409 DOTES- 1) Unbalanced roof lve loads have been considered for this design. 2) Wind: ASCE 7-1 ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelo ); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has b en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechani al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=1b) 5=206, 1=213. _OAD CASE(S) S ndard //Z �xCENSS.����i PE 7 1 l _ t STATE 997 /ORtAL //////IIIICI\\\ i� Jb6 toss Truss ype aty Ply Ryan Homes -1452 A cl 1452-A C2 COMMON 1 1 _ r Job Reference (optional) Southafi Truss ,jFt.erce, FL., 34951 __ _ Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MTek Industries, Inc Mon Jul 16 12:24:11 2018 Page 1 ID:EaPOU IwC V VA016wS07vTFdz?5cK-XVcWpdb9Na7Vp3nzS5R72CFn Ws?7vO4X?2dciMyxV) 5-7-14 a-" 9-0-0 10-0 17-0-0 r 5-7-14 2-4-2 1-0-0 7-0-0 Scale = 1:28.1 3x4 = 1x4 II 5 3x4 r 3 4 5,00 12 1x4 2 17 co m 4x7 11 6 1 IC6 0 3x4 = 9 8 3xg I 3x4 = 3x4 = 7 1-0-0 -4, 9-0-0 17-0-0' 1-0-0 -4. 741-0 8-0-0 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], [5:0-2-0,0-2-11], [6:0.4-4,0-2-0] LOADING(psf) 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) -0.17 1-8 >999 240 MT20 2441190 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/TP12014 Matrix-S Weight: 67 lb FT =10% LUMBER- ! BRACING- - ' - — — "; — ....,... ——1.—..v— --.y oPp'— .n .rv-mow Nu,u��o, --i" BOT CHORD 2x4 �? No.2 end verticals. WEBS 2x4 SP No `Except' BOT CHORD Rigid ceiling directly applied or 9-10-14 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 SP No.2 Installation guide. REACTIONS. (lb/sill ) 7=608/0-8-0 (min. 0-1-8), 1=608/0-8-0 (min. 0-1-8) Maxrz1=78(LC 8) Maxplift7=197(LC 9), 1=205(LC 8) FORCES. (lb) - MaComp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2041/362, 2-3=828/264, 5-6=889/242, 6-7=-526/235, 3-4=744/273, 4-5— 744/273 BOT CHORD 1-9J 346/914, 8-9=346/914, 7-8=-164(744 VVEBS 2-8— 81/219, 4-8=-281398 NOTES- 1) Unbalanced roof li loads have been considered for this design. 2) Wind: ASCE 7-10; ult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelop Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate Inge to prevent water ponding. 9) This truss has beeIrd esigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechaniconnection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) ,except at --lb) 7=197, 1=205. -OAD CASES) Stan PE 7 1 t - 13 t STATE F / �-ORID,t'.G����� ����1f11141111� l� J0-05 cuss 7ru---Type ty y Ryan Homes -1452 A cl .»52-A , C3G HIP 1 1 Job Reference (op6onall. Soumem Truss, , n. n q rce, FL., aaao-i Run: o.200 s Nov au 2017 Prim: 8.200s Nov 30 2017 Mi i ck mousuies, inc. Mon am io icw: j i cu i o rage i I D:EaPOU IwCWA016wS07vTFdz?5cK-XVcWpdb9Na7Vp3nzS5R72CFkTs2ov11X?2dciMyxVjl 6-0-0 -- _ _ 12-0-0 16-8-0 ' 18 448-0 6-0-0 4-8-0 14-0 Scale= 1:29.1 4x7 4x4 = 3 12 13 4 5.00 12 3x6 I I 3x6 11 2 5 c� 6 v�1 on 'o d 3x4 = 10 9 14 8 3x4 = 11 1x4 II 4x4 = 3x4 = 7 1-0-0 -4 6-0-0 12-M 16-8-0 1 18-0-0 1-0-0- I 448-0 640.0 448-0 1 0 0 Plate Offsets CK,Y , 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/defl Ud PLATES GRIP TCLL 20.0 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 10.0 Code FBC201771-PI2014 Matrix-S Weight: 72 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 P No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. T2:11P 4 SP M 31 r BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. BOT CHORD 2x4P M 31 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 No.3 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/s e) 11=928/048-0 (min. 0-1-8), 7=928/0-8-0 (min. 0-1-8) Max orz 11 =46(LC 8) Max plift11=-462(LC 8), 7=-462(LC 9) FORCES. (lb) - Ma . Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2L-1198/606, 2-3=13561721, 3-12=1 192/683,12-13=1192/683, 4-13=-1192/683, 4-5i 1356f720, 5-6=1198/606 BOT CHORD 1-11=592/1184, 10-11=-006/1184, 9-10=-604/1192, 9-14=-604/1192, 8-14=-604/1192, 7-8i 592/1184, 6-7=-592/1184 WEBS 2-1-463/318, 3-10=0/285, 4-8=0/284, 5-7=-463/318 NOTES- 1) Unbalanced roof 1f a loads have been considered for this design. 2) Wind: ASCE 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; MWFRS (envelo ); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate rainage to prevent water ponding. 4) This truss has be designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechani I I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 11=462, 7=462. 5) Hanger(s) or othe 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 and 107 1 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-M on top chord, and 106 lb down and 100 I up at 6-0-0, 41 lb down at 8-0-12, and 41 lb down at 9-11-4, and 106 lb down and 100 lb up at 11-11-4 on bottom chord. The design selection of such connection device(s) is the responsibility of others. 7) In the LOAD CAS (S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Sta I dard 1) Dead + Roof Live alanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pl Vert 1-3- 3-4=-54, 4-6=54,1-6=20 ConcenVert3L 7 (F) 4 74 F 9=27 F 10=106 F 8=106 F 12=55 F 13=55 F 14=-27 F O O O O O O OQ'% XGENS i4PE7 11 '0 k STATE •-40RVD? 'V kr 1452-A K LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 P N0.2 BOT CHORD 2x4iP P No.2 WEBS 2x4 No.3 4 I 1 IJob Reference Nov 30 2017 Print 8.200 s Nov 30 201 1-9-14 5-15-6 8-4-5 1-9-14 3-8-8 - --� 2-9-15 —� 2x6 11 1-4-4 . 1-9-14 , 5-6-6 1 2 2018 Pagel IEiN9EpyxVjH i Scale=1:16.7 I SPACING- 2-M CSI. DEFL. I in (loc) I/defl L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.09 6-7 >834 180 Rep Stress Incr NO WB 0.06 Horz(CT) -0.02 4 n/a n/a Code FBC2017/TPI2014 Matrix-P _ Weight: 30 lb FT =10% REACTIONS. (Ib/si e) 4=83/Mechanical, 5=108/Mechanical, 7=254/0-11-5 (min. 0-1-8) Ma1� Horz7=123(LC 4) Ma bI-plift4=59(LC 4), 5=57(LC 4), 7=166(LC 20) Ma Kirav4=95(LC 17), 5=108(LC 1), 7=254(LC 1) FORCES. (lb) - M,�. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M 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: ASCE 7-1 ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelo e); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has b( an designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) or truss to truss connections. 4) Provide mechankal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except at --lb) 7=166. 5) Hanger(s) or oth r 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 down and 110b 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 2-11-0, 71 lb u 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/selection f such connection device(s) is the responsibility of others. 3) In the LOAD CA (S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) S ndard 1) Dead + Roof Liv(balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (R Vert: 1-4 54, 1-5=-20 Concentrated L,ds (Ib) Vert: 8=7 (F=36, B=36) 10=94(F=47, B=47)11=3(F=2, B=2) 1452-A I CJ7 Southern Truss, Ft Pj rce, FL., 349 1-9-14 F2ly I rvy I 1 II Job Reference (optional) Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MTek Industr ID:EaPOUIwCWA016wS07vTFdz?5cK-?h9vOzbn8u FMOD', 10-5-12 4-1-5 10 3.54J1_2 3x4 3 9 / T1 l 3x6 11 2 W2 1 W1 � j .1i1 3.4 11 7 12 1x4 II 4-1-5 6 5 3x4 = 2 LOADING (psf) ch SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 41 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 S No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 I No.2 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS (Ib/s' 4-111/M h 15=234/M 18=481/011 5 01 8 t e) - ec arnca , e anca , - (mm. - ) Max orz 8=1 53(LC 4) Max plift4=-94(LC 4), 5=104(LC 4), 8=-186(LC 4) FORCES. (Ib) - Ma Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21 381/115, 2-9=-443/159, 3-9=394/169 BOT CHORD 1-8= 10813838-11=-249/383, 7-11=249/383, 7-12=-249/383, 6-12=-249/383 WEBS 2-81303/190:3-6=-431/281 NOTES- 1) Win&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; MWFRS (envelop ); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has b designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) r truss to truss connections. 4) Provide mechani I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 5=104, 8=186. 5) Hanger(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 ups t 5-0-7, and 51 lb down and 93 lb up at 7-1 G-0, and 51 lb down and 93 lb up at 7-10-6 on top chord, and 4 lb up at 5-0-7, 4 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 device(s) is the r onsibility of others. 8) In the LOAD CAS (S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Sta Bard 1) Dead + Roof Live �alanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pl Vert 1-4= , 1-5=20 Concentrated Loa (lb) Vert 10=- (F=19, B=19) 11=7(F=4, B=4) 12=24(F=12, B=12) \� �2Li PE 7 4//407 STATE F OR1 .&X: Qt IAl A US2-A Southern Truss , FL Pi , FL., 3j LOADING (psf) •TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER 11 - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 S,I� No.2 REACTIONS. (lb/s Max Max Max FORCES. (Ib) - Ms NOTES- 1)Wind: ASCE 7-11 MWFRS (envelol 2) This truss has be 3) Refer to girder(s) 4) Provide mbchani 5) Non Standard be LOAD CASE(S) St JACK SPACING- 2-M I CSI. Plate Grip DOL 1.25 TC 0.06 Lumber DOL 1.25 BC 0.02 Rep Stress Incr YES WB 0.00 Code FBC2017/TPI2014 Matrix-P 0 ) 2=95/Mechanical, 3=14/0-8-0 (min. 0-1-8) )rz2=124(LC 1), 3=124(LC 1) 302=54(LC 8) av2=95(LC 1), 3=29(LC 3) 4 I 11 IJoI Run: 8.200 s Nov 30 2017 Print 8.20( ID:EaPOU IwCWAO16wSO7vTFd2 1-0-0 1-6-0 Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 0 DEFL. in (loc) I/deft L/d Vert(LL) 0.00 1 n/r 120 Vert(CT) -0.00 1 n/r 120 Horz(CT) 0.00 n/a n/a Scale = 1:7.4 PLATES GRIP MT20 244/190 Weight: 5 Ib FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied or 1." oc purtins. BOT CHORD Rigid ceiling directly applied -or 6-0-0 oc bracing. F.MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 'ult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; Lumber DOL=1.60 plate grip DOL=1.60 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. truss -to truss connections. connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. ig condition. Review required. CEN PE 7 1 t - 'n 1 STATE qqE1-0 L III f I I ll��� 1 AI 1A52-A Southern Truss , E I 1-4-0 2-0-0 1-4-0 0-8-0 r 2018 Pagel iN9EpyxVjH i Scale = 1:8.5 i I Plate Offsets (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- 24)-0 CSI. DEFL. in (loc) I/defl . Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 2441190 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 FBC2017ITP12014 Matrix-P Weight: 7 lb FT.= 10% LUMBER- BRACING - TOP CHORD 2x4 S No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 S No.2 BUT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/si e) 3=-34/Mechanical, 4=43/Mechanical, 5=223/0-8-0 (min. 0-1-8) Max orz5=43(LC 8) Max plift3=-34(LC 1), 4=-43(LC 1), 5=66(1_C 8) Max rav4=5(LC 8), 5=223(LC 1) ORCES. (lb) - Ma Comp./Max. Ten. - All forces 250 (lb) or less except when shown. VOTES- 1)Wind: ASCE 7-10 ult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelo );Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has be designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) i r truss to truss connections. t) Provide meChani4 connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 4, 5. -OAD CASE(S) Stahpard �Q,� �,\GENSFN \<�% PE 7 1 STATE 0��`.LORIDP.' �N, 011; I IMO C)o 1452-1, 1`I IJ3 (JACK 14 i 1 1� _3-6-0 _—_--� 1.4-0 2-2-0 a i Scale = 1:11.5 1-0-0 2-" Plate Offsets MY 2:0-0-12 0-1-12 , 2:0-1-11 1-2-8 5:0-0-0,0-1-12 LOADING (psf) SPACING- 240-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 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 FBC2017ITP12014 Matrix-P Weight: 12 lb FT = 10% LUMBER- I BRACING - TOP CHORD 2x4 $ No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD 2x4 $ No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 S No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 3=38/Mechanical, 4=8/Mechanical, 5=208/0-8-0 (min. 0-1-8) REACTIONS. (lb/slElift3=-48(LC Maxrz5=72(LC 8) Max 8), 5=-62(LC 8) Max rav3=38(LC 1), 4=28(LC 3), 5=208(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-101 Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelop ); Lumber DOL=1.60 plate grip DOL=1.60 2) This_ truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) fqr truss to truss connections. 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. _OAD CASE(S) Standard 14 2A t ,II IJ4 (JACK 18 I 1 Scale = 1:12.5 0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight 13 lb FT =10% LUMBER - TOP CHORD 2x4 S No.2 BOT CHORD 2x4 S No.2 WEBS 2x4 S No.3 REACTIONS. Max Max FORCES. (lb) - Max NOTES- 1) Wind: ASCE 7-10; MWFRS (envelope 2) This truss_ has bee 3) Refer to girder(s)1 4) Provide mechanic. LOAD CASE(S) Star :) 3=54/Mechanical, 4=17/Mechanical, 5=220/0-8-0 (min. 0-1-8) :)rz5=83(LC 8) :)lift3=-59(LC 8), 5=-66(LC 8) rav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) Comp./Max. Ten. - All forces 250 (ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be �l installed during truss erection, in accordance with Stabilizer i Installation guide. /ult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; ; Lumber DOL=1.60 plate grip DOL=1.60 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. truss to truss connections. connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. ,Z�,\47j ICENg�` PE7 i t STATE F /� GRID /r/f SS�Q I A11 \G \\\\ qq ,452-A i n Hun: b.ZUU s NOV 3U 2U1I Pnnt H.ZUU s Nov 3U ZU1I W I i I D: EaPOUIwCWAO16wSO7vTFdz?5cK-TujHEJcPvC 1-4-0 5.6-0 1� i 4-2-0 — ----I Scale: 3/4'=1' 1-0-0 4-6-0 Plate Offsets Y ' 2:0-0-12 0-1-12 5:0-1-8,1-2-0 , 5:0-0-0 0-1-12 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20. Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.05 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017IfP12014 Matrix-P Weight: 18 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 S No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD 2x4 No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 No.3 MiTek recommends that Stabilizers and required cross bracing Fe installed during Wss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/si e) 3=96/Mechanical, 4=40/Mechanical, 5=267/0-8-0 (min. 0-1-8) Max orz5=113(LC 8) Max plift3=-93(LC 8), 5=80(LC 8) Max rav3=96(LC 1), 4=71(LC 3), 5=267(LC 1) FORCES. (lb) - Ma Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 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; MWFRS (envelop ); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has bei i designed for a 10.0 psf bottom chord live load nonconcunrent with any other live loads. 3) Refer to girder(s) r truss to truss connections. 4) Provide mechanic I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. LOAD CASE(S) Sta dard PE 76gl t � t STATE qFQ /� A`}E�G\���� 706 cuss runs l ype ty Ply Ryan Homes -1452 A d tab2-A L� J58 MONO TRUSS 2 1 Job Reference (optional)_____ - - aotnnem t toss , ri. r FL., 3M1`JJl nun. o.cuu s I— au a 11 rout. 1—VU o I.U. aU V...��. �., �.. ,,. � oy� , ID:EaPOUIWCVVA016wSO7VTFdz?5cK-TujHEJcPvCOD2NwMaVUb7dKDogpGN;Wt j.F VjG 1-4 5-8-0 r 14-0 4-4-0 8 Scale = 1:16.4 1 0-0 5-8-0 19 4." 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] LOADING(psf) SPACING- 2-M CSI. DEFL. in (lop) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.05 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 18 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 P No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc puriins. BOT CHORD 2x4 P No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 S P No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. FORCES. (lb) - NOTES- 1) Wind: ASCE MWFRS (env 2) This iris§ ha: 3) Refer to girde 4) Provide meth LOAD CASE(S) e) 3=100/Mechanical, 4=42/Mechanical, 5=272/0-8-0 (min. 0-1-8) lorz5=117(LC 8) Iplift3=-97(LC 8), 5=--81(LC 8) 'rav3=100(LC 1), 4=75(LC 3), 5=272(LC 1) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; !); Lumber DOL=1.60 plate grip DOL=1.60 n designed for a 10:0.psf bottom chord live load nonconcurrent with any other live loads. :)r truss to truss connections. d connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. �XCENS+��`t���ii / PE 7 1 r Y M _ t fl t STATE �0F r �� �i'o `.4ORI�P: i////'3,01\IAL �/1!11111 q la Iil 1tS2-A 1 s- Southern Truss, Ft. Pig Run: B.ZUU S NOV JU ZU1 / Ynnt: t$.ZUU S NOV JU LUI / MI I eK ID:EaPOUIwCV VA016wSO7vTFdz?5cK-x4HfRfd1 I I 14-0 _ 6-0-0 -� 14-0 4-8-0 1-M LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 7.0 Lumber DOL 1.25 "BC 0.20 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC2017[TP12014 Matrix-P LUMBER Top CHORD 2x4 P No.2 BOT CHORD 2x4 P No.2 WEBS 2x �P No.3 REACTIONS. (Ib/Oize) 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) Mx Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) FORCES. (lb) - I�j�tx. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.1 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0:02 4-5 >999 240 MT20 244/190 Vert(CT) -0.04 4-5 >999 180 Horz(CT) -0.02 3 n/a n/a 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 10-M oc bracing. MiTek recommends that. Stabilizers and required cross bracing bej installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envel pe); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder( ) for truss to truss connections. 4) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 3=104. LOAD CASE(S) $)andard \GE(VS<�ii� � PE 7 � _Xt A, t. �'a t STA7-17 �• 1452-A 4II I17 (JACK I15 I 1 11 1� Run: 8.200 s Nov 30 2017 Nnnt 8.20U s NOV 3U ZU1 / MI I eK Ini ID:EaPOUIWCVVA016wSO7VTFd2?5cK-x4HfRfdl gV 1-4-0 7-6-0 ~— 14-0 �— 6-2-0 2x6 11 Scale = 1:20.3 11 1 1-0-0 1 6-6-0 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] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP �CLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-5 >978 240 MT20 244/190 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 Weight: 24 lb FT =10% LUMBER- BRACING - TOP CHORD 2x SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x SP No.3 'MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1 REACTIONS. (Ib ize) 3=148/Mechanical, 4=67/Mechanical, 5=335/0-8-0 (min. 0-1-8) M x Horz5=155(LC 8) M x Uplift3=-136(LC 8), 5=101(LC 8) M1 x Grav3=148(LC 1), 4=110(LC 3). 5=335(LC 1) FORCES. (lb) - lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5=295/272 NOTES- 1) Wind: ASCE 71(10; Vult=160mph (3-second gust),Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15k- Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelppe); 2) This • truss has Lumber DOL=1.60 plate grip DOL=1.60 een designed for a 10.0 psf bottom chord live load nonconcun•ent with any other live loads. 3) Refer td girder 4) Provide mecha or truss to truss connections. ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 3=136, 5=101. LOAD CASE(S) tandard ��11111111/� PE 7 1 t - �'a k STATE qF i t0 ��O ; �`i;�v✓\� ORIA 1452-A l I I I M V2 VALLEY 2 1 + r _ 1 Job Reference o tior Suvthenn Truss, Ft. P rce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 Mrrel ID:EaPOUIwCWA016wSO7vTFdz?5cK-x4HfRfd 1 s nn R-9 2 2x4 Scale = 1:6.8 11 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 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/TPI2014 Matrix-P Weight: 5 lb FT = 10% LUMBER- I BRACING - TOP CHORD 2x4 S No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 S No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/siz 1=4712-0-0 (min. 0-1-8), 2=34/2-0-0 (min. 0-1-8), 3=13/2-0-0 (min. 0-1-8) Max Horz 1=26(LC 8) Max U�liftl=-14(LC 8), 2=-31(LC 8) Max iIrav1=47(LC 1), 2=34(LC 1), 3=25(LC 3) FORCES. (lb) -Ma Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; ult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelop, ; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires co inuous bottom chord.bearing. 3) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 2. LOAD CASE(S) Stanoard 1452-A Southem Truss, MV4 (VALLEY 12 1 1 s 2 i Scale = 1:10.9 3 2x4 1.5x4 ii LOADING(psf) SPACING- 2-0-0 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/TPI2014 Matrix-P Weight: 13 lb FT =10% LUMBER- BRACING - TOP CHORD 2x SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x� SP No.3 end verticals. WEBS 2x 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. REACTIONS. (I size) 1=116/4-0-0 (min. 0-1-8), 3=116/4-M (min. 0-1-8) M x Horzl=64(LC 8) M Upliftl=-35(LC 8), 3=-62(LC 8) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 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; MWFRS (env ope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable require continuous bottom chord bearing. 3) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. LOAD CASE(S) 4 tandard B��q/`L//// Qj 'f PE 7 1 101 STATE F �� ►off: I��� i �4 0R -' � NAL EN\\\\�\\ .fo russ runsType y Ryan Homes-1452 A cl .452-A, MV6 VALLEY _ 7'y 1 Job Reference o tional) r, '.- . — , " "'PI LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 S No.3 BOT CHORD 2x4 S No.3 WEBS 2x4 SI? No.3 ..�� �..,.<�., � ,.�..,� <., . , �..�.� �.<..� � ..�. �„ <� � ...,� � �� 1D:EaP0U1wCVVA016wSb7 FWz i-x4HfRfd1gVW3gXVY8D?ggrtGb43S6PAzhOsGJhyxVjjF 6-0-0 6-0-0 --� Scale = 1:14.8 2 3 2x4 •:% 1.5x4 it SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.73 Lumber DOL 1.25 BC{ 0.56 Rep Stress Incr YES WB 0.00 Code FBC2017/TPI2014 Matrix-P REACTIONS. (lb/sizo) 1=190/6-0-0 (min. 0-1-8), 3=190/6-M (min. 0-1-8) Max 1-% rz 1=105(LC 8) Max U�omp./Max. ftl=-57(LC 8), 3=-101(LC 8) FORCES. (lb) -Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; MWFRS (envelope 2) Gable requires con 3) This truss has bee 4) Provide mechanical LOAD CASE(S) Stand DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 n/a n/a Weight: 20 lb FT =10% 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. ilt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; Lumber DOL=1.60 plate grip DOL=1.60 iuous bottom chord bearing. lesigned for a 10.0 psf bottom chord We load nonconcurrent with any other -live loads. *nnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at --lb) 3=101. PE 7 1 �'d STATE9F{J iP0\�� ,c % � ' L vIVAL