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SOUTHERN TRUSS COMPANIES, INC. S O U -r H E R N SCANN2D RANDY@SOUTHERNTRUSS.COM I S S 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 R (800) 232-0509 / (772) 464-4160 / (772) 318-0016 Fax: COM PAN I ES 8,1,�; Project Nam and Address: Oakland Lake Occupancy: X Single -Family Lot: 35 Block: County: Saint Lucie Multi -Family Truss Comp Truss Engine,' ° y: Southern Truss Companies, Inc. Commercial ° ring Program: Mitek Engineering Plates By: M ek Plates Contractor / uilder: Ryan Homes Model: 1452 11 Elevation: A Options: STATEMENTil I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance with Florida B 7ding Code FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by the following i `ovision: ROOF FLOOR Top chord live load: 20 P.S.F. Top chord live load: --- P.S.F. Design criteria '' ASCE.7-10: l60 MPH Top chord dead load:�P.S.F. Top chord dead load: --- P.S.F. Engineer: Bri M. Bleakly Bottom chord live load: P.S.F. Bottom chord live load: --- P.S.F. Address: 259 N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load: --- P.S.F. Fo Pierce, FL. 34951 Duration factor: 1.25 Duration factor: --- Mean height: 15' Exposure: C * 10.0 P.S.F. bottom chord live load nonconcurrent with any other live loads. I 'his is an index sheet submitted in accordance with the Department of Professional Engineering. allahassee, FL. Engineering sheets are photocopies of the original design and approved by me. Nq. Truss' ! . No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1! Al 111 21 J3 41 61 81 96 2 A2 22 J4 42 62 82 97 3 A3 23 J5 43 63 1 83 98 4 A4 111 24 J58 44 1 64 84 99 5 A5 Ij 25 J6 45 65 85 100 6 A6 TI 26 J7 46 66 86 101 7 A7 27 MV2 47 67 87 102 8 A8 28 MV4 48 68 88 103 9 A8G 29 MV6 49 1 69 89 104 10 B1 111 30 50 70 90 105 111 B2 IJI 31 51 71 91 106 12 B3 32 52 72 92 107 1!3 B4G 33 53 73 93 108 1.4 C1 34 54 1 74 94 109 115 C2 111 35 55 75 95 110 1;6 C3G 111 1 36 56 76 37 57 77 38 1 58 78 39 59 79. 40 60 1 80 - my seal, I hearby certify that the above information ect to the best of my knowledge and belief. ` 117 06 1 1 118 1 07 119 1 J1 I1 2�0 I J2 As witness WI is true and c Name: Bria l M. Bleakly Lie. #76051 FILECO Py p,.. !YPtCAL.• DETAIL_ (9 CORNER. HIP NOTE: NDS=NotionaI Design Specifictions ALLOWABLE REACTION PER JOINT I for Wood Construction. Qp UP TO 265# = 2-16d NAILS REQ'D. 132.5# p r Nail (D.O.L.Factor=1.00) toe only have 0.83 of ©UP TO 394 = 3-16d NAILS REQ'D. nds f���ails lateral Re''s�' istance Value. 1 S� �0 SD J1 A 1.5 & •OVER ® ' I O n u n O l n' ,A u u u u J3 • ip Q tl II tI' II `� - ~r' i use 2-16d `� toe nail @ 7-0-0 HIP GIRDER ( ` TC , H7 (HIP GIRDER) t A A W7 M ! ' O©t 12 i OVER Typical jack 45' u 3-16d `. attachment toe nail 0 -1&-, I® TYPICAL CORNER LAYOUT & �-16d � _BC,, Typical hack' attachment I i FASTENER CHORD HANGERS ! GIRDER JACK 2-16d nails ji—il TO HIP JACK GIRDER BC — — — — —_ _ 2-16dnails — — — —— 2-16d-nails — J5 TO! HIP JACK GIRDER BC — — — — — — — 2-16d nails — — — — — ��IIII TC — 3-16d nails — J7 Td HIP GIRDER BC — — — — — — — 2-16d nails — — — — — TC — — — — — — 3-16d nails — — — — — HIP II CK GIRDER (CJ7) TO HIP GIRDER BC — — — — — — — 2-16d nails — — — — — MINIMUM GRADE OF LUMBER LOADING (PSF) STR INCR.: oax FBC2017 T.C. 2,14 SYP 2 L Q B.C. 2x4 N 2 TOP 20 WEBS 20 SYP No.3 10 SP�NG 24" O_C. SOUTHERN �- ! Fort Pierce Division TRUSS 2590 N. Kings Highway, Fort Pierce, FL 34951 COMPANIES (800)232-0509 (772)464-4160 ht4n//www=Utfw „M,C0m Fax:(772)318-0016 Brian Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 I PICAL DETAIL (9 CORNER. � RIP T! i TNational NOTE: NDesign Specifictions d Construction.132.5# .0.L.Factor=1.25) nds toehave 0.83 of lateral alue. IR oBOA BOA BOA >® 51-0-0 HIP GIRbER OVER ALLOWABLE REACTION PER JOINT (Z) UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS RFQ'D. use 2-16d toe nail TC & BC. :;11 ' H5 (HIP GIRDER) Typical jack 45' attachment TYPICAL CORNER LAYOUT use 3-16d toe nail & 2-16d ( Typical Hip -jack' attachment FASTENER CHORD HANGERS GIRDER JACK TC — — — — — — — 2-16d nails — — — — — J1—J3i TO HIP JACK GIRDER BC _ _ _ _ _ _ — 2-16d nails — — — — — ��� TC 2-16d nails — — — — — J5 TGlI HIP JACK GIRDER �I BC _ _ _ _ _ _ _ 2-16d nails — — — — — HIP TC— — — — — —— 3-16dnails — — — — — BC — — — — — —— 2-16d nails — — — —— TC — — — — — — — 3-16d nails — — — — — GIRDER (CJ5) TO HIP GIRDER BC _ _ _ _ _ _ _ 2-16d nails — — — — — MINIMUM GRADE OF LUMBER LOADING (PSF) �• INCR.: 257 FBC2017 T.C. 2x4 SYP 2 :2114m" 0 B.C. 2x4 SYP 2 TOP 0 WEBS 2x4 SYP No.3 BOTTOM 10 SPACING O.C. TRUSS L ; GOMPA WS http-.//www.southcmtruss aom I BrionjM. Bleakly Struct Eng #7 Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509. (772)464-4160 Fox:(772)318-0016 6051 2590 N. Kings Highway. Ft Pierce, FL 34951 772-464-4160 132 innovatia greater s of all cor D(W highest ( MUS of THA ban MATERL FINISH: Zi INSTAL► • N� th •N OPTION •H 2 C -C •S s .r This prodod is preferable fo similar conneclars because of a) easier insfallallon, b) higherleads, c) lower 14512116111 or a combination of these features. LAll hangers in this series have double shear nailing — an distributes the load through two points on each joist nail for pgth. This allows for fewer nails, faster installation, and the use Ion nails for the same connection. hear hangers range from the right capacity LUS hangers to the ecity HGUS hangers. For medium load truss applications, the a tower cost aftemative and easier installation than the HUS or s, while providing greater load capacity and bearing than the LUS. : See tables below and on page 133. Ivaniized. Some products available in stainless steel or X" coaling; see Corrosion Information, page 18-19. ION • Use all specified fasteners. See General Notes. must be driven at an angle through the joist or truss into iader to achieve the table loads. designed for welded or nailer applications_ • LUS and MUS hangers cannot be modified. hangers available with the header flanges turned In for (3'/a' and 4x only, with no load reduction. See HUSC cealed Flange illustration. cealed flanges are not available for HGUS and HHUS. Hanger Options, pages 200-202, for sloped and/or ued HHUS models. er sizes available; consult your Simpson Strong -Tire representative. ee page 20 for Code Reference Key Chart products are available toaddiffonai corrosion proton. II products on this page mayalso be arallab)o wdh this option, witty Simpson Strong-Tre fordebdls. products are approved forinstallatlon wlfh the Strong-Drfve SD Structurah gar saw. See page 30 for the correct substiortlon and SD screw size. [+j+♦ i (♦ odel JETZJ��ECrinzd rriedo' ember ! SINGLEW17FS S24F4"A, S26 1e V6 4% 1% 4-10d 210d lys 4% 1% 410d 4-10d t US26 18 155s 54Sc 2 6-100 fi10d S26 16 1% 5% 3 1416d 6-16dGUS26 12 1% 5% 5 20-161 846d 528 4% 18 1% 6% 13/ 6-10d 410d US28 6% 18 1% 6% 2 810d 8-10d I;US28 b'A 16 1% 7 3 22-16d 8- 6d j GU528 6°.ie f2 1% 7% 5 36-16d 1216d S210 4'/ 18 1RS� Tiro 13; 8-10d 410d I;I US210 8iG 16 lgfi 9 3 30-16d 1016d 1.See table on pace 133 for ailowahle loads. G(HHUS210-2 (Truss Designer to provide fastener quanfily for connecting muBiple members together) (1�IYIUS28 LSSiMPSON trongTie Of HUSC Concealed Flanges (not available for HHUS, HGUS and HUS2x} Ih noaurcu 110GI uogaJhii Double Shear — ' Dome Double Shear ® Double Nailing Nailing Side View Shear Side View (available on Nailing Do not some models) Top View y''p' bend tab .•�° U.S. Patent 5,603,5BD '"k `.' �UFl1�leloa '��;. SPMoirrahleLoads SPF/HFAllowableLoads j_ Code Model U �—oor know_~ ooflNind= Upfifl' Floor Snow Roof Wind Upldt' Floor Snow Roof Wtnd Ref. Roll. Na.a�D 0. ' +?(1}1 1�. 160J (160) ' (100) (115) (125) (160) (160) (100) (115) (125) (16D) S►NGLE2> DES WS24 490 670 765 625 1045 490 725 830 895 1135 420 575 655 705 895 LUS26 1165• 865 990 1070 1355 1165 940 1075 1165 1475 1005 740 845 915 1160 17 F6,L17 MUS26 1090 1295 1480 1605 1825 logo 1410 1610 1745 1825 940 1110 1265 1370 1570 HUS26 550 27.20.. ,�_ 5y 333 335 1550 2950 3335 3335 3335 1335 2330 2650 2820 2865 HGUS26 a� 65z ? 6U' 886 3 23If= r 3�0s. 1765 4725 5290 5390 5390 1520 3750 4200 4500 4635 17, L17 LUS28 - . r31_G5. t10,:..`� _.,._3fiD2'=. 1165 1200 1365 1480 1835 1005 940 1075 1165 j 1475 MUS28 1555 1730 1975 2140 2645 1555 1880 2150 2330 2645 1335 1475. 1690 1830 2275 HUS28 20DO 3965 4120 4220 4335 20DO 3790 3960' 4D7D 4335 1720 2905 3035 3125 3435 HGUS26 3615 6745 6970 7125 7275 $015 6460 6705 6870 7275 2595 4960 516D 5290 5745 17,L17 LU5210:.M�A F� 09[f 1165 1445 1660 1795 2270 1005 : 1145 1305 1415 1745 R,F6,L17 'Ht15210D)10Ar155?.'-099_?.4._575�9�1D 30D0 41D5 4310 4450 4930 2580 315D 3315 3425 .3815 late: For dimensions and fastener iidormatinn, see table above. Seetable footnotes on page 133. R e n S 6 � ;.�,--s°.-;^•-:. _.... �. _,. _-..�. � :.:-:y:�.�'h'"''�'*�`' .`tea=` �rx'�''�^.�-- .` a'��� ��'Pla( d.TriissConnectdr"s-•;:u =✓�• �=T-�f_y�rr„•;�,:�-—�_�— �-�-.. FACE MOUNT HANGERS f7h : Il products aro ,,.A ble 01015111 co=Ifon protection. Additional products on pr These products are approved forinsbhffon with the Strong -Drive SO Sfructural- this i0ge may a/so be ar 0able with dils option, check with Simpson strong -rig for detags Conirector screvr See page 30 for the correct substitution and SD screw size. I'I Model 11 No. Min. Heel Heigh Ga Dimensions W H B Fasteners Carrying Carried Member Member(160)�i r_DF/SPAfiowabjeLoads =E_ i;�s ;z�-z::.• llplifll;:. Floor; Snow'•: -!Roof •' - Wind SPF/HFAllowable Loads Ifplifil Floor Snow Root Wind code Ref. III DOUBLE&SiZES L024-2 2/ 1181 31b I 31A 21 4-16d I 216dr44 800 910 985 1250 380 68D 780 845 1070 L0S2E2 V. 18 31/ 47% 2 416d 416d 1DOD 88g 1D10 i090 1385 i7, F6, L17 H U526-2 434c 14 3iSc 53G 3 14-16d 6-16d 'L'?.�86���55 r 3905265 o = _ �,HGU526-2 1335 2390 2710 2925 3665 4%, 12 No 51A 4 2D-16d B-16d355�48�1855 375D 42004500 4795 R, L17 LHS28-2 4c/ic 18 3% 7 2 6-i6d 416d 1315 1500 1625 2060 100Q 1125 1285 1390 1765 17Frh Liz ES28-2 M 14 3%, 7Y. 3 22-16d 8-16d 2D00 4210 4770 5140 6440 1720 .3615 4095 4415 5375 HGUS28 2 634c 12 We Ns 4 36-16d 12-16d 3235 7460 1 7460 7460 7460 2785 6415 6415 6415 6415 17, L17 L JS21D 2 I tiU5210 2 67/,c B% 18 14 31b 334c 9 8�/ 2 3 816d 30-16d 6-16d ill i6d 1745'•- 40DQ 8 �,°5 5' -_ 9Q= s3 03525 +Z165 1i 0?. 15DD 1565 4B35 1785 5270 1935 5380 2455 5765 17FS, L17 6US210-2 8§�u 12 3% 93k 4 46-1611 16-16d �1_9�� �J]QUa: 'QUO,. �9�00;= �J�UO_i 3525 7465 7730 7825 7825 17, L17 TRIPLE2x SIZES O,'GUS26-3 4--A. 12 41S/4c 5Yz 4 20-15d 8-16d 2155 4355 4875 15230 5575 1855 3750 4200 4500 4795. GUS2B-3 GUS21D-3 M. 8% 12 12 4% 4% 71/ 9'/. 4 4 36-16d 46-16d 12 16d 16-16d 3235 • 40B5` 7460 —�--t- A1�0 7460 �OA; . 7460 ��_Op 7460 `970U; 2785 3525 6415 7825 6415 7825 6415 7825 6415 7825 17, L17 !OGUS212- 3 10% 12 41% 10Vc 4 56-16d 2016d 5045 9600 96M 9600 •9600 4335 8255 8255 8255 8255 GUS214-3 12% 12 4% 12% 4 66-16d 2216d 5515 10100 10100 101DO 10100 4745 8685 8685 8685 8685 f 13UADRUPLE2x SIZES �iGUS?6 4 5'fz 112 6i4s 5'fre 4 2016d 8-16d .0 ;-035 , �M 523Q,.. .5?a 1855 3750 4200 4500 4795 17, L17 GUS28-4 7!4, 12 6'fic 73r+s 4 3616d 12r16d g3235�. 46 746D,�y, tOR ' 146A 2785 6415 6415 6415 6415 GUS210-4 91/ 12 6M, IYA, 4 46-16d 1616d 4095 9100 910D 9100 9100 3525 7825 7825 7825 7825 17, F6, L17 WJS212-4 HGU5214-4 10% 12% 12 12 No 6'74e 10% 1215 4 4 56-16d 66-16d 2016d 2216d �045 �15515Y �96�p� - 0°;- � s �9600' . 0100 � G. = 0]Og: •4335 4745 8255 8685 8255 8685 8255 Sfi65 8255 8685 17. L17 4x SIZES ( 11OS46 4e/ 118 1 3Y. 1 43; 2 416d 416d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 U, F6, L17 HGUS46 4% 12 3% 41A, 4 20-16d 8-16dK'�,'da 4355 4875 5230 5575 1855 3750 4200 4500 4795 17. L17 ` IIHHUS46 4i4c 14 33G 534c 3 1416d 616d 2790 3160 3410 4265 1335 2390 2710 2925 3665 LUS48 43S 18 33Sc 63i 2 616d 416d 315+�150D..1625 G l)6D'; 1000 1125 1285 1390 1765 fl, Ffi, L17 HU548' �HHU548 6'/ 6'k 14 14 3i4s 334 7 T/ 2 3 616d 2216d 616d 8-16d 595• ) 275�.r'=s477i1M B15 - �q3J 15D� 7 ib4-0D'� •��� ` 1550 1720 1365 3615 1555 4095 1680 .4415 2115 5535 it HGUS48 0. 12 3% 7% 4 36-16d 1216d _ �;.46`. �3460= �d60 2785 6415 6415 6415 6415 17. L17 LUS410 6A 18 No � 2 8-16d 6-16d 1830 2D90 2265 2870 1500 1565 1185 1935 2455 17, F6, L17 �HHUS410 8% 14 3% 9 3 30-16d 10 16d 3745 5640 6365 6890 7165 3440 4835 5480 5910 6165 HGUS410 834c 12 3% 9 4 46-15d 16-16d 4095 9100 9100 910D 9100 3525 7825 7825 7825 7825 HGU5412 10�c 12 334 10'i4c 4 5616d 20 l6d - ' Z 60 • ._'60P� 9600 4335 8255 6255 8255 8255 17, L17 HGUS414 11%c 1121 3% 12%. 4 .66-16d 22 16d 515 _1D1 '_1D9D0 31010D' -1D10t1=- 4745 1 8685 B685 8685 8685 Uprdt loads have been Increased 6D9'o for wind orearthquake loading with no further increase allowed. For normal loading applications such as cantilever construction refer to Simpson Strong-M& Connector Selectar'software or conservatively divide the uprdt load by 1.6. Wind (160) is a download rating. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-REDHEEL (see page 215 fordetags). Truss chord cross -grain tension may Emit allowable loads. Refer to technical bulletins TANSITPISPF, T-MSrrPISP and T ANSRPIDF for allowable loads iftat consider ANSVlPI 1-2007 wood member design criteria (see page 2t3 fordetatlsj 5. Loads shown are based on minimum of 2-ply 2x carrying member. With 3x carrying members, use 16dx214 nails Into the header and 16d commons into the joist with no load reduction. With single 2x carrying members, use 10dx114 nails Into the header and 1 Dd commons Into the joist, and reduce the load to 0.64 of the table value. 5. HAiLS:16d = 0.1627 dia. x 3W long. See page 24-25 for other nail sizes and information. ■ 133 .:Engineer r Actual Joist Size. I I 3%x 18 CIA C _Ca 5'/, x 7'/, iv to E ~ 5'/ x 44 9%-9% O 1 5'/a x v 11Y.-11% 0 5'/4 x 14 Cb as e 1 tz Y SYx16 I I i 5'/4 x 18 i 7x . i I 7x i 11Y4 } H 7x14 H H H H 7x16 H H H1 HI 7x18 HI HI HI 7x14to30 Fa &S Dimensions Fasteners Allowable Loads edel No. Ga Mini DF/SP Species Header SPF/HF Species Header W H B Max Face Joist Uplift Floor Snow Roof Floor Snow Roof (160) (100) (115) (125) (100) (115) (125) 16/HUC416 14 3�18 13% 2Yz MIn 2D 16d 8-10d 1515 2975 3360 3610 2565 2895 3110 3546 13% 2% Max 26-16d 12-10d 2015 3870 4365 4695 3330 3760 4045 S412 1213% 3% 110346 4 — 56-16d 20-16d 5046 9600 9600 9600 8255 8255 8255 S414 "0412 SDS 1234s 4 — 6616d 22-16d 5515 10100 10100 10100 8685 8685 8685 14 No 11 3 — 14-SDS114'x2Y' 6-SDS'/°x2'%' 2510 5460 75560 5560 3930 4000 4000 '�!IWON 14 5% 5'Y,e 2% Min 111I 4-16d 900 1490 1680 1805 1280 1445 1555 li 5% 5'YM 2'fz Max 14-16d 6-16d 1345 2085 2350 2530 1795 2025 2180 JS5.50/8 12 5% 6'Yis 4 — 36-16d 1216d 3235 7460 746D 7460 6415 6415 6415 i10/HUC61D 5% 5% 7% 21h Min 1416d 6-16d 1345 2085 2350 2530 1795 2025 2180 IS5.50/10 14 7% 2%Max 18-16d 816d 1795 2680 3020 3250 2305 2605 28DD 6% 9 3 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 D610-SDS IS5.50/10 12 5% 9 3 — 12-SDS %'x2'/z' 6-SDS Y.-x2W 2520 4680 15380 5715 3370 3875 4115 51 8'34s 4 — 4&i6d 1616d 4095 9100 9100 9i00 7825 7825 7825 12/HUC612 5%9Ye 2% Min 1&16d 616d 1345 2380 2685 2890 2D50 2315 2490 14 5'% 9% 2Y2 Max 22-16d B 16d 1795 3275 3695 3970 2820 3180 3425 IS5.50/i0 534 9 3 — 30-16d 10-16d 3735 5635 6380 6680 4835 5480 5910 0612-SDS 5'fz 11 3 — 14-SDS Ylx2'W 6-SDS'/,5c2W 2520 5315 6315 5315 3825 3825 3825 S5.50/12 12 5'r4 10h 4 — 5&16d 20-16d 5045 9600 9600 9600 8255 8255 8255 16/HUC616 121%6 2% Min 20.16d 816d 1795 2975 3360 3610 2565 2895 3110 14 5Yz 12114s 2'fz Max 2&i6d 1216d 2695 3870 4365 4695 3330 3760 4045 S5.50/10 5'% 9 3 — 3016d 10-16d 3735 5635 6380 6880 4835 5480 5910 0612-SDS 5% 11 3 — 14-SDS 1/'x2'/z' 6-SDS Y,'x2'r4' 2520 5315 5315 5315 3825 3825 3825 55.50/14 12 5% 12% 4 — 6&16d 2216d 5515 i0100 10100 1D100 8685 8685 8685 16/HUC616 5% 12"A6 2h Min 2016d 8-16d 1795 2975 336p 3610 2565 2895 31.10 i5.50/10 14 5'/z 12" /s 2'r� Max 2&i6d 12-16d 2695 3870 .4365 4695 3330 3760 4045 1612-SDS 5'% 5% 9 11 3 — 30-16d 10-16d 3735 5635 638D 6880 4835 5480 5910 i5.50/14 12 3 — 14-SDS Y4III 6-SDS''/'x2%- 2520 5315 5315 5316 3825 3825 3825 5'/ 12:4 4 — 613,16d 22-16d 5515 10100 10100 10100 8685 8685 8685 6/HUC616 5�4 i2"tie 2Yz Min 2016d 816d' 1795 2975 3360 3610 2565 2895 3110 14 5% 12% 214 Max 2&16d 1216d 2695 3870 4365 4695 3330 3760 4045 15.50/10 51A 9 3 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 1612-SDS 5'/z ' 11 3 — 14-SDS Y'x2W 6-SDS Y45c2W 2520 5315 5315 5315 3825 3825 3825 5.50/14 12 5% 12'% 4 — 66-16d 2216d 5515 10100 10100 10100 8685 8685 8685 )-2/ 10-2 7% 9'/s 2Yz Min 14-16d 6-16d i345 2085 2350 2530 1795 2025 2180 14 T/s 9'/e 2% Max 18-16d 8-16d 1795 2680 3020 3250 2305 2605 2800 7.25/10 71. 9 3-Me — 30-16d 111 3735 5635 6380 6880 4835 5480 5910 7.25/10 12 7Y 85A 4 — 46-16d 16-16d 4095 9100 9100 9100 7825 7825. 7825 !-2/ 12-2 7% 11% 2% in 16-16d 6-16d 1345 2380 2685 2890 2050 2315 249D 14 7+/ 11'/s 2% Max 22-16d 816d 1795 3275 3695 3970 2820 3i80 3425 I.25/10 T5/12 7'/4 9 3s/,s — 3016d 10-16d 3735 5635 6380 6880 4835 5480 5910 12 71 4 — 5616d 20-16d 5045 9600 9600 9600 8255 8255 8255 -2/ 4-2 71 13% 2'r4 Min 20-16d 816d 1795 2975 3360 3610 2565 2895 3110 14 7'/a 13% 2'/z Max 26-16d 12-16d 2695 3870 4365 4695 3330 3760 4045 .25/10 7A 9 We — 3016d 10-16d 3735 5fi35 6380 6880 4835 5480 5910 25/14 12 7'/ 12% 4 — 66-16d 2216d 5515 10100 1010D 10100 8685 8685 8685 •2/ 1'2 7'/e 13'/e 2% Min 20-16d 816d 1795 2975 3360 3610 2565 2895 3110 14 7'� 13'/s 2% Max 26-16d 1216d 2695 3870 4365 4695 3330 3760 4045 25/10 7'/ 9 3s/is — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 25/14 12 7% 12% 4 . — 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 2/ 1-2 7'rb 13Y. 2'% Min 20 16d 8-16d 1795 2975 3360 3610 2565 2895 2895 3110 14 7'- 13% 2'fz Max 2616d 1216d 2695 3870 4365 4695 3330 4110 25/10 7'/ 9 31,s — 3016d 10 i6d 3735 5635 6 8 L 6880 4835 5480 5910 25/14 12 7'/, 12'/,s 4 — 6616d 22-16d 5515 10100 i0100 10100 8685 8685 8685 tional hangers see HGU/HHGU on page 107. SIMPSON Strong—VII CoderRef. 19, L12, F8 19, F23 19, L12, F6 19 19, L12, F8 19, F23 19, L12, F8 19, F23 19, L12, F8 19, F23 19, L12, F8 19, F23 19, L12, F8 19, F23 n N 19, L12, F8 19, F23 19, L12, F8 19, F23 19, L12, F8 19, F23 19, L12, F8 19, F23 19, L12, F8 19, F23 ELI See footnotes on 105. cga 77 E GRADE OF LUMBER - 2K4 SYP #2 SPF #1/#2 or better 20(+) OR 2s4 SP #2N OR SPF #1/#2 or better 20 SYP #3 or batter (0) •2r3 MAY Be RIPPED FROM A 2Xo. (PITCHED OR SQUARE) (•") ATTACH PAR VALLEY TO EVERY SUPPORTINO TRUSS VUTHI (2) ted BOX (0.130' X 3.C;')N_AU HEM FOR �FBC OD3.. ASCE ' �_7W,.MP ^ MEAN HEIoHr. ENCLGSED BUILDING. EXP. U. nF.61DENmm.. WIND TC DL--B PSF. CUT FROM 2xe OR LARGER AS REQUIRED e'--0" 4X 6'-0"Max 20'--0" Max (**) ' SUPPOFMNG TRUSSES AT 24- O.C. MAXIMUN SPACING. P „u� Fea carerFiEO ON ENQINEER'S SEALED DESIGN, MPIY 1x4: T—DRACE, 80� MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'—W TOP CHORD OF TRUSS BENEATH VALLEY SET MUST 6E BRACED WITH[ IN'O'iAUli710N ACFIED, MiEU SHEAiFANO APPLIED PRIOR TO VALLEY TRUSS OR ORRUNS AT 74x DO, OR AS OTHERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN EBY VALLEY ER ' TRUSSES •DESIGN IN LIEU OF PURLDI SPADING AS SPECIFIED ON (��• bF�NEATH TTMHE YALL6Y IS MrMURp ALONG THE SLLOPE F THE: TOPFTHE CHOORTRUSS (++) LARGER SPANS FAI DE BUILT AS LONO AS THE VERTICAL HEIGHT DOES HOT EXCEED 12-07. BOTTOM CHORD MAY BE SQUZIRE OR PITCHED CUT AS SHOWN. VALLEY SPACING SQUARE CUT (2) 12d BOTTOM CHORD WRX w2" SQUARE CUT (**)TOE HAIL VAL V Z(- 9 RD OPTIONAL STUB OPTIONAL HIP 9paalyel END VERTICAL JOINT DETAIL 01 Bo ,/=I-r-iTr-ig nol fho raspons16 W of km d2sVner,%plato pataare IIWg �INesa om oo wnw- to 0 ecnen tirartea NhiY is olNM fiN d to CT ore to be areclsd and.7aSleneO l0loRmla In o soagm ona Wmp o iheopnpp h apt dFeoly IQ, (he top cbwdls, Wy. shull a bm I on Iho Im3+ design. Thwas aboll ba han& nah mosQlave wro . FRAMING TO LL 20 20 PSF TC DL 10' 15 PSF pC DL 10 10 PSF 80 LL 00 00 PSF' TOTAL LOAD 40 45 PSF I FIMM 1.25 1.25 Brous 21 ti I SPF 3 o HF v SP M DFL HF w o SP DFL SPF =1 v 0 HF .o iv SP :j ,- DFL CE� b - DOSURE C sPzucE-, FANDAD D 1 sir DOuO-LIUTCH� 1 LIVE LOAD DEFLEOTION CRITERIA IS VZ40' PROVIDE' UPLIFT CONN�gt1GNS FOR 136 PIF )- ER CONTINUOUS BEA01HO. t° mSF TO, OEM ��' °r,BLE. ,, D SUPPORTS LOAD FROM W1, . P>rwoD�ov�RF"�iallo -° ov�FwNanx ,z" A "t.BRACE: WfiH 1Dd NAIIS. 1g i zpF(t�S AND �4- DC. uETwm Ar 7ANEt BRACE¢T ,SPACE NNIS A ZONESS, �IryN , 6" f Nb. zON� ANO 8 OC' 9EIWEEN �INg MusT BE A MINIMUM OF 807E OF WEB MEMBER DABLE VERTIC+a PLATE SI7E6 vwnr.AL N0 9PLloE LESS 4 —0 W OR 293 ORFATER TIWN 4 -0', BUT 2a4 11 2.594 LESS THAN 11� ORFATER 1F ,1 _g 98 D a R PEAK SPLICE AND HEEL PLATES. REFER TO RF1AK1 twvrr. r"" '•" ll' S '1 f 0"� FiecUon 61ach19 not Iho INFImiihmv of inns de olf, plalo B nor Inca foWictor, P-01T�oncugV%8� riwtr d o prohv SOUTHM;N S Fort Pierce D TRUSS 2F rt N. Kia, HI Fort Pl■rco, FL COMPANIES (eao)aaF w.�772)3113- hul'�/•�•"Othcnhw�a"m 0o s 41 B0 %here Iw 111HUno le pppGad dfd spec id on Iht W►0 doaipn. Tm 'Mom to t d a aoteoaanai nt lappgng mqulrvd In womman. wen Off' Maxlmun Total Load 60 P5F 1149 d r►0 spACING AT 74" O.C. cats during Top Chord 2x4 SYP MZ or Bait Chord 2x4 SYP #: or Webs 2x4 SYP #3 or REFER TD SEALED DESIGN FOR DASHED PLATES SPACE PIGGYBACK. VERTICALS AT 4' OC MAX. TS ROOT AND OV R D SPLICES HE� M� BE STAGGERED 50 THAT ONE SPLICE ATTACH pURUNS TO.TOP OF FLAT TOP CHORD, IF PIGGYBACK iS SOLID LUMBER OR THE BOTTOM CHORD IS OMrnED. PURLINS MAY BE APPLIED. BENEATH THE TOP CHORD OF SUPPORTING TRUSS. REFER To ENGINEER'S SEALED DESIGN FOR REQUIRED PURLIN SPACING. THIS DETAIL 15 APPLICABLE FOR THE FOLLOWING WIND COMMONS: LOCA�TEDMPH ANYWHERE N, HOOF. 1 MI. FROM COW CLOSED BLDG. CAT 1, EXp C,'WIND TC, OL-5 PSF, WIND BO DL- PSF 141) MPH; WIND. 30' MEAN NOT. F9 010 �L'DL.%E gLD PS WILTED BCYDRLi IN HOOF FRONT FADE V2 MAY BE OFFSET FROM BACK FACE PLATES AS LONAS BOTH FACES ARE SPACED 4' OC MAX. 12 M12 B OPTIONAL 7rD B WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7'9" NO BRACING TO 10' 10 —r BRACE. SAME GRADE, SPECIES AS WEB MEMBERAND BOX H OF WEB 7'9" ATTACH�WITH Bd NAILS AT 4ER 0/C. 2x4 T' BRACE. SAME GRADE, SPECIES AS WEB 1O' TO 14' MEMBER, OR BETTER AND 809 LENGTH OF WEB MEMBER, ATTACH WITH 16d NAILS AT 4" 0/C. 2' Typical B 1 B B 131 D—SPLICE i I • i *ATTACH PIGGYBACK WiTH B"XBX1/Y COX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES 0 '4'-0" O.C. MAX. JOINT SPANS UP TO A 2x4 2.5x4 2.5x4 3x5 B 4x5 5x6 5x6 5x6 C 1.5x3 1.5x4 1.5x4 1.5x4. D 5x4 5x5 5x5 5x6 lot C I n C C I C. I n _ C V1/ ca r- r-i o r-s _=_:; Erection bmdng is nol the reeponsibilfty of Uwa daigner, plate mamd, nor tress febrkator, persons erecting busses are cautioned to seek profs advice regonliing erecilon bmdng which Is ciaap regLW to praysnt b Fort Pierce D(vision and doadndng daring erecli0M and pelmpnent bracing which may be FeV 259Q a Kings ttigImoY, specific oppileoubmi. Sew 0C51—BI Summery sheet Commenloly end recor KN. 9 dations for hendfmg, inatalfmg & bmc4 meld plate eatelecled Toad messes Fa Pisn e, FL 34G'o Thmes iae to be ereclM and fastened s1 fdalened in o slmlght and plumb (B00)232-0509 (772)464-4160 Fax.(772)31B-0o1S_ _ ___ There no sheating is opptiad dkectiy to the lop chords, they ahcil be bra spldfied s`n -Uie Inns ddesign. Trusses -shop be handle wI'Ih reasonable care Udan to FMI dwoege. Maximun Loading 55psf at 1.33 'Duration Factor 50psf at 1.25 Duration Factor 47psf at 1.15 Duration Factor. SPACING AT 24" O.C. SCAB -BRACE -DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T Brace) is impractical. Scab must cover full length of web +1- 6". I "* THIS DETAIL IS NOT.APLICABLEWHEN BRACING IS "* REQUIREDAT'113•POINTS OR I -BRACE IS -SPECIFIED.- A PLY 2x SCAB TO ONE FACE OF WEB WTH 21 OWS OF 10d (3" X 0.131 ") NAILS SPACED 6"'O.C. S AB MUST BE THE SAME GRADE, SIZE AND S ;, EC1ES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH 2x4 MINIMUM WEB — SIZE -SCAB BRACE MINIMUM WEB GRADE OF #3 I I I I I I � ' I I i I I I 1 Nails Section Detail Scab -Brace Web must be same species grade (or better) as web member. T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / 1-Brace must cover 90% of web length. i Note: This detail NOT to be used to colivert T-Brace / I -Brace webs to continuous lateral braced webs. I I III Nailing Pattern T-Brace 'size Nail Size. Nail Spacing 1x4 �r ix6 10d 8" o.c. 2x4 or,Px6 or 2x8 16d 8" o.c. Not"ll: Nail along entire length -of:T-Brace / I -Brace. (On Two-Ply's Nail to Both Plies) .. ' 1 WEB Nails n / '. t SPACING T BRACE Nails �i� � Section Detail T-Brace =� web alternate po Ition Nails -__ I -Brace Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2- 2x3 or 2x4 1 x4 (*) T Brace 1 x4 (*) I -Bra 2x6 1x6 (*) T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2(8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size j 1 2 2x3 or 2x4 12x4 T Brace 2x4 I -Brace 2x6 - 2x6 T Brace 2x6 I -Brace 2x8 12x8 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, '1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/I-Brace For SP truss lumber grades up to #1 with IX bracing material, use IND 55 for T Brace/I Brace L-BRACE DETAIL III Nailing Pattem . L-Brace sl a Nail Site . Nail Spacing 1 x4 0 10d &"• D.C. 2x4, 6, 018 16d 8" D.C. IIIIte: Nail along entire length of L-Brace• (On Two-Ply's Nail to Both Plies).. I Nails Section Detail L-Brace Web 4CING L-BRACE Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90%of web length: L-Brace rust be same species grade (or.better) as web member.. L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 *** 2x6 US *** 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 *** 2x8 2x8 **• — DIRECT SUBSTITUTION NOT APLICABLE. i' inN ru Truss Type ty Iy Ryan Homes -1452 A d �t452-A ' Al COMMON 1 I � Job Reference (optional)_� Southern Truss , Ft. Pierce, FC 34951 Run: 8 200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M Tek Indusfies, Inc Mon Jul 1612:24:03 2(118 Page 1 ID: EaPOUIwCWA016wSO7vTFdz?5cK-mz7V7uU8F77drg9R_PIFjWwJheGe11FL9phBQgyxujC 7-5-' 13 7-3 21-0-0 —i----- 28-4-13 34-6-13 4240-0 1 i-----7-5-3 7-5- 6-2-0 7-4-13 7-4-13 6-2-0 5.00 12 5 Scale = 1:69.9 I � 3x4 3x4 3x6 t�- i 4 6 3x6 3 7 , I 1.5x4 \\ 1.5x4 2 4 $ I I 2 I 1 1 1 9 W1 yl tom* 3x5 = 15 14 13 12 11 10 3x5 = 3x10 M18SHS It 3x4 = I li 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x10 M1aSHS II 1-0 0 9-2-6 17-0-13 24-11-3 _32-9-10 _ _ _, 4140-0 4,2-" - - - -0�- III 8-2-6 7-10-6 7-10-6 7-10-6 8-2-6 0-0 Plate Offsets 10-0-14 Ede 1:0-04,Ed e , 9:0-0-14,Ed e , 9:0-0-4,Ed e LOADING(psf) I , SPACING- 2-0-0 CSI. DEFL. in poc) 1/detl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL •1.25 TC 0.96 Vert(LL) 0.22 12-13 >999 240 MT20 2441190 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 I 10.0 Code FBC2017/TP12014 Matrix-S Weight: 213 lb FT =10% LUMBER - TOP CHORD 2x4 SP T1: 2x4 BOT CHORD 2x4 SP WEBS 2x4 SP WEDGE LeftIx6 SP No.2, Rig REACTIONS. (lb/size Max Hr Max UI I FORCES. (lb) - Max. TOP CHORD 1-2=: 6-7= BOT CHORD 1-15= i 11-12 WEBS 5-12 4-13= anced roof li ASCE 7-10; rates are I truss has CASE(S) >2 *Except* IM31 31 2x6 SP No.2 1=152910-8-0 (min. 0-1=8); 9=1529/0-8-0 (min. 0-1-8) 1=159(LC 8) :1=-529(LC 8), 9=529(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. /Max. Ten. - All forces 250 (Ib) or less except when shown. 114, 2-3=308311077, 3-4=-296611095, 4-5=2377/865, 5-6=23771865, 095, 7-8=308311077, 8-9=-3258/1114 2934, 14-15=-814/2449, 13-14=814/2449,12-13=-450/1809, 2449, 10-11=-654/2449, 9-10=938/2934 74, 6-12=-6501441, 6-10=-215/564, 8-10=-297/297, 5-13=-329/774, 41, 4-15=2151564, 2-15=297/297 loads have been considered for this design. 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 Mates unless otherwise indicated. lesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *nnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=529, L\GENS���i� PE 76051 l� -a sra o �0,�,� 3 FS ,<OR1DP I i � Type ty P y Ryan Homes -1452 A d 1'aS2-A A2 COMMON 2 1 Job Reference (optional) Soother Tntss , Ft. Pierce. F 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 Mi rek Industries, Inc Mon Jul 161224:04 2018 Page 1 � ID:EaPOUIwCVVA016wSO7vTFdz?5cK E9htLEVmORFUT kdY6pUGkSWR2ctmmfVOTOkyGyxVjP 7-5-3 13-7-3 19-6-0 —T-- �_1-0.0_ 28-4-13 34-6.13 42-6.0 13--�- 6-2-0 — —} 7-5-3 " 7-5-3 6-2-0 5-I0-13 1-6 0 1-6.0 5 td Scale = 1,74.0 ' 3x6 = 3x6 5.00 12 5x5 = I 5 6 7 3x4 3x4 3x6 % 4 8 3x6 3 9 1.5x4 O 1.5x4 //03 2 4 Lh 10 3 1 1 11 1 11 At Iq = 3x5J 17 16 15 14 13 12 3x5 = c 3x10 M18S S 11 I 3xd = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x10 M18SHS I I 1-0-0 9-2-6 17-0-13 .24-11-3 , _ _ _ 32-9-10 41-M 4,2-O f AI 8-2-6 7-10-6 7-10-6 7-10-6 ' 8-2-6 1-0 0 Plate Offsets (X Y) - [1,0-0-4 Ed e] [1.040-14 Edge] [5.0-3-12 0-2-8] [6.0-2-8 0-3-0] p:0-3-12 0-2-8] [11:0-0-14 Edge] [11:0-0-4 Edge] LOAD ING(psf) SPACING- 24)-0 CSI. DEFL. in • (loc) Well L/d PLATES GRIP TCLL I 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.26 14-15 >999 240 MT20 2441190 TCDL 1 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.51 14-15 >968 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.13 11 n/a n/a I BCDLI 10.0 Code FBC20171rP12014 Matrix-S Weight: 211 1b FT =10% LUMBER - TOP CHORD 2x4 SP T2: 2x4 BOT CHORD 2x4 SP. WEBS 2x4 SP WEDGE Left: Ix6 SP No.2, Rig REACTIONS. (Iblsize Max H< Max UI I FORCES. (ib) - Max. TOP CHORD 1-2 1 8-9=-: BOT CHORD 1-17= 1 13-14 WEBS 6-14 4-15= NOTES- 1) Unbalanced roof liv{ 2) Wind: ASCE 7-10; MWFRS (envelope 3) Provide adequate 4) Al; plates are MT20' 5) This truss has bee 6) Provide mechanical 11=517. LOAD CASE(S) Sta 31 "Except' � No.2 31 2x6 SP No.2 1=152910-8-0 (min. 0-1-8). 11=1529/0-8-0 (min. 0-1-8) 1=148(LC 8) 1=-517(LC 8), 11=-517(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc puriins. BOT CHORD 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 quide. Dmp./Max. Ten. - All forces 250 (lb) or less except when shown. 67.11089, 2-3=-3088/1051, 3-4=-3012/1069, 4-5=2368/826, 7-8=2368/827, 12/1069, 9-10=3088/1051, 10-11=3267/1090,5-6=21331810, 6-7=21331810 065/2945,16-17=-764/2428, 15-16=764/2428, 14-15=-427/1826, 615/2428, 12-13=-615/2428,11-12=917/2945 961729, 8-14=590/402, 8-12=232/585, 10-12=318/313, 6-15=296/729, 901401, 4-17=231/585, 2-17=318/312 loads have been considered for this design. t1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; Lumber DOL=1.60 plate grip DOL=1.60. linage to prevent water ponding. dates unless otherwise indicated. lesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :onnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=517, k 1 — cuss toss ype y Ryan Homes - 1452 A d IN 352-A ' �3 HIP2. Job Reference (optional) �Sourhem Truss, Ft_ Pierce, FL 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Ina Man Jul 1612:24:04 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-E9htLEVmORFUT kdY6pUGkSVw2hlmjlVOTQkyGyxVjF 6-3-31 ~ 11-5-5 17-6-0 24-&0 �-- — ", 30.6-11 35.8-13 42-0-0 -� 6-3-3 5-2-1 6�11 7-0.0 6-0-11 5-2-1 63-3^� Scale=1:70.4 ,f 5x7 = 5.00 12 5x5 = I 6 7 3x4 ,�- 3x4 C 3x6 - 5 8 3x6 C 1.5x4 �� 4 W5 9 1.5x4 O CM 4x6 i�-- 3 10 9 46 2 11 1 12 41-3 rM Iq 0 5x7 = 18 17 16 15 0 14 13 5x7 = 3x5 — 3x4 = 4x6 = 3x4 — 3x8 — 46 = 3x4 = 3x5 — I 14-0 1 I 943 17�6-0 24-6-0 424-0 32-7-13 40-M 41 8-0-4 B•1-13 7-" &1-13 B-0-4 01410 0.4-0 1-0-0 Plate Offsets Mn— t1:0-3-10 0-2-8] [6:0-5-40-2-8] I12:0-3-10 0-2-8] LOADI iNG(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 1 20.0 Plate Grip DOL 125 TC 0.93 Vert(LL) -0.20 16 >999 240 MT20 244/190 TCDL 1 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.41 16-18 >999 180 BCLL ; 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.13 12 n/a We BCDL 10.0 Code FBC2017ITP12014 MatrixS Weight 227 lb FT = 10% BRACING- LUMBER- 4.2 TOPCHORD 2x4SP TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. WEBS 2x4 SP �,o.3 WEBS 1 Row at midpt 6-15 SLIDER Left 2x6!SP No.2 2-11-8. Right 2x6 SP No.2 2-11-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1=1529/0 8 0 (min. 0.1-8), 12=1529/0 8 0 (min. 0-1-8) REACTIONS. (lb/sizeio Installation guide. Max H1=133(LC 8) ll'FORCES. Max Ul=-000(LC8), 12=-500(LC 9) (Ib) - Max.mpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-156/1053, 2-3=-3178/1065, 3-4=3036/951, 4-5=-2937/960, 5-6=2355/777, 6-7=2�1241755, 748=235W77, 8-9=2937/960, 9-10=30361951, 10-11=3178/1066, 11-12=13256/1053 BOT CHORD 1-18=1033/2933,17-18=-805/2618, 16-17=-805/2618,15-16=504/2124, I; 14-15 672/2618, 13-14-67212618, 12-13=900/2933 WEBS 3-18Q2371256, 5-18=-711428, 5-16=-643/385, 6-16=165/556, 7-15=117/557, 8-15--�43/385, 8-13=72/427, 10-13=237/256 NOTES- �I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; ult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.0psf h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) (Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate d mage to prevent water ponding. 1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanicai'connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at --lb) 1=500, 12I 500. LOAD CASE(S) Stan rd CENs��`���i_ f PE 76051 \ '_ 1 � 1 STA O //`ass 0W Ij,�NG \��\ I i , �_-I NSS N55 Type Oty Ply an Homes -1452 A d +j.)oTJ f 1'452-A ' A4 HIP 2 1 Job Reference Maq m Soulhern iss , Ft. Pierce, �`- FL 34951 Run: 8200 s Nov 30 2017 Print 8.200 s Nov 30 201Ton ek Industries, Inc. Mon Jul 1612:24:04 2018 Page 1 11 ID:EaPOUIwCWA016wSO7vTFdz75cK-E9htLEVmORFUT kdY60UGkSX62bpmgdVOTOkyGyxVjF I 15-6-0 21-6-13 26-6-0 , 34�-12 , 42-0-0 7-74 7-7- 7-10-12 6-0-13 4-11-3 7-10 12 Scale=1:70.4 5.00 12 5x5 = 5x5 = 3x4 = 5 T36 7 i 3x6 3x6 C 3x4 4 8 3x4 3 6 9 0, 4x4 �i 4x4 A 4x4 2 2 I 10 4x4 R9 WA 4I I T 5x7 = 17 16 15 14 13 18 12 5x7 = o US= 1.Sx4 II 3x6 = 3x4 = 3x8 = 4x6 = 1.5x4 II 3x5 = 3x4 = I 1-0-08 I. 14 15-2-0 20-7-7_ ,___ __ 26_10-0 _ 3311-2 41-0-0 42-M i 7=0-14 7-1-2 5 5 7 6-2-9 7-1-2 ' 7-0-14 1 0 0 Plate Offsets Y — 1 -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 L/d PLATES GRIP TCLL 1 20.0 Plate Grip DOL 125 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 I 0.0 Rep Stress Incr YES WB 0.26 Horz(C n 0.19 11 nla n!a BCDL 10.0 Code FBC2017lrP12014 Matrix-S Weight: 230 Ib FT = 10% LUMBER- BRACING - TOP CHORD 2,4 SP 0.2 *Except* TOP CHORD Structural wood sheathing directly applied. T2: 2x4 P M 31 BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. BOT CHORD 2x4 SP b.2 WEBS 1 Row at midpt 3-17, 6-14, 9-14 WEBS; 2x4 SP 6.3 MTek recommends that Stabilizers and required cross bracing be 'P SLIDEr Left 2x6 No.2 3-8.4, Right 2x6 SP No2 3-8-4 installed during truss erection, in accordance with Stabilizer I I j Installation guide. REACTIONS (lb/Size); II 1=1529/0-8-0 (min. 0-1-13), 11=1529/"-U (min. U-1-13) Max Ho 1=-118(LC 91 Max UPI 1=-480(LC 8), 11=480(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=34'�75/966, 2-3=3149/983, 3-4=-25911846, 4-5=-2506/869, 5-6=2437/904, 6-7= 79/838, 7-8=2505/867, 8-9=25911844, 9-10=3149/984, 10-11=3275/967 BOT CHORD 1-18=- 33/2950, 17-18=933/2950,16-17=61212291, 15-16=-612/2291,14-15=-087/2448, 13-1=/2951, 12-13- IK15l2951, 11-12=835/2951 WEB9 3-18- }314, 3-17=706/420, 5 17=-100/462, 5-15=107/396, 6-14=-435/137, 7-14='�32/627, 9-14=-707/422, 9-12=0/311 1) Unbalanced roof livd'� oads have been considered for this design. 2) Wind: ASCE 7-10; %% It=160mph (3 second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); umber DOL=1.60 plate grip DOL=1.60 3) Pr9vide adequate d' inage to prevent water ponding. 4) This truss has been�esigned for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5) Prc80de mechanical 1(connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)1=480, 11=4 CASE(S) \\` \\ 11VI I. 8 ///�// 4 , GENs�. ( r PE 76051 b �` STA O 4 OR ��1(Illllll Ryan Homes -1452A�1 ;42-A �russType HIP Job Reference (optionaq 951 n: sNov Print 0D s Nov 30 2017 M;-T Industries, Inc. Mon Jul 1612.24:05 2018 Page 1 Soother Truss , Ft. Pierce, FL. ID:EaPOUIwCWA016wSO7vTFdz?5cK iLEFYaWOnkNL58Jp6gLjpx?BRxkVDFed7AIUjyxVjC 7-0-14 13 6 0 21 0 0 28�-0 34 11-2 42 0 0 , 7-0-14 65 2 7-0.0 �— 7-6-0 6 5-2 7-044 Scale=1:69.2 5x7 = 1.5x4 11 5x7 = I 4 5 6 j 5. �12 4 3x4 3 7 rn 4x4 4x4 4x4 2 101 8 4x4 a " 9 d ]q 5x7 = 16 15 14 13 12 11 10 5x7 = o 3x5 = 1-5x4 11 4x6 = 3x8 = 3x4 = 1.5x4 11 3x5 = 3x4 = 46 = 1.4-0 42-M 13E-0 21-" i 28-0-0 i__ 34-11-2 , 4080 41r0-0 5 8.14 6S2 T-0.0 7.6.0 6-5-2- 5.8-14 01" 14)-0 Plate Offsets (X Y)- (1.0-3-10 0-3-0] [4:0-&4 0-2-8) [6:0-5-4 0-2-8] [9:0-3-10 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud 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 FBC2017ITP12014 Matrix-S Weight 223 lb FT = 10% LUMBER- I BRACING - TOP CHORD 2x4 SP b.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP 9.2 BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. WEBSI 2x4 SP 9.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 2x6 P No.2 3-4-13, Right 2x6 SP No.2 3-4-13 installed during truss erection, in accordance with Stabilizer REACTIONS. (Iblsize) Installation guide. II1=1529/0-8-0 (min. 0-1-13), 9=1529/0-8-0 (min. 0-1-13) Max 9) �,1=-103(LC Max UpI ftl=-472(LC 5), 9=-472(LC 4) rUKL.F:Q. tiu) - max. upmp.nwax. i en. - wi lulums cou t1u) u1 1cas e;AucN1 w11011 5liuwl1. TOP CHORD 1-2=-3f81/1030, 2-3=3164/1045, 3-4=-2724/963, 4-5=2855/1104, 5-6=2855/1104, 6-7=-2y�?4/963, 7-8=3164/1046, 8-9=-328111030 BOT CHORD 1-16=897/2955, 15-16=897/2955, 14-15=72312461, 13-14=723/2461,12-13=.719/2461, 11-12=, 719/2461,10-11=894/2955, 9-10=894/2955 WEBS 3-16=0;269, 3-15=-563/351, 4-15=-79/443, 4 13=226/644, 5-13=-457/348, 6-13=-f26/644, 6-11=79/443, 7-11=563/352, 7-10=0/269 NOTES- i) Unbalanced roof live �oads have been considered for this design. 2) Wind: ASCE 7-10; V it=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope};rj:umber DOL=1.60 plate grip DOL=1.60 3) Provide adequate or E12'signed age to prevent water ponding. 4)This truss has been for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanicalnnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)1=472, CASE(S) III 13� ' i � PE 76051 L -�'� I 1 i STA O -� <_O_RIDP��IIi� ss10MAL ENG\\\\\\ i L runs ply Ryan Homes -1452 A G �?452-A I , HIP 2 1 — Job Reference o tional -- Southem russ , FL Pierce, FL 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 16 12:24:05 2018 Page 1 i f ID:EaPOUIwCWA016wSO7vTFdz?5cK-iLEFYaWOnkNL58Jp6gLjpx?1xROxV6Ged7AIUjyxVjC �- 6-0-14 i 11.6.0 i 17-10-0 , -- 24-2-0 30.6.0 i 35-11-2 , 42-0-0 i 6-0-14 5-0 2 6-4-0 6.4-0 6.4-0 5.5-2 6-0-14 Scale=1:69.3 5x5 = 3x4 = 3x6 = 3x4 = 5x5 = 5.001 4 2_5 6 _ 7TA 8 i x4 �X 3x4 C 3 9 4x6 4.6- 2 10 1 �" 11 1�* - o 5x7 = 18 17 16 15 14 13 12 5x7 = 3x = 1.5x4 11 3x8 = 4x6 — 3x4 = 4x6 = 3x8 = 1.5x4 11 3x5 = 1-4-0 42-M 1- 6-0-14 11.6.0 21.0-0 30-0-0 3511-2 40-8-0 4 4$-14 5.5.2 9_" 9$-0 5.5-2 4$-14 Od-0 1.0.0 LOADING(psf) SPACING- 2-0 0 CSI. DEFL. in (loc) Ildefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.31 15 >999 240 TCDL 1 7.0 Lumber DOL 1.25 BC OA5 Vert(CT) -0.56 13-15 >879 180 BCU_ 0.0 Rep Stress lncr YES WB 1.00 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FBC2017/1-PI2014 Matrix-S TOP CHORD 2x4 SP N6.2 BOT CHORD 2x4 SP MII� 1 WEBS I 2x4 SP N0; 3 SLIDER Left 2x6 sP No.2 2-10-5. Right 2x6 SP No.2 2-10-5 (lb/size) 1=1529/0-8-0 (min. 0-1-8), 11=1529/0-8-0 (min. 0-1-8) Max Ho I1=88(LC 10) Max Upf 1=-497(LC 5), 11=-497(LC 4) PLATES GRIP MT20 244/190 Weight: 218 Ib FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. MiTek,recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Coinp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=33o1/1099, 2-3=3248/1113, 3-4=-2888/1051, 4-5=-2638/1010, 5-6=-3280/1257, 6-7=3260/1257, 7-8=2638/1010, 8-9-2888/1051, 9-10=-3248/1113, 10-11=3301/1099 BOT CHORD 1-18=965/2974, 17-18=-965/2974,16-17=1117/3216, 15-16=-1117/3216, 14-15= 1 11513216,13-14=-1115/3216,12-13-96112974, 11-12=-961/2974 WEBS3-17=-403/292, 4-17=208082, 5-17=840/361, 7-13=-840/361, 8-13= 208/782, 9-13=-43/292 I NOTES- 1) Unbalanced roof live oads have been considered for this design. 2) Wind: ASCE 7-10; V 1�=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); umber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drai,• age to prevent water ponding. 4) Thisltruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=497, 11=497. LOAD �\'\\`\, M B/l/,/ PE 76051 \ t i 'O y STA O 4 ID Rp runs - Pe Ryan Homes -1452 A d �14'52-A �� 7 FHIP 1 L Job Reference (oytional) Southern Truss , Ft Pierce, FL 951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 Wek Industries, Inc. Mon Jul 1612:24:06 2018 Page 1 i ID:EaP01 lIwCWA016wSO7vTFdz?5cK-AYodmwXCY2VCiluOgXsyL9YxDrNeEb7osnvrl9yxVit 5-0-14 9-0 0 17-2-9 T 24-9-7 32-6.0 36-11-2 , 42-0-0 - — 5.0-14 4-5-2 7-8-9 7.6-13 7-8-9� 4-5-19 5-044 Scale=1:69.2 5x7 = 1.5x4 !I 3x8 = 3x4 = 5x7 = 5.00 12 4 5 6 7 8 1.5x4'-- 1.5x4 4x6 i 3 9 4x6 a 2R110 02 � 1 • 11 Ic I I� 5x7 = 17 16 15 14 13 12 5x7 = 3x5 = 3x4 = 46 —_ 3x8 = 3x4 = 4x6 —_ 3x4 = 3x5 = 14-0 42.0-0 1 9f-0 17-2-9 24-9.7 32Z 40-M 4 2-0 7-8-9 7-6-13 7-8.9 8-2-0 1 0.4-0 1-0-0 Plate onsets Y I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.38 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC OA2 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 FBC2017lrP12014 Matrix-S Weight: 212 Ib FT =10% TOP CHORD 2.4 SP I T2,T3: e BOT CHORD 2x4 SP WEBS I 2x4 SP SLIDER Left 2x6 (lb/size) Max Hot Max Uol 2 *Except SPM31 No.2 2-3-8, Right 2x6 SP No.2 2-3-8 " (min. 0-1-8), 11=1529/0-8-0 (min. 0-1-8) 9) 5), 11 =-523(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. WEBS 1 Row at midpt 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (Ib) - Max. mpdMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3#3/1204, 2-3=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=321911211, 10-11=3273/1204 BOT CHORD 1-17=-'�b57/2940,16-17=-937/2793,15-16=937/2793,14-15=-1429/3900, 13-14=-934/2793, 12-13=-934/2793, 11-12=1054/2940 WEBS 3-17=- irj6/264, 4-17=14/368, 4-15=559/1341, 5-15=-4341329, 7-14=-474/330, 8-14= 60/1342, 8-12=14/368, 9-12=176/264 1)L 2) V h 3) F 4) -1 5) F 1 anced roof li ASCE 7-10; truss has been ide mechanical have been considered for this design. )mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat II; Exp C; Encl.. GCpi=0.18; -r DOL=1.60 plate grip DOL=1.60 to prevent water ponding. ed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. lion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=523, \\X \PN` .t1 / PE 76051 \ '0 STA O-73 r W <0 DVIZ•�4Ci�� ��lliilll�� q I II ru Truss Type Qly (y Ryan Homes -1452 A cl I14'52-A 18 SPECIAL 1 1 Job Reference (optional) Souihem Tnrss , FL Pierce, FL.� 951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc. Mon Jul 1612:24:06 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-AYodmwXOY2VCiluOgXsyL9YtDTErEb4osnvrl9yxVit ,s ors ors.�n.an. id1�e 71 n11 2741-2 28-2-0 31-4-0 34-6.0 4048-0 42-0-0 '1-4-0' 6-2-0 ' 1-"' 1-6.0' 3-9-14 6-6-2 0-5-Z u-riq .rc-u ii Scale = 1:72.9 1 i 5x5 = 7x8 6 3x6 = 5x5 = 11 7x8 5.00 12 5x5 = 3x4 = 5x5 = 3x4 = 3f 4 25 6 7 89 T 1 T4 12 Tq cc 5x10 \\ 5x10 // m 2 13 14 1 VI CD 21 I 20 19 18 17 16 15U5 _ 3x5 = I 5x5 = 5x6 = 3x8 = 5x6 = 5x5 = I 14-0 1 42-" .1-0-0 . I 7-6.0 14-3.14 i 21-0-0 27-8-2 , 34i'i-0... _ i 40-8-0 414-0 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.58 18 >819 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.90 18-19 >522 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.15 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 226 Ib FT = 10% LUMBER -I BRACING - TOP C ORD 2x4 SP N 2 *Except*. TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. T2,T4: 2x ��SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT C ORD 2x4 SP N ' 2 JOINTS 1 Brace at Jt(s): 10 WEBS 2x4 SP N 13 MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1=1554/0-8-0 (min. 0-1-13), 15=1554/0-8-0 (min. 0-1-13) Max Horz,�l =81 (LC 8) Max Uplif{121=-626(LC 8), 15=-485(LC 4) FORCES. (lb) - Max. Coll p./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 1-2=476�210, 2-3=2779/1103, 3-5=-3806/1587, 5-6=-4048/1672, 6-7= 4569/1841, 7-8=-45P/1841, 8-9=-4024/1556, 9-10=-3784/1477,10-12=3784/1477, 12-13=-2768/946, 1&14=;;489/190, 3-4=-261N 19, 11-12=-295/140, 9-11=290/126 BOT CHORD 1-21=235/489, 20-21=316/489,19-20=1010/2522, 18-19=1597/4048, 1 17-18=!i , 481 /4024, 16-17=-817/2509, 15-16=-217/512,14-15=217/512 WEBS' 2-21=1 97/689, 2-20=68712036, 3-19=-67611700. 6-19=613/364, 6-18=-219/5T7, 7-18=3' /285. 8-18=-315l704, 8-17-637/393, 12-17=741/1755,13-16=-645/2001, 13-15=- 401/543 NOTES- 1) Unbalanced roof live I �ads have been considered for this design. 2) Wind: ASCE 7-10; Vu�-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope); ljtmber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drat �j age to prevent water ponding. 4) This truss has been d lgned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical 1 °nnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (it --lb) 21=626, 15= 85. 6) Grar ihical purlin reprc entation does not depict the size or the orientation of the purin along the top and/or bottom chord._ LOAD ASE(S) Standa Ivi_B(c9/��i / PE 76051 ST 0� /l � ORID_ j�S jrA 1 !I I ill IJoE- cuss Uly Homes -1452 A d 4452-A A8G HIP TyTRyan Reference (optional) -'J-- - Souihem Truss ,- FL Pierce, Fll � 34951 Run: 8.200 s Nov 30 2017 Print: 8:200's Nov 30 2017 MiTek Industries, Inc. Mon Jul 161224:09 2018 Page 1 ID:EaPOUI WCV\1A016wSO7YTFdz?5cK-a7UmOxZvrztn7-ldbLgPfznAM43N2RyN EYk8VdUyxVj1, 1-4-0 76-0 12-11-14 16-3-15 i 23-6-1 29-0-2 , 34-6-0 i a0.8.0 5 4- 2 -' 8 5 14 TWO _Az 1-4-0 &2 5 574 5 4-2 5 4 2 Scale = 1:69.2 5.00 12 5x7 = 1.5x4 11 3x8 = 4z6 = 1.5x4 11 3x4 = 5x7 = 3 22 23 4 24T9 25 265 27 6 28 7 29 30 T9 318 32 33 9 W x9 \\ 6x9 // a 2 I 1' 10 11 Iq 21 20 34 35 19 18 36 37 38 17 39 40 41 16 42 43 15 14 44 45 46 13 12 3x5 = 3x5= 5x5 = 3x8 M18SHS= 1.5x4 11 3x8 = 3x5 = 5x5 = 3x8 = 5x6 W8= 11-4-0 42-0-0 1 0 4 , 7 12-11-14 18 315 23 81 29 0 2 34 6-0 AO fi-2I 5-5-14 5-0-2 5-0-2 5.4-2 5.5-14 6-2-0 Or4W ' 04.0 1-0-0 I -late vn5ets tA,rr- Lc:u r1 1 �in, LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.60 16-17 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.51 Vert(CT) -0.83 16-17 >568 180 M18SHS 2441190 BCLL BCDL 0.0 10.0 Rep Stress Incr NO Code FBC2017frP12014 WB 0.80 Matrix-S Horz(CT) 0.12 12 nla n/a Weight: 432 lb FT =10% u LUMBER - TOP CHORD 2x4 SP I BOT CHORD 2x4 SP I WEBS I 2.4 SP I OTHER S 2x4 SP I REACTIONS. (lb/size) Max Ho Max Up'. FORCES. (lb) - Max. ( TOP CHORD 1-2� 7 10-11= BOT CHORD 1-21= 19-35-- 37-38= 40-41= 15113= 45-46= WEBS 2-21=- 5-17=( 10-13= NOTES- 1) 2-plt truss to be cone Top chords connecte Bottom chords connt Webs connected as merr bar 19-3 2x4 -1 at 0-9-0 oc, member 2x4 11 row at 0-9-0 i 2) All loads are conside connections have be 3) Unbalanced roof live 4) Wind: ASCE 7-10; V MWFRS (envelope); 5) Provide adequate dr. 6) All plates are MT201 G71"&WVt%%NSn I UKAGUYU- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. (min. 0-1-8), 12=2852/0-8-0 (min. 0-1-8) 5), 12=-1298(LC 4) lax. Ten. - All forces 250 (Ib) or less except when shown. 2-3=5434/2601, 3-22=7744/3791, 22-23=7743/3791, 4-23=7743/3791, 91, 24-25= 7743/3791, 25-26=-7743/3791, 5-26=-7743/3791, 37, 6-27=9097/4437, 6-28=9097/4437, 7-28=-9097/4437, 37,'29-30=-9097/4437, 30-31=9097/4437, 8-31=9097/4437, '97, 32-33=-7755/3797, 9-33=-7755/3797, 9-10=-5432/2600, 8f766, 20-21=-4261766, 2034=-2311/4943, 34-35=-231114943, 311/4943, 19-36=4335/9118, 18-36=-4335/9118, 18-37=-4335/9118, 335/9118, 17-38=-433519118, 17-39=-433519118, 39-40=-4335/9118, 335/9118,16-41=-4335/9118, 16-42=3682f7754, 42-43=3682/7754, 682f7754, 15-44=368217754, 14 44=-3682f 754, 14-45=2307/4941, 307/4941, 13-46=2307/4941, 12-13=374/770, 11-12=374f770 69/1274, 2-20=-1990/4224, 3-19=-1578/3274, 4-19=5721500, 5-19=1615/767, 30, 7-16=-553/491, 8-16=745/1578, 8-14=1388/886, 9-14=-1587/3289, 987/4219, 10-12=-2567/1273 cted together with 10d (0.131"x3") nails as follows: as follows: 2x4 -1 row at 0-9-0 oc. ed as follows: 2x4 -1 row at 0-9-0 oc. lows: 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, ((I f lw at 0-9-0 oc, member 4-19 2x4 -1 row at 0-9-0 oc, member 19-5 2x4 -1 row at 0-9-0 oc, member 5-17 2x4 -1 r�qw` N) - B i-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 4N P _ �r 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- d equally applied to all plies,. except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply lZry"?i i provided to distribute only loads noted as (F) or (B), unless otherwise indicated. \ i ads have been considered for this design. / PE 76051 r =160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., G I-- Jmber DOL=1.60 plate grip DOL=1.60 I- f Iage to prevent water ponding. STA O tes unless otherwise indicated. signed fora 10.0 psf bottom chord live load nonconc6rrent with any other live loads. 0 `.�0RI9P�� ZONAL - �11(Ililll\ NOTES- 3) Providemechanical co' erection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at --lb) 21=1298, 12=1298. 9) Hangg(s) or other conr ection 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 lbup at - 1-6-12, 941b down and 139 Ib up at 13-6-12, 94 lb down and 139 Ib up at 15-6-12, 94 lb down and 139 Ib up at 17-6-12, 94 lb down and 139 lb up at 19-&12, 94 lb down and 139 lb up at 2140-0, 94 lb down.and 139 lb up at 22-54, 94 lb down and 139 lb up at 24-54, 94 lb down and 139 lb up at 26-5-4, 94 lb down and 139 lb up at 28-5-4, 94 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 lbup at 7-", 70 lb down at 119-6-12, 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 19-6-12, 70 lb down at 21-0-0, 70 lb down at 22-54, 70 lb c ii wn at 24-5-4, 70 lb down at 26-5-4, 70 ►b 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. The des, gn/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standar j 1) Dead + Roof Live (balaIced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, ;9=54, 9-11=54, 1-11=20 Concentrated Loads (I Vert: 3=129(B =94(8) 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(8) 31=-94(B) 32=94(B) 33 4(B) 34=-47(B) 35=-47(B) 36=-47(B) 37=47(B) 38=-47(B) 39=-47(B) 40= 47(B) 41=-47(6) 42=-47(B) 43=-47(B) 44=-47(B) 45=-47(B) 46= 47(B) it I I� i i i I I PE 76051 t` STA 0. ' s OVAL ECG it I.JoFi — ~ russ Ftoss ype Uty y Ryan Homes -1452 A d Li452-A ' I 81 COMMON 1 1 Job Reference o tionap Soudiem Truss, Ft. Pierce, FL. 34951 Run: 8.200 s Nov 30 2017 Print: 8200 s Nov 30 2017 M7ek Industries, Inc- Mon Jul 16 12:24:09 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-a7UmOxZvrztnZldbLgPfznAOM3KhR6GEYk8VdUyxVjM 6-2-7 10-8.0 r 15-1-7 204-0- 6-2 7 4-5-9 4-5-7 5-2-9 Scale=1:33.5 44 = I i 3 I 5.00 12 U4 U4 2 4 5 4x4 I 1 1 6 H 1 1 IC!a 3>4= I 9 8 7 3x9 11 3x4 = 3x4 = 3x4 = 3x6 II 1-0-0 7-11-13 13-4-2 20-4-0 140.0 "1 6-11-13 5.4-5 6-11-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-9 >968 160 BCLL I Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 6 n/a n/a BCDL I 10.0 Code FBC2017JTP12014 Matrix-S Weight 96 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP NoJ2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc pudins. BOT C ORD 2x4 SP N 2 BOT CHORD Rigid ceiling directly applied or 8-8-5 ocbracing. WEBS 2x4 SP N 1.3 ' 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. SLIDER Right 2x6! P 140.2 2-9-10 I � REACTIONS. (Ib/size) 74010-8-0 (min. 0-1-8),1=740/0-8-0 (min_ 0-1-8) Max Ho=-81(LC 9) Max Upl' 252(LC 9), 1=258(LC 8) FORCES. (Ib) -Max. C ,II p.Uax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=13 "1/484, 2-3=-1206/440, 3-1=1121/405, 4-5=1215/442, 5-6=1274/428 BOTCH 1-9=-45 1224, 8 9=204/837, 7-8=204/837, 6-7-31911093 WEBS 2-9=29Eds 272, 3-9=-182/449, 3-7=139/329 NOTES- 1) Unbalanced roof live I have been considered for this design. 2) Wind: ASCE 7-10, Vu-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 1 mber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical c �nection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 6=252, 1=258. LOAD CASES) Standa d < GENs�. {{ PE 76051 i STA O� ARID I0 —� toss cuss ype Ryan Homes -1452 A d 1'452-A I B2 COMMON �1 1 Job Reference (optional) -.oumem iruss , n. tierce. 5.00 (12. 1x4 2 , ID:EaPOUIwCWA016wS07vTFdz45cK-a7UmOxZvrztnZldbLgPfznAQM3KhR6MEYk8VdLF VjK 11-4-0 3x4 = 5x5 = 3x4 = 3 4 5 10 3x4 = Scale=1:34.6 1x4 6 so 7 4x4 zz: v 1 8 �o 9 3x4 = 3x6 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-11 >999 240 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 nla n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S TOP CHORD 2x4 SP N BOT CHORD 2x4 SP N WEBS I 2x4 SP N WEDGE Left: 2x6 SP No.2 SLIDER Right 2x6 REACTIONS. (lb/size) Max Hor, Max Upk FORCES. (Ib) - Max. G TOP CHORD 1-2=13 3-4=1C BOT CHORD 1-11=-4 WEBS 1 2-11=-2 NOTES= 1) Unbalanced roof live 2) Wind, ASCE 7-10; VL MWF,RS (envelope);1 3) Provide adequate dra 4) This Truss has been d 5) Provide mechanical c 1=253. LOAD CASE(S) Standa . P No.2 2-9-10 BRACING - TOP CHORD BOT CHORD =740/0-8-0 (min. 0-1-8),1=740/0-8-0 (min. 0-1-8) =-76(LC 9) =-247(LC 9), 1=253(LC 8) ip./Max. Ten. - All forces 250 (Ib) or less except when shown. 11468, 2-3=1204/424, 5-6=-11201391, 6-7=-1211/427, 7-8=1268/413, i/416, 4-5=995/389 i11215,10-11=192/839, 9-10=192/839, 8-9=305/1088 1/258, 4-11=-172/436, 4-9=131/317 PLATES GRIP MT20 244/190 Weight: 95 lb FT =10% Structural wood sheathing directly applied or 4-2-13 oc purlins. Rigid ceiling directly applied or 8-10-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. have been considered for this design. 3mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; or DOL=1.60 plate grip DOL=1.60 to prevent water ponding. ed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Rion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 8=247, rUss yips -- ly Ryan Homes - 1452 A d f45, I I 3 HiP 1 1 Job Reference (optional) - Soutaem Truss FL Pierce, FL., 34951 Run: 8.200 s Nov 302017 Print: 8.200 s Nov 30 2017 Mil-ek Industries, Inc. Mon Jul 16 i2:24:10 2018 Pagel , ID:EaPOUIwCWA016WSO7VTFdz?5cK-2J28bHaXcH?e6vCnvNwuW?iX6SelAaeNmOu3AwyxVjJ 8-0-0 — 134-0 —i - 204-0 ------ 8-" 55--4-0 7-0-0 Scale=1:33.2 4x4 = Sx7 = 2 3 5.00[12 cb m 4 1 to 6 3x4 — 7 6 5 3x9 11 3x4 = 3x4 — lx4 II 3x4 = 3x8 11 1-0 0 8-0-0 13 4 0 20-4-0 1-0-0 7-0-0 5-4-0 7-0-0 Plate Offsets MY)— [1:0; ,173-2],[1:0-1-14,0-0-2],[2:0-2-4 0-2.41[3.0.5-4 0-2-8i [4:0-2-8 0-4-2] LOADING(psf) i SPACING- 2-0-0 CSI. DEFL. in (foe) 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/TPI2014 Matrix-S Weight: 91 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP Nc& *Except* TOP CHORD Structural wood sheathing directly applied. T3: 2x6 SgjNo.2 t BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. BOT CHORD 2x4 SP No 2 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP Ne installed during truss erection, in accordance with Stabilizer Installation guide: Left: 2A SP No.2, Righta x4 SP N0.3 REACTIONS. (lb/size) 74010-8-0 (min. 0-1-8), 1 =740/043-0 (min. 0-1-8) Max Horz =61(LC 8) Max Upl' 228(LC 9), 1=-235(LC 8) FORCES. (lb) - Max. Cc p./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12 .4/395, 2-3=1118/408, 3-4=1228/380 BOT C90RD 1-7=-29(V 112, 6-7=270/1061, 5-6=270/1061, 4-5=-273/1056 WEBS , 2-7=0/2 1) Unbalanced roof live I$Ods have been considered for this design. 2) Wind: ASCE 7-10; Vui ,I 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drei age to prevent water ponding. 4) This truss has been d11igned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical cdnnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 4=228, LOAD INS i PE 76051 i 1 0 ��S�ONAL //11111110 Jov - T toss cuss ype ty y Ryan Homes -1452A cl 14b2-A G HIP 1 1 Job Reference (optional) Southern Truss, Ft. Pierce, FL., 951 Run: 6.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 Mi rek Industries. Inc. Mort Jul 1612.24:10 2018 Page 1 I', ID:EaPOUIwCWA016wSO7vTFdz?5cK-2J28bHaXcH7eBvCnvNwuW?idtShnAX7NmOu3AwyxVjJ { — -- 6r0-0 10-8-0 15-4-0 21-4-0 - I --r--- —T 6=0 0 4 4 8 0 6-ID-0 Scale = 1:34.6 I I 4x7 1x4 II 4x7 = 5.00 1 3 12 13 14 15 5 - In 4x4 it 6 4x4 2 0 � N 1 7 1 I 10 3x41= 11 16 10 9 17 18 8 3x4 = 5x5 = 1x4 II 3x4 = 1x4 II 5x5 = I 3x8 it 1-0 0 6-0-0 10-8-0 15-4-0 20-4-0 r 1-0-0 hl 0 4-8-0 41-0 5-0-0 5-" Plate Offsets - 1:0�A:10,Ed e , 3:0-5-4,0-2-0, 5:0-5-4 0-2-0:0-4-10,Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.15 9 >999 240 MT20 2441190 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 I 10.0 Code FBC2017(rP12014 Matrix-S Weight 1031b FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP N ' 2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc puriins. BOT CHORD 2x4 SP N u'2 BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. WEBS 2x4 SP N�13 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 2x6 S No.2 2-10-12, Right 2x6 SP No.2 2-10-12 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) =1109/0 8-0 (min. 0-1 -8), 7=1109/0-8-0 (min. 0-1-8) Max Ho 1=-46(LC 9) Max Upli - 541(LC 8), 7-541(LC 9) FORCES. (Ib) - Max. C , p./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=22 11147, 2-3=2213/1160, 3-12=2601/1401, 12-13=-2600/1400, 4-13=2600/1400, 1 4-14=1,111 00/1400, 14-15=2600/1400, 5-15=-2601/1401, 5-6=-221311160, 6-7=22147 BOT CHORD 1-11=-1 (4/2041, 11-16=-1005/2055, 10-16=100512055, 9-1 0=1 005/2055, 9-17=-1 04/2055, 17-18=-1004/2055, 8-18=1004/2055, 7-8=1003/2041 WEBS!. 3-11=-2 /342, 3-9=-347/683, 4-9=-453/404, 5-9=3471683, 5-8=-29/341 NOTES- 1) Unbalanced roof live 1 ds have been considered for this design. 2) Wind: ASCE 7-10; Vu =160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 11umber DOL=1.60 plate grip DOL=1.60 3) Provide adequate dra �age to prevent water ponding. 4) This ltruss has been d signed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical c nnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=541, 7=541. 1� 6) Hanger(s) or other c I nection 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 Ib u' lat 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 121 Iti 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 dowel at 10-0-12, 41 I , 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 deli n/selection of s ctt connection device(s) is the responsibility of others. 7) In thI LOAD CASE(I section, loads applied to the face of the truss are noted as front (F) or back (B). LViiIJ \.NOCtoI otdllu" IIU \\�- tvt, LPL 1) Deatl +Roof Live (ba nced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 'a-�GENS Vert: 1-3=54 3 5=54, 5-7-54, 1-7-20 Conlcentrated Loads b) P E 76059 Vert: 3=74( 5=-74(B)10=27(B) 11=-106(B) 8--106(B) 12=-55(B)13=55(B)14=-55(B)15=-55(B)16=27(B) 17;Z / 18=27(B) t f I I I f dt, S_ O(� ORIO I 1 II _ _ RJSS�— ty Y Ryan Homes - 1452 A G 1' 52-A rs COMMON 2 1 Job Reference o tional) L Southern Truss , FL Pierce. FL., _ 951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nav 30 2017 MTek Industries, Inc. Mon Ad 1612:24:11 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-XVcWpdb9Na7Vp3nzS5R72CFiYs?4v00X?2dciMyxVjl 5-7_14 9-0-0 _ —� 17-0-0 �— --� F —7-- - —5-7-14 i--.— 3-4-2 "_0 I Scale = 1:27.4 i 4x4 = 3 f 5.00 12 1x4 -� 2 I 4x7 11 4 d� c 3x4 = 7 6 319 Il I 3x4 — 3x4 = 5 � 11 0-0 I 9-0-0 17-M 1-0-0 lil 7-8-0 8-0-0 _ Plate Offsets (X Y)= f 1:0=�0-01-3-2] [1:0-1-14 0-0 2] [4:0440-2-01 I LOADING(psf) i SPACING- 2-0-0 CST. DEFL. in (lox) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.17 1-6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.35 1-0 >558 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 67 lb FT =10% LUMBER- BRACING - A ..M....11.:.....i:-....N.... ..1:..A .... A 7 1 n n ..A; ..-4 BOT CHORD 2x4 SP No end verticals. -, WEBS 2x4 SP No53'Except* J BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. W3: 2x6 S No.2 MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left:2x SP No.2 Installationguide. REACTIONS. (lb/size)=60810-8-0 (min. 0-1-8), 1=60810-8-0 (min.0-1-8) Max Horz =86(LC 8) Max Upti 206(LC 9). 1-213(LC 8) FORCES. (lb) - Max. Co p./Max. Ten. - All forces 250 (lb) or less except when shown. _TOP CHORD 1-2=-10, 1 /388, 2-3=814/280, 3-4=-866/254, 4.5=-530/246 BOT CHORD 1-7=37 .928, 6-7=-3771928, 5-0=171f717 WEBS 2-6=30 �I�248, 3-6=-45/409 NOTES 1) Unbalanced roof live I ds have been considered for this design. 2) Wind: ASCE 7-101 Vul' 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Umber DOL=1.60 plate grip DOL=1.60 3) This truss has been d igned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical "nnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) 5=206, 1=213. LOAD CASE(S) Stand- �l ow U r/w//� L\GENSF` PE.76051 13 �� STA O may' sS70MAL ENG \��\ f/11111M 1 I Ift russ ^TTr ss i y —�iaty Ply Ryan Homes -1452 A d 452-A Lr 2 (COMMON 1 Job Reference (optional) iouthem TWss , Ft. Pierce, FL.; 951 � Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 Mi fek Industries, Inc" Mon Jul 16 12:24:11 2018 Page 1 ID:EaPOUIwCVVA016wSO7vTFdz?5cK-XVcWpdb9Na7Vp3nzS5R72CFnWs?7v04X?2dciMyxVj 5-7-14 8-0-0 9-0-0 10-0-0 , 17-0-0 _ _ 5-7-14 — _ 24-2 -- —1-" 14)-0 74)-0 Scale =1:28.1 3x4 = 1x4 !I 53x4= 3 4 5.00 FIT I Q 2 47 11 6 k I 9 Jg�iI 8 (3x4 3x4 = 3x4 = 7 I 140-0 4- 9-0-0 17-0-0 1-" 04 lil 7-8-0 8.0-0 Plate Offsets (X.YI— I'll :0 )-0.1-3-21.11:0-1-14.0-0-21. f3:0-2-0.0-2-111. f5:0-2-0.0-2-111, 16:044,0-2-M LOADING(psf) SPACING- 2—" CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 1-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.36 1-8 >541 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 67 lb FT = 10% LUMBER - TOP CHORD 2x4 SP I BOT CHORD 2x4 SP I WEBS I 2x4 SP I W3: 2x6 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) Max Ho Max Up FORCES. (lb) - Max. ( TOP CHORD 1-2=1 4-5=7 BOT CHORD 1-9=3 WEBS 1 2-8=2 1) Unbalanced roof live 2) Wind: ASCE 7-10; Vi MWFRS (envelope); 3) Provide adequate dr, 4) This1truss has been c 5) Provide mechanical c 1=265. LOAD CASES) Stand, 'Except' No.2 =608/0-8-0 (min. 0-1-8), 1=608/0-8-0 (min. 0-1-8) =78(LC 8) =-197(LC 9), 1=205(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-14 oc bracing. MPTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. ix. Ten. - All forces 250 (lb) or less except when shown. 2-3=828/264, 5-6=-889/242, 6-7=526/235, 34=744/273, 4, 8-9=346/914, 7-8=164/744 9, 4-8=-28/398 have been considered for this design. )mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; ;r DOL=1.60 plate grip DOL=1.60 to prevent water ponding. ad for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. lion (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at --lb) 7=197, PE.76051 \; �'w 1 } ,E� I 61 t -'�, r ss russ Type oty—jP y Ryan Homes -1452 A d I f1'452-A I G HIP 1 j 1 Reference optional) Southern Truss, Ft. Pierce, FL, 34951 Run: 8.200 s Nov30 2017 Print: 8200 s Nov 30 2017 MTek Industries, Inc, Mon Jul 1612.24:11 2018 Page 1 I- 1 !4-0 -- I ID:EaPOUIwCWA016wSO7vTFdz?5cK XVcWpdb9Na7Vp3nzS5R72CFkTs2ovllX?2dciMyxVjl 6-0-0 12-0 0 16-8-0 18-0-0 --- —i-- - -,— 14, -0 4M "-0 443-0 14-0 Scale=1:29.1 47 = 4x4 1 3 12 - 13 4 5.0 12 -7 3x6 11 3x6 11 2 5 N 6 1 I 3x4 = 9 14 3x4 = 10 8 11 1x4 II 44 = 3x4 = 7 i 10-0 -4 6-0-0 12-0-0 16-8-0 1 18-0.0 1-H 4-8-0 640-0 448-0 1 0 0 Plate Offsets Y 2:0-, 11 1-2-8 , 3:0-5-4,0-2-0 5:0.1-11,1-2-8 LOADING (psf) j 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 nla n/a BCDL 110.0 Code FBC2017rrPI2014 Matrix-S Weight: 72 lb FT = 10°% LUMBER 11 - TOP CHORD 2x4 SP No. 'Except' I T2: 2x4 SP 31 BOT CHORD 2x4 SP M 3 ' WEBS 2x4 SP No. I _ REACTI NS. Qb/size)-8-0 (min. 0-1-8), 7=928/0-8-0 (min. 0-1-8) Max Horz =46(LC 8) Max Upliftl=-462(LC 8), 7=-462(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Co Ip./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=119, f606, 2-3=1356f721, 3-12=1192/683, 12-13=-1192/683, 4-13=1192/683, 4-5=135�r 20, 5-6=1198/606 BOT CHORD 1-11=59 1184, 10-11=606/1184, 9-10=604/1192, 9-14=-604/1192, 8-14=-604/1192, 7-8=592 j 184, 6-7=592/1184 WEBS 2-11= 46 /318, 3-10=0/285, 4-8=0/284, 5-7=463/318 NOTES -.I 1) Unbalanced roof live to ds have been considered for this design. 2) Wind: ASCE 7-10; Vult==160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); L tuber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drairI ge to prevent water ponding. 4) This miss has been de `gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical coI I ion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=lb)11=462, 6) Hanger(s) or other con ction devices) 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 lb up 8-0-12, and 55 lb down and 107 lb up at 9-11-4, and 121 lb down and 169 lb up at 12-0-0 on top chord, and 106 lb down and 100 lb up E 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 III The design/sei ion of such connection device(s) is the responsibility of others. 7) In the OAD CASE(S)ection, loads applied to the face of the truss are noted as front (F) or back (B), LOAD C 1) Dead Loads (pif) Vert: 1-3=5i trated Loads Vert: 3=-74(f Lumber Increase=1.25, Plate Increase=1.25 4-6=54, 1-6=20 9=27(F)10=106(F) 8=106(F)12=55(F)13=55(F)14=-27(F) It,ss cuss ype ty Ply — � �6 JACK 4--� Southern T i ss , Ft. Pierce, FL, P 951 Run: 8.200 s Nov 30 2017 Prn ID:EaPOU1wCWA016wSO 1-9-14 5-6.6 i 3-8-8 IL 3.54 12. U49 T18 W1 1 Li Bb 2x4 = 10 7 2x6 II 0 4 11 6 5 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud TCLL 20.0 Plate Grip.DOL 1.25 TC 0.38 Vert(LL) -0.07 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.09 6-7 >834 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.02 4 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS I 2x4 SP REACTIONS. (Ib/size) Max Hon. Max Uplil Max Gra) FORCES. (tb) - Max..Ci NOTES- 1} Win ASCE 7-10; Vu MWFS (envelope):1 2) This Truss has been d 3) Refe j to girder(s) for 4) Provide mechanical c 5) Hanger(s) or other co. lb down and 110 lb uE at 2-"_0 71 lb up at design/selection of su 6) In the LOAD CASES LOAD CASES) Standai 1) Dead + Roof Live (bal Uniform Loads (plf) Vert: 1-4=54, Concentrated Loads ( Vert: 8=72(F= I I ;hanical, 5=108/Mechanical, 7=25410-11-5 (min. 0-1-8) 4) 4), 5=-57(LC 4), 7=166(LC 20) 17), 5=108(LC 1), 7=254(LC 1) Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 2441190 Scale = 1:16.7 Weight: 30 lb FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; nber DOL=1.60 plate grip DOL=1.60 gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ss to truss connections. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 4, 5 except at --lb) 7=166. action device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 lb up at 2-11-0, 30 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 11-0, and,5 lb down and 2 lb up at 5-8-15, and 5 lb down and 2 lb up at 541-15 on bottom chord. The connection device(s) is the responsibility of others. action, loads applied to the face of the truss are noted as front (F) or back (B). Lumber Increase=1.25, Plate Increase=1.25 B=36)10=94(F=47, B=47)11=3(F=2, B=2) PE 76051 �. 1 1 ' STA O 40 ' i ru=_Type — TQty Ply Ryen Homes - 1452 A d Job Reference o tional cwuthem Truss , Ft.Pierce, FL., 951 Run:: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 1612:24:12 2016 Page 1 ID:FaPOUIwCWA016wSO7vTFdz?5cK-?h9vOzbnOuFMQDLAOozMbQo OGQteTBgEiN9EpyxVjH µ— 6-4-7 _�----E--- — 10-5-12 1-9-14 46-9 4-1-5 :17.1 10 3.54 F12 3x4 3 ' 9 T1 3x6 II 3 2 W2 1 'I W1 131 3x4 = 11 7 12 6 5 1x4 II 3x4 I f 8 1 14-4 1-9-14 6-4-7 105-12 10 12 14-4 J 0-5-11 4-6-9 4-1-5 1 Plate Offsets (X Y)- [2:0' 8 0-1-121 [2:0-1-7 1-7-141,(8:0-0-0,0-1-121 LOADIN6(psf) i SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL i 20.0 Plate Grip DOL 1.25 TC OA5 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 1 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 41 lb FT =10% LUMBER- BRACING - TOP CHORD 2x4 SP No 12 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No '2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No 0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ REACTIONS. (lb/size) i4=111/Mechanical, 5=234/Mechanical, 8=481/u-11-5 (min. 0-1-t3) Max Horz,=153(LC 4) Max Uplift=-94(LC 4), 5=104(LC 4), 8=-186(LC 4) FORCES. (lb) -Max. Co I p./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=381 115, 2-9=-443/159, 3-9=394/l69 BOT CHORD 1-8=10 V383, 8-11=249/383, 7-11=249/383, 7-12=249/383, 6-12=249/383 WEBS 2-8-30 190,3-6=-431/281 NOTES-, Wind: ASCE 7-10; Vul �-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h-15ft, Cat. II; Exp C, Encl., GCpi=0.18; MWFRS (envelope); tuber DOL=1.60 plate grip DOL=1.60 2) This �russ has been d ' igned for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 3) Refer to girder(s) for thuss to truss connections. 4) Provide mechanical conection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=1b) 5=104, 5) Hanger(s) or other cog0ection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 5-0-7, 23 Ib down and 38 lb up at 7, and 51 lb down and 93 lb up at 7-10-6, and 51 lb down and 93 lb up at 7-10-6 on top chord, and 4 lb up at 5 0-71, 4 It u, at 5-0YIN 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 respo, " ibility of others. 6) In th LOAD CASE(S}��IIs ion, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standa, 1) Dead +Roof Live (ba� nced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54 -5=-20 1 `� �! Con nVedd10 a39((I )19, B-19)11=7(F=4, B=4)12=24(F=-12, B=-12) P E 76051 \\\`\� [Vl . B�N //��/� GE� i / 40 I I I t f� STA O I I 452-A 1''y f rcyan nomes- 4 1 Job Referen� s Nov 30 2017 Print 8.200 s Nov 30, 1-CA 4 1-6-0 0 N tZ O Scale = 1:7A LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code F13C2017ITP12014 Matrix-P Weight: 5 lb FT =10% LUMBER- l BRACING - TOP CHORD 2x4 SP o.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD 2x4 SP '62 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=95/Mechanical, 3=14/0-5-0 (min. 0-1-8) Max Ho 2=124(LC 1), 3=124(1_C 1) Max Up kft 54(LC 8) Max Gr' `.2=95(LC 1), 3=29(LC 3) FORCES. (lb) -Max.Ilt--160mph omp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wihd: ASCE.7-10; (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C, Encl., GCpi=0.18; MWFRS (envelope)�!truss (Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has beenesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) fo to truss connections. 4) Provide mechanical' onnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 5) Non Standard bean ig condition. Review required. LOAD CASES) Stan' rd I II� ENS���i PE 76051 �r 1 L 'o S 3 11-! I NAL ►Q fJp}jiT— ruf ussType y Ryan Homes-1452Ad i- 52 A 2 JACK 8 1�',,Iruss A I Job Reference (optional) Southern Tru , FL Pierce, FL.; 951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc Mon Jul 1612:24:12 2018 Page 1 I ID:EaPOUIwCWA016wSO7vTFdz?W?h9vOzbn8uFMQDLAOozMbQo4NGVfeVJgEiN9EpyxVjh Scale = 1:8.5 3 5.00 f'2 2.2 11 I i / T1 1 W1 B1 4 I 2x4 = I 5 i 1-0A 2-0-0 1-0-0 1-0-0 Plate Offsets (X,Y)- [2: 60-12,0-1-12],(2:0-1-11,1-2-8],[5:0-0-0,0-1-12] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 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 I Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 ! Code FBC2017/TP12014 Matrix-P Weight: 7 lb FT =10% LUMBER - TOP CHORD 2x4 SP I BOT CHORD 2x4 SP I WEBS 2x4 SP I REACTIONS. (lb/size) Max Ho Max Up Max Gr. FORCES. (lb) - Max. ( NOTES- 1) Wind: ASCE 7-10; V MWFRS (envelope); 2) This truss has been 3) Refer to girder(s) for 4) Provide mechanical LOADICASE(S) Stand BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. lechanical, 4=-43/Mechanical, 5=223/0-8-0 (min. 0-1-8) 8) C 1), 4=43(LC 1), 5=-66(LC 8) 8), 5=223(LC 1) Ten. - All forces 250 (Ib) or less except when shown. )mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; er DOL=1.60 plate grip DOL=1.60 ed for a 10.0 psf bottom chord live load non concu rrent with any other live loads. to truss connections. %on (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5. job -�-ITruss I rusS Type Ply Ryan Homes -1452 A d i452-A +— 3 JACK I 4 1 I L Job Reference (op6onal) - aouu�em � russ , ri. rien:e, ID:EaP0U1wCWA016wS07vTFdz?5cK TujHEJcPvCOD2Nw aVUb7dKFzgryNyi: TM jnOy jG 14-0 3-" F 14-0 F-- 2-2-0 Scale = 1:11.5 LOADING(psf) SPACING- 2-M 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 SC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress )ncr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight: 12 lb FT =10% TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS 2x4 SP REACTIONS. (lb/size Max He Max UI Max Gi FORCES. (Ib) - Max. NOTES- 1) Wind: ASCE 7-10; \ MWFRS (envelope) 2) This truss has been 3) Refer to girder(s) fo 4) Provide mechanical LOA6 CASE(S) Stani I I 4 3=38/Mechanical, 4=8/Mechanical, 5=208/0-8-0 (min. 0-1-8) 5=72(LC 8) 3=-48(LC 8). 5=62(LC 8) 3=38(LC 1), 4=28(LC 3), 5=208(LC 1) Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. i t=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 esigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. truss to truss connections. onneetion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. PE.76Q51 ST^^A77 O �_ ORID_ S0MAL i�G \��\ lilt '1521 6 JACK 18 1 1 X RUn: 8.20U s NOV 31) 2017 Nnnt &200 s NOV .JU ZU1 f B ID:EaPOUIwCWA016wSO7vTFdz?5cK-TujH EJ I 14-0 -- ( 4-" — —i 1-4-0 24)-0 cao u Scale = 1:12.5 R, 1-0-0 3-0-0 Plate Offsets (X,Y)— [2:0=0-12,0-1-12], [5.0-1-8,1-2-0], [5:0-M,0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.07 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight: 13 lb FT =10% TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS 1 2x4 SP REACTIONS. (lb/size) Max Ho Max Up Max Gn FORCES. Qb) - Max. ( NOTES- 1) Wind: ASCE 7-10; V MWFRS (envelope); 2) This truss has been 3) Refer to girder(') for 4) Provide mechanical LOAD CASE(S) Stand; BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 0o purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. -hanical, 4=17/Mechanical, 5=220/0-8-0 (min. 0-1-8) 8) 8), 5=-66(LC 8) 1), 4=40(LC 3), 5=220(LC 1) Ten. - All forces 250 Qb) or less except when shown. Omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psl, h=15ft; Cat. II; Exp C; End., GCpi=0.18; er DOL=1.60 plate grip DOL=1.60 ed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads - to truss connections. Aon (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. 14S1-A+ JACK 14 1 1 i 4 0 �-o -----i r--- ��-0 r --- 4-2-0 1 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/detl L/d 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4-5 >999 240 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 4-5 >999 180 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.01 3 n/a n/a 10.0 Code FBC2017frPI2014 Matrix-P Scale: 3/4-=1' PLATES GRIP MT20 244/190 Weight: 18 lb FT =10% LUBIIBER- I BRACING - TOP CHORIS 2x4 S ,i No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD 2.4 SEI' 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 puide. REACTIONS. (Ibis' e) 3=96/Mechanical, 4=40/Mechanlcal, 5=267/0-8-0 (min. 0-1-8) Max orz5=113(LC 8) Maxi „ plift3=-93(LC 8), 5=80(LC 8) Maxi rav3=96(LC 1), 4=71(LC 3), 5=267(LC 1) FORCES: (lb) - Mail. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) W, ind: ASCE 7-1 I Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. I I; Exp C; Encl., GCp =0.18; MWFRS (envelo' ); Lumber DOL=1.60 plate grip DOL=1.60 2) `rhis truss has bgen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s))Y)))libir truss to truss connections. 4) Provide mechantdard l connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5. LOAD CASES) S I �I P E 76051 I DPr', Fs ,4 RI'00 MONO TRUSS 12 1 1 1-4-0 5-" F— 1-4-0 '--F- 44-0 -- I LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 125 TC 0.22 Vert(LL) 0.02 4-5 >999 240 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 WB 0.05 Horz(CT) -0.02 3 n/a nla BCDL 10.0 Code FBC2017ITP12014 Matrix-P TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS I 2x4 SP REACTIONS. (lb/size) Max Hom Max Uplif Max Grav FORCES. (lb) -Max. Cc NOTES' 1) Wind:IASCE 7-10; Vul MWFRS (envelope); L 2) This truss has been di 3) Refer to girder(s) for 1 4) Provide mechanical cc LOAD CASE(S) Standai OO/Mechanical, 4=42/Mechanical, 5=27210-8-0 (min. 0-1-8) 17(LC 8) B7(LC 8), 5=-81(LC 8) 00(LC 1), 4=75(LC 3), 5=272(LC 1) /Max. Ten. - All forces 250 Qb) or less except when shown. Scale=1:16.4 PLATES GRIP MT20 2441190 Weight: 18 lb FT =10% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; ber DOL=1.60 plate grip DOL=1.60 Ined for a 10.0 psf bottom chord live load nonooncun'ent with any other live loads. s to truss connections. action (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. 1 1452-A JACK 110 1 1 LOADING(psf) SPACING- 2.'-" CSI. DEFL. in (loc) Ildefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 4-5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress incr YES WB 0.06 Horz(CT) -0.02 3 n/a n/a BCDL 110.0 Code FBC20171TP12014 Matrbc-P TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS I 2x4 SP REACTIONS. (lb/size) 31 1 MaxHorc51--, Max Upliff3� Max Grev31 FORCES.i (Ib) -Max. Com NOTES- 1) Wind: ASCE 7-10; Vult=; MWFRS (envelope); Lun 2) This truss has been desil 3) Refer to girder(s)for true 4) Provide, mechanical cong LOAD CASE(S) Standard :chanical, 4=47/Mechanical, 5=283/0-8-0 (min. 0-1-8) 8) 8), 5 —85(LC 8) 1), 4=81(LC 3), 5=283(LC 1) Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:17.1 PLATES GRIP MT20 2441190 Weight: 19lb FT=10% 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. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Dmph (3-second gust) Vasd=124mph; TCDL=4.2psf;. BCDL=5.Opsf, h=15ft; Cat.11; Exp C; Encl., GCpi=0.18; er DOL=1.60 plate grip DOL=1.60 ed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. to truss connections. %on (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at --lb) 3=104. 14 i +as2•d . I J J7 I JACK 115 1 1 i 1 112 7-6-0 r 1-4-0 6-2-0 LOADING(Psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-5 >978 240 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.13 4-5 , >569 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.05 3 n/a nla BCDL 10.0 Code FBC2017/TPI2014 Matrix P TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS I 2x4 SP (lb/size) Max Hoi Max UPI Max Gr. FORCES. (lb) - Max. WEBS 1 2-5= NOTES 1) Wind: ASCE 7-10; V MWFRS (envelope); 2) This truss has been 3) Refer to girder(s) for 4) Provide mechanical 5=101 LOAD CASE(S) Stand; i .chanical, 4=67/Mechanical, 5=335/0-8-0 (min. 0-1-8) :8) 8), 5=101(LC 8) :1), 4=110(LC 3), 5=335(LC 1) Ten. - All forces 250 (lb) or less except when shown. Scale=1:20.3 PLATES GRIP MT20 244/190 Weight 24 lb FT=10% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; ber DOL=1.60 plate grip DOL=1.60 Ined for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s to truss connections. ection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at --lb) 3=136, PE,76051 r I I STA O :dur� I �452-0 l MV2 IVALLEY 12 1 1 ��— 2-0-0 2-0-0 2x4 c nnI-TT 2 3 Scale = 1:6.8 LOADING s TCLLI 20 0 SPACING- 2-0-0 Plate Grip DOL 1.25 Il TC 0.04 DEFL in (loc) I/deft Ud Vert(LL) n1a - n/a 999 PLATES GRIP MT20 2441190 TCDL 7.0 Lumber DOL. 1.25 BC 0.03 Vert(CT) n1a - n/a 999 13CLLI 0.0 BCDL 10.0 Rep Stress Incr YES Code FBC2017ITP12014 WB 0.00 Mal Horz(CT) -0.00 2 n/a n/a Weight 5lb FT=10% TOP CHORD 2x4 SP BOT CHORD 2X4 SP. BRACING - TOP CHORD BOT CHORD 1=47/2-0-0 (min. 0-1-8), 2=3412-0-0 (min. 0-1-8), 3=13/2-" (min. 0-1-8) 1=26(LC 8) Structural wood sheathing directly applied or 2-0-0 oc purlins. 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. Max U,' 7ift1=-14(LC 8), 2=-31(LC 8) Max Gil v1=47(LC 1), 2=34(LC 1), 3=25(LC 3) FORCES. (lb) - Maxi'I omp.lMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; I u1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF IllCat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope;; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires co il I 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 joints) considers parallel to grain value using ANS11TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mill connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 2. LOAD CASE(S) Star�`}iard GEN PE 76051 I jSTA Of�'f iO ;�F 4ORIDVIZ./ `�/ .c v ' 1 0 �� VALLEY 12 1 1 4-0-0 4-0-0 Scale = 1:10.9 2 3 i 2x4: • 1.5x4 if LOADI G (psf) SPACING- 24)-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - We 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 2x4 SP No TOP CHORD Structural wood sheathing directly applied or 44)-0 oc purlins, except BOT CHORE) 2x4 SP No {i end verticals. WEBS 2x4 SP No }i BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing'be t installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 116/4-0-0 in, 0-1-8), 3=116/4-0-0 (min. 0-1-8) Max HorzllI,,-64(LC 8) Max upliftI=35(LC 8), 3=-62(LC 8) FORCES. (lb) -Max. Co, p./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind; ASCE 7-10; Vull 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat.11; Exp C; Encl., GCpi=0.18; MWF�S (envelope); L mber DOL=1.60 plate grip DOL=1.60 2) Gable requires continu us bottom chord bearing. 3) This tfvss has been d igned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical co I nection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. LOAD CASE(St Standar tvi ^g���,�i PE 76051 i ►� t 0R4/011111110 tD4'. ,d k I -- 6-" 6---- I 2 Scale = 1:14.8 I I I I 20 = ' 3 1.5x4 11 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight: 20 lb FT =10% i LUMBER- BRACING - TOP CHORD 2x4 SIP o.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP o.3 end verticals. WEBSi 2x4 SP 6.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be I installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=190/6-0-0 (min. 0-1-8), 3=190/6-0-0 (min. 0-1-8) Max Ho 1=105(LC 8) i Max Up if -57(LC 8), 3=101(LC 8) FORCES. (lb) - Max. 'II mp./Max. Ten. - All forces 250 (lb) or less except when shown.. NOTES- 1) Wind: ASCE 7-10; It=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf, h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires contif'uous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 4) Provide mechanical �9yonnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=ib) 3=101. LOAD CASE(S) Stan rd i I I I I I - P E 76Q51 :ySTA O i0���� ORID��`a��� ���/ 11 I l l l 11\\\