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HomeMy WebLinkAboutTRUSSA "R SOUTHERN TRUSS COMPANIES, INC. O U T H E N RANDYna". SOU'THERNTRUSS.COM 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 TRUSS -CROW (800)'132-0509 / (772) 464-4160 / 318-0016 Fax: '"I O MYPA N I E S 'I (772) �' Project came and Address: Oakland Lake Occupancy: X Single -Family Lot: 38 Truss Block: County: Saint Lucie Multi -Family i mpany: Southern Truss Companies, Inc. Truss Commercial gineering Program: Mitek Engineering Plates ' y: Mitek Plates Contia',' tor / Builder: Ryan Homes 111452 Model Elevation: A Options: STATE I�' ENT: I certify that the engineering for the trusses fisted on the attached index sheet have been designed and checked for compliance with Flo 'da Building Code FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by the folio' mg provision: ROOF FLOOR I Design tena: ASCE 7-10: 160 MPH Top chord live load: 20 P.S.F. Top chord live load: --- P.S.F. Top chord dead load:�_P.S.F. Top chord dead load: ---I P.S.F. Enginee �I'� BrianM. Bleakly Bottom chord live load: * P.S.F. Bottom chord live load: --- P.S.F. Address 2590 N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load: --- P.S.F. Fort Pierce, FL. 34951 Duration factor: 1.25 Duration factor: --- Mean height: 15' Exposure: C * 10.0 P.S.F. bottom chord live load nonconcurrent with any other live loads. This is an index sheet submitted in accordance with the Department of Professional Engineering. Tallahassee, L. Engineering sheets are photocopies of the original design and approved by me. No. tuss ID. No, ,, Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 Alin 21 J3 41 61 81 96 2, A2; 22 J4 42 62 82 97 3 A3�1 23 J5 43 63 83 98 4 A41 24 J58 44 64 84 99 5 A51 25 J6 45 1 65 85 100 6 A611 26 J7 46 66 86 101. 7 A7,111 27 MV2 47 67 87 102 8 A8 28 MV4 48 1 68 88 103 9 A80 29 MV6 49 69 89 104 10 13111 30 50 1 70 90 105 11 B2,1 31 51 71 91 106 12 B31111 32 52 72 92 107 13 1346' 33 53 73 93 108 14 CI11 34 54 74 94 109 15 C2J1 35 55 75 95 110 16 C36 36 56 76 37 57 77 38 58 78 39 59 79 40 60 80 _ - by my seal, I hearby certify that the above information 17 CJ6 18 07 19 71 20 J2 As witne'''s is true ani Name: correct to the best of my knowledge and belief. rian M. Bleakly Lie" 476051 FILE COPY. TYPICAL. DETAIL C COR.NER. HIP I' NOTE NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT 11 for Wood Construction_ 132.E„# per Nail (D.O.L.Factor=1.00) UP TO 265 = 2-16d NAILS REQ,'D. nds oe nails only have 0.83 of © UP TO 394# = 3-16d NAILS REQ'D. j later,,I Resistance Value. 1.5 12 '-0 �� �� J1 A o F 0 'O A J3 ® O O A O O J5 cn "use"2-16d O 7-0-0 �` toe nail TIC & BC. HI GIRDER H7 (HIP GIRDER) A AO AQ 12 O . IN, . �-5 & Typical jack 45' -r-- attachment use 3-16d O toe nail ®TG��� A TYPICAL CORNER LAYOUT & �-16d Typical Hip -jack' attachment CHORD HANGERS FASTENER GIRDER JACK 11 J11IJ3 — JACK GIRDER TO AK TIC — — — — —— — 2-16dnails ————— BC — ———-- — 2-16d nails — — — —— J II TO HIP JACK GIRDER TIC — 2-16d nails — BC = _ _ _ _ _ - 2-16d nails _ - JI TO HIP GIRDER TIC= - 3-16d nails - BC _ _ _ _ _ - 2-16d nails _ _ _ _ - HIiP JACK GIRDER (CJ7) TO HIP GIRDER TIC - - 3-16d nails BC _ _ _ _ _ 2-16d nails MINIMUM GRADE OF LUMBER LOADING (PSF) S R• INCR.: 00%) T.C. 2x4 SYP #2 L O F8C2017 B.C. 2x4 SYP #2 TOP 20 WEBS 2x4 SYP No.3 BOTTOM 00 10 SPACING 24- O.C. SOUTHERN Fort Pierce Division TRUSS 2590 N. Kings Highway, 951 800 232-0509 772 464-4160 COMPANIES ( ,FortPierce,09(FL ) 4 http://www.southernbw==m Fax:(772)318-0016 Brion M. Bleakly Struct Eng #75051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 TYPICAL DETAIL. @ CORNER - HIP NOTE?] NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT for Wood Construction. Q UP TO 265# = 2-16d NAILS REQ'D. 132.'' � per Nail (D.0.L.Factor 1.25) nds nails only have 0.83 of UP TO 394# = 3-16d NAILS REQ'D. later c') Resistance Value. 12 'G 40 -10 1-0 12 O 1.5 & OVER ?, J1 A Y O U J3 I m 'Cvs I in A �I 10 11use i toe 2-16 H5 (HIP GIRDER) ��`` `.�`\O O nail @ TC & BC. , Typical jack 45' - - - — - X%x attachment use 3-16d toe nail TYPICAL CORNER LAYOUT & 2-16d c Typical Hip -jack' attachment CHORD HANGERS FASTEN ER GIRDER JACK J'I[J3 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails, - - - - - 1 BC - - - - - - - 2-16d nails - - - - - J� TO HIP JACK GIRDER TC = _ _ _ _ _ = 2-16d nails = _ _ _ _ BC 2-16d nails TC 3-16d nails = _ _ BC =_____=2-16d nails _ _ HI' JACK GIRDER (CJ5) TO HIP GIRDER TC - - - - - - - I 3-16d nails - - - - - BC - - - - - - - I 2-16d nails - - - - - MINIMUM GRADE OF LUMBER LOADING (PSF) rSTR. INCR.: 257 L D FBC2017 T.C. 2x4 SYP 2 B.C. 2x4 SYP 2 TOP 20 WEBS 2x4 SYP No.3 BOTTOM D0 10 SPACING 24' O.C. SOUTHERN Fort Pierce Division TRUSS 2590 N. Kings Highway, Fort erce, FL 3495 COMPANIES (800)232 01509 (772)464 14160 http://www.southemtniss.com Fax: (772') 318-001 6 Briq.n M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 N �t "s This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower Installed cast, or a combination of these features. •-• ' A0 hangers in this series have double shear nailing — an ivation that distributes the load through two points on each joist nail for der strength. This allows for fewer nails, faster Installation, and the use II common nails for the same connection. Double shear hangers range from the light capacity LUS hangers to the lest capacity HGUS hangers. For medium load truss applications, the 5 offers a lower cost alternative and easier installation than the HUS or , hangers, while providing greater load capacity and bearing than the LUS. TRIAL See tables below and on page 133. ISH: Galvanized. Some products available in stainless steel or ZMAX® coating; see Corrosion Information, page 18-19. rALLATION • Use all specified fasteners. See General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. 1ONS: • LUS and MUS hangers cannot be modified. • HUS hangers avallable with the header flanges turned in for 2-2x (31AJ and'4x only, with no load reduction. See HUSC Concealed Flange illustration. • Concealed flanges are not available for HGUS and HHUS. • See Hanger Options, pages 200-202, for sloped and/or skewed HHUS models. • Other sizes available; consuft your Simpson Strong -Tie representative. iES: See page 20 for Code Reference Key Chart These products are available with adddional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. These products are approved forinstallabon with the Sbong-Drive SD Sfrudurdl- Connectorscrew. See page 30 for the correct substitution and SD screw sty. Model Min_ Heel HefbM Ga Dimensions Fasteners IN H B Carrying Member Carried Member SINGLEWIZES WS24 2% 18 tills 4'6 TK 4-1Dd 21Dd LUS26 4'4 1%, 43; 1% 4 10d 4-10d MUS26. 4114a 18 IYu 5%s 2 6-104 6-10d HUS26 4V% 16 1% 5% 3 14-16d 6-16d HGUS26 4% 12 1% 5% 5 20-16d 8-16d LUS28 4%; 18 lKs 6% 1% 6-10d 4-10d MUS28 6%s 18 M 6% 2 B-10d 8-10d HUS28 V 16 1% 7 3 22-1Gd &16d HGUS28 Ws 12 1% 714 5 36-16d 1216d LUS210 4'/ 18 191- 7% 1% B-10d 410d HUS210 8% 16 f% 9 3 3D 16d 10-16d 1.See table on page 133 for allowable loads. i'f tYa'fortorft EE F' .F B (�'j LUS28 HHUS210-2 (Truss Designer to provide fastener quantftty for connecting mufSple members together) SIMPSON Strong -Tie n r e HUS210 (HUS26, HUS28, and HHUS similar) qyHUSC Concealed Flanges (not available for HHUS, IIGUS and HUM) th fleduced Heel Height ® Double Double Shear Dome Double Shear Shear Nailing - Nailing Side View Nailing Side View (available on Do not some models) Top View , r. bend tab U.S. Patent 5.603,580 rr i = OFMmvablelnad SP Allowable Loads SPF/HFAlloxableLoads Model No. _.�. _ --:� �_ , r, Upri _door _ fnomr you �1Nind UplitP (160) Floor '(100) Snow (115) Roof (125) Wind (160) Upfdt' (16D) Floor (100) Snow (115) Roof (125) Wind (16U) Code .Ref. SINGLE& SIZES WS24 490 670 765 825 1945 490 725 830 895 1135 420 575 655 705 895 ZUS26 1165 865 990 1070 1355 1165 940 1075 1165 1475 1005 740 B45 915 1160 MUS26 1090 1295 1480 1605 1825 1090 1410 1610 1745 1B25 940 1110 1265 1370 1570 l7,Ffi.L17 HU526 HGU526 47 1�50 u71j;5'�.436b= t 2��4;. 05 =4136 335 Y3935 1550 1765 2950 4725 3335 5290 3335 5390 3335 5390 1335 1520 2330 3750 2650 4400 2820 4500 2665 4635 17, L17 LU528. 1165 1200 1365 1 14BO 1835 1005 940 1075 1165 1475 MUS28 1555 1730 1975 214 22645 1555 1BB0 2150 2330 2645 1335 1475 1690 1830 2275 17,F6,L17 HUS28 2000 3965 4120 4220 4335 2000 3790 3960 4070 4335 1720 2905 3035 3125 3435 HGUS28 3015 6745 6970 7125 7275 3015 6460 6705 6870 7275 2595 4960 5160 5290 5745 17,L17 LUS210 ,:RT f:tr 4(L. 525 b5p i`3D9%0+ 1165 1445 1660 1795 2270 1005 1145 1305 1415 1745 7iUS210 `3D©!). A945 ? 4575==a�2UL 3000 4105 4310 4450 4930 2580 3150 3315 3425 3615 17, F6, L17 132 6I Note: For dimensions and fastener information, see table above. See table footnotes on page 133. G r 7afed.TrirssCo ne'ct rs-:•-::--:��- ^-e--���;�''`��?�'�;�.e�_ �;�;''_=-:;:-.---�--,�.�--�-_-..-�;..s-�-- -•��_``� �'� _: snrre.�<c..r w...ir.--�u.•;fs,.-...tt-v�•`_�-_Tr'e��=�.r---•-_�-ro`�..��`f�� � 'ACE MOUNT HANGERS r These products are available with addrgonal corrosion protection. Additional products on W' 7hese products are approved forinsta ktron with the Strong -Drive SD Sbuctural- this page may also be ataibble wdh fh)s option, check witlr Slmpson Strang-7-le for details Connector screw. See page 30 for the correct substitution and SD screw size. Mode( Min. Dimensions Fasteners =; •- ;.-OF%SPARowableLpads'= ,_,_ SPFJHFAIIowableLoads No- Heel Height Ga W A 113 Carrying Member Carried Member ., •Uplift'; :(160) d_�= :Floor.•: ; ;(1�OOj� :r �s Snaw-'•: (115) •r._:•• iRuof z(125) JiWind (760j_ Uplift' (1fi0) Floor (100) Snow (115) Aoo[ (125) Wnd (160) Code Ref. DDUBLE&SIZES LUS24-2 21/e 18 3% 31/ 2 416d 2-16d 440 800 910 985 1250 380 680 78D 845 1070 ` LUS26 2 4'/is 18 3bi 4% 2 416d 416d �7165 ;1[J307BQ --- - - _rt. t 28D " F t-• =1ti25 ,. _ 100(1 88D 1010 109D 1385 17 F6, L17 HHll526 2 45,8 14 N. 5'/� 3 1416d 616d =755UE 2785v `:3155 = a39D5c. =-026 1335 2390 2710 2925 3665 HGUS26-2 454. 12 33ru 51/. 4 20-16d 8-16d 55t A35$_'? 5� 'S230T :.- 557 1855 3750 42D0 4500 4795 17 L17 LUS2B-2 4M, 18 3% 7 2 6-16d 4-16d 1165 1315 150D 1625 2060 1000• 1125 1285 1390 1765 ` HHUS28-2 6%. 14 3% 7A 3 2216d 8-16d 2000 4210 4770 514D 6440 1720 .3615 4095 4415 5375 17,FS,L17 HGUS28-2 V, 12 SM. M 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 17,L17 LUS2102 6'hc 18 3?4 9 2 8^16d 616d1745•T8, ;90 52755. 0?, 1500 1565 1785 1935 2455 HHUS210-2 B-% 14 3Y. BY.3 3D-16d 1016d `40D _.r e3635 ':J9Ul]y.9100=- 63811 688b?`.: 7165 3525 4835 5270 5380 5765 FS' L77 HGUS210-2 89Sc 12 335o 93Se 4 46-16d 1616d o-.4095 F�Ji r�J]QD_� 3525 7465 7730 7825 7825 17, L17 TRIPLE2xSIZES HGUS26-3 4% 12 4134a 5A 4 20-16d 8-16d 2155 4355 1 4875 5230 5575 1855 3750 4200 45DO 4795 . HGUS28-3 6% 12 4135c 7% 4 36-16d 12-16d 3235 7460 7450 7460 7460 2785 6415 6415 6415 6415 HGUS210 3 B'3Sc 12 4%9% 4 4616d 1616d : 4_095� z�DQ']DO,- 4?31D0 �91�0;' 3525 7825 7825 7825 7825 f/, L17 HGUS212 3 10% 12 41% 10% 4 56-16d 20-16d 5D45 9600 9600 9500 9600 4335 8255 8255 8255 8255 HGUS214-3 12% 12 41% 12% 4 66-16d 2216d 5515 10100 1D100 101D0 10100 4745 8685 8685 8585 8685 QUADRUPLE 2x SIZES HGUSz6 4 51/z 12 SM, 5'/�c 4 2016d 816d _ 55[ 435_F. -0875 .:. 523Q: ``�r5� t 1855 375D 4200 420 4795 HGUS28-4 7'/4 12 SM. M 4 36-16d 12-16d AM'i-46 `•• . ..� �4�n� a VUE .�}46D' ::�46p i� _.S _ a+.. 2785 6415 6415 64i5 6415 17 L17 HGUS2iD-4 9'/+ 12 M V. 4 46-16d 16-16d 4095 9100 9100 9100 91DO 3525 7825 7825 7825 7825 t7, F6, L17 HGUS212-4 10% 12 614e 1113E 4 56-16d 2016d — (i45: 96 p�&00� _5600%9_ 0 4335 8255 8255 8255 8255 HGU5214-4 12ira 12 6%s 121A 4 66-16d 2216d 5575i 'ID1D0 ➢1DD.`• `-01DOa= -10]Dq: 4745 B6B5 86t35 8685 8685 17, L17 4x SIZES LUS46 4% 18 314c 43i 12 1 4-16d 416d 1165 1030 11BO 1280 1625 1000 880 1010 1090 1385 f7 f6, L17 HGUS46 4% 12 3% I 41/e 4 1 2D-16d B-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 17,L17 HHUS46 4% 14 3% % 3 1 1416d 6-16d 1550 2790 3160 3410 4265 1335 2390 2710 2925 3665 LUS48 434 18 S%G 6% 2 6-16d 416d I85c' 1315€`15fl ._ 7625 c2U60;; 1000 1125 1285 1390 1765 HUS48 ` MA . 14 3Y. 7 2 6-16d 5-16d 5 s 595`` M815 -- 7g60= g1_47dz G 1550 1365 1555 168D 2115 R, F6, L17 HHUS48 HGUS48 61h 63A. 14 12 3% 3% 7Y 7%, 3 4 2216d 36-16d 816d 12-16d "2 bD ft4215,'=AT3Q `�235' �460t = 6= £ 150� -_ r�'4611'= `aG44Dz F' _. _ _]460 ° 1720 2785 3615 6415 • 4095 6415 .4415 6415 5535 6415 17, L17 LU5410 6'/ 18 33Sc BY 2 8 16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 HHUS410 B% 14 3% 9 3 30-16d 1G-16d 3745 5640 63B5 6890 7165 3440 4835 548D 5.1. 6165 n F6, 117 HGUS410 8%c 12 46-16d 16i6d 4095 9100 910D 910D 9100 3525 7825 7825 7825 7825 HGUS412 1D% • 22 t3-%94 4 56-16d 20-16d ft 8255 8255 8255 17 L17 HGUS414 IIAs 12 4 66-16d 2216d `'tb57 y1010( _1D�DIis":=1U101)�'� =1010Q? 4745 8685 8685 8685 8685 1. uin- luaus nave oven oicmasea bu%ror Yana or earmqum loading with no further Increase allowed. For normal loading applications such as cantilever construction refer to Simpson Strong -Tie° Connector Selector`sotiware or conservatively divide the upldt load by 1.6. 2- Wind (160) is a download rating. 3. 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 fordefaffs). 4. Tots chord cross -grain tension may limit allowable loads. Refer to technical bulletins T ANSiiPISPF, T-ANSITPISP and T-ANSITPIDF for allowable loads that consider ANSU7PI 1-2D07 wood member design criteria (see page213 fordefatlsJ 5. Loads shown are based on minimum of 2-ply 2x carrying member. With 3x carrying members, use 16dx234 nails into the headerand 16d commons into the joist with no load reduction. With single 2x carrying members, use 10dx W nails into the header and 10d commons into the joist, and reduce the load to 0.64 of the table value. 6. NAILS:16d = 0.162' dia. x 31W long. See page 24-25 for other nail sizes and irdomration. b� m m C. C h 0 co c 0 t 0 133 .nginered Wood & Structural Composite Lumlrer.Connectprs JURM Dimensions Fasteners Actual Allowable Loads Joist' Model No. Ga Min/ DF/SP Species-11 11:! 11:! r SPF/HF S ecies Header Size W H B Max Face p Code Joist Uplift Floor Snow Roof Floor Snow Roof Ref. 3ii6 13% 2' (16D) (100) {715) (125) (100) (115) (125) HU416/HUC416 14 Min 2D i6d 8-10d 1515 2975 3360 3610 2565 2895 3110 3'/x18 HGUS412 3% 13% 2% Max 26-16d 12-10d 2015 3870 4365 4695 3330 3760 4045 19' L12, FB 3% 10'f6 4 56-i6d 12 20-16d 5045 9600 9500 9600 8255 8255 8255 HGUS414 3% 12346 4 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 HUCQ412 SDS 14 3% 11 3 — 14 SDS''/'x2%° 19, F23 6-SDS'/.'x2'r4' 2510 5460 •5560 55611 3930 4000 4000 �C I HUBB/HUC68 14 5% 5'Y,6 2% Min 10i6d 4-16d 900 1490 1680 1805 1280 1445 1555 D 5'/a x T/ell 5'fa 5'%e 2'fz Max 14-16d 6-16d 1345 2D85 2350 2530 1795 2025 2i80 19,Li2,F6 ' HGUS5.50/8 12 5'r4 615/s 4 — 36-16d I 12-16d 3235 7460 7460 7460 64i5 6415 6415 HU610/HUC610 7% 21A Min 14-16d 6-16d 1345 2085 2350 2530 1795 2025 2180 19 `+ 5%x I' 14 5%7% 2% Max 18-16d BL16d 1795 2680 3020 3250 2305 2605 2800 9% - 9,� HHUS5.50/10 51A g 3 — 3019, L12 F8 -16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HUCQ610-SDS 5% 9 3 — 12-SDS''/,5c2Ye' 6-SDS 114'x2%' 2520 4680 5380 5715 3370 3875 4115 19, F23 HGUS5.50/10 12 .5'% 8'346 4 — 4&16d 16-16d 4095 910D 9100 9iDD 7825 7B25 7825 a 5% 9% 2% Min 16-16d HU612/HUC612 6-16d 1345 2380 2685 2890 2D50 2315 2490 + 19, L12, F8 11Y�/11' HHUS5.5Q/10 i4 5,% 89 23f Max �'16d 816d 1795 3275 3695 3970 2820 318D 3425 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HUCQ612-SDS 5% 14-SDS%'x2%' 6-SDS'/.'x2'fi' 2520 5315 5315 5315 3825 3825 382519, F23 7 HGU55.50/12 12 5% iD% 4 — 5616d 20-16d 5045 9600 960D 96D0 825 HU616MUC616 5 8255 8255 5'34 12'%6 2%in 2016d MI 8-16d 1795 2975 3360 12' 513610 2565 2895 3110 /z 1S6 2% Max 26-16d 19, L12, F8 5'%x14 HHUS5.5D/10 14 5% g 3 12-16d 2695 3870 4365 4695 3330 37-0 4045 — 3D-16d 1016d 3735 5635 6380 6B80 4835 1 548D 5910 HUGQ612-SDS 531 11 3 — 14-SDS'/,'x2%' 6-SDS Y,'x2%' 2520 5315 5 HGUS550/14 315 5315 3825 3825 3825 19, F23 .12 5'r4 12% 4 5 — 66-16d 22-16d 551101D0 /,6 10100 10100 8685 8685 8685 IA HU616/HUC616 5+1 12'%6 2% Min 20-16d 8-16d 1795 2975 3360 3610 2565 2895 3110 r , 14 Olt 12"2'ft Max 2616d 12-16d 2695 3870 •4365 4695 3330 3760 4045 I9 L12, FB 5/, x 16 HHUS5.50/10 5% 9 3 — 3D-16d 10-16d 3735 1 5635 1 6380 688U 4835 5480 5910 HUGQ612-SDS 5% 11 3 — 14-SDS Y,'x2%' &SDS'/,'x214' 2520 5315 5315 5315 3825 3825 3825 19, F23 HGUS5.50/14 12 5% 12% 4 — 66-16d 22-16d 5515 10100 10100 1010D 8685 8685 8685 HU616MUC616 5% 12% 2%Min 2016d 8-i6d' 1795 2975 3360 3610 2565 2895 3110 5% 12"/6 2% Max 26-16d 1216d 2695 3870 4365 4695 3330 3760 4045 19, L12, F8 � 5'/, x 18 HHUS5.50/10 14 5+,4 g — 3 .3D-16d 1D-16d 3735 5635 6380 6880 4835 5480 5910 HUCQ612-SDS 5% ' 11 3 — 14-SDS'/,'x2%' 6-SDS'Y,'x2%Z52U 5315 5315 5315 3825 3825 3825 19, F23 " HGUS5.50/14 12 5'r4 12% 4 — 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 HU410-2/ 7'% 9% 2% Min 14-16d 616d 7 x HUC410-2 14 T/ 9'/ 2/ Max 1345 2085 2350 2530 1795 2025 2180 ' 18 16d 8-16d 1195 2680 3020 3250 2305 2605 2B00 19,L12,F8 9'/a - 9Yz � HHUS7.25/10 T/. 9 3%6 — 3D-16d 1D-16d 3735 5635 638D 6880 4835 . 5480 5910 HGUS7.25/10 12 7'/ 8% 4 — 46-16d 16-16d 4095 910D 9100 9100 7825 7825. 7825 19, F23 HU412-2/ 7% 11% 2% Min 1616d 616d 7x HUG412-2 14 7,/ 11% 2% Max 1345 2380 2685 289D 2D50 2315 249D 11'/, 2P 16d 8-16d 1795 3275 3695 3970 2820 3180 3425 19, L12, FB �HHUS7.25/10 7'/, 9 33;6 — 30-16d 10-16d 3735 5635 638D 6880 4835 5480 5910 {HGUS7.25/12 12 7Y, 10% 4 — 56-16d 20-16d 5045 9600 960D 9600 8255 8255 8255 19, F23 HU414-2/ 7% 13% 2% Min 20-16d B-16d 1795 2975 3360 361D 2565 2895 3110 Tx 14 HUC414-2 14 7+/ 13% 2% Max 2616d 12-16d 2695 3870 4365 4695 3330 3760 4045 HHUS7.25/10 7/ g 3Yi6 _ 19, L12, F8 3016d 10 16d 3735 5635 16380 6880 4835 5480 5910 "IHGUS7.25/14 12 7% 12% 4 — 66-16d 22-16d 5515 1010D 10100 10100 8685 8685 8685 19, F23 �HU4714-2/ 7% 13% 2% Min 20-16d 8-16d 1795 2975 3360 3610 2565 2895 3110 7x16 I, HUC414-2 14 7+/ 13% 2% Max 26-16d 12-16d 2695 3870 4365 4695 3330 3760 4045 �HHUS7.25/10 T/ 9 3�;6 — 19, L12, F8 3D-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 I,IHGUS7.25/14 12 7Y, 12%s 4 — 66-16d 22-16d 5515 10100 10100 10100 8685 8685 88g5 19, F23 HU414-2/ 7'/ 13% 2% Min HUC414-2 14 7+/ 120-16d 816d 1795 2975 3360 3610 2565 2895 3110 7x 18 'jHHUS7.25/10 T/ 9 9 2,,4 Max 26-16dd 12-16d 2695 387D 4365 4695 3330 3760 4045 19, L12, F8 33s — 30-16d 1016d 3 ;PM/4735 5635 63BD 688D 4835 5480 5910 GUS7.25/14 12 12% 4 — 66-16d 22-16d 1 5515 1 1D10D 1010D 10100 8685 1 8685 B665 7x14 to 30 IPoraddibonal hangers see HGU/HHGU on page 107. 19, F23 See foofiotes bn page 105. 9Z' 4 SZ' L ll017fJ IaIXL7N� Ad 94 Oi' UV01 Vd01 .dSd 00 on 11 08 Ad 06 0L 10 08 JSd 86 •06 l0 01. -qSd oz oz 11 01 ONIIAMW ' 6upnp IU03 01quot031 411A oglUOq oq pogt tvmuj-•I161to mj q uo pnglwda 'tluop so pobwq eq p041 bin ddal oql al 4134P pagd�a q 6unoays au oi2gs wlll� 0 ul oq al on sasudi e Oa t4-t gwald pua lgko* ps"vol W pouslml pus pgoaH s luu �opoloaum 1olsitiowwulowq V 8uplaq tnsgdA Aasdi ..(uew P I 491 4 7 lu-isoo, S n ou R ul pwpl6u eq Aw galyr 6ulamq lusubuua pub 9m11b>Jt 6upnpp 6uloulwap pus 6uyddol luaAeld al pwln62Wxlo sl yblya l;ulawq u0113sia 6uguft oppo UO B/ 1 1 1bu010111ald IM 61 Pauallaaa uo asgN1 4upa�m ItImid 4al110N901 sm4 M Ialnl0alnuaw 6101d.'tautt(sap snug 10 Atl191tu0dtsl 091 IOU q 601304 MOM F5 u t L-1 -A 1=, A.A 11VJ30 •JNI0r-IVDLW3A ON3 lj1�q�t�de dIH iVN011d0 6nJ.S '1!dN011d0 . au d wa Yg Feu MEA aaDHa wale a NN aot(««) Ina 3UYnos Ins 3wnaS Pzt (z) •NMoNS SY Ino 03HOJ1d 110 Mfts 30 AVW OUGHo 1 oum S300 IND13H IYOU3A 3H1 SY ONOI SY IlInB 3a!A SNY G V3304VI (►«) 'OUGHO dal 3111 do 9d01S 5HL ONO -IV aguri V3w Si A3MYA 3H1 HLWN30 SSnul 3Hl d0 OUGHO d0l 3H1 D I3YUQ UOd ONMY4 NnUnd 3HL' H1V4L-31ON(««.) 'NOIS30. O31Y36 ,$933NION3 NO 031d103dS SY ONIOVdS Nnund d0 n3n Ni Man S3SSndl A311VA AO 13 NOIS30 M WS ,9933NION3 NO MUMS 3SIMN31:11.0 SY WO '00 f3 IV SN111IU1d s!0 NOIIYfNL.4HII BSM AMA ELL UONId 03nddY ONIHLWI43 031Yu '03HOY11Y .013d0Ud IH1JM 03OV99 3e ISnw 13S A311VA HWN38 MUL _'O 01:101-I0 d01 '.O-,Zt 0330X3 ION AYw IH013H 1VOU.U3A A311VA VinIVIXYW NYHl )M1V390 S03M AIMYA TYO A ual OVds A'11VAM 'ONIOiwo 1Yu31n Sn3nN111,100 UO 00 .0 IV SIIVN I(�,�83'xti,CCl'0 X00 PO H11M 03HOV11V • U31138 u0 30VUO OW S3103dS 3WVS '03M A3TNA '83A d0 I I1ON31 900 '3OVua-.I. iKt A1ddY 'NOIS30 03'N3S SVMNI0N3 NO GUIOUS SS31Nn • 100-8, Cf'LLL):xod �uuvWuuylNr►..//WI14 tC(zt�, e6'u jSal ❑ 90.191da�aA E 1®J4 'ONIOWS NnWIXV11 '0'0 .i,Z IV SMSMI ONMIOddns . (**) xnW 110--IOZ upocis XpWi,O—,g --- xQ „0—,B iwz ,2At I • XDW n0"� 7j Minow sY woNn - u0 SXZ wood JIIo 'JSd a-10 01 ONUA `NION3019311 '0 'dX3 'ONIOVnO 03901ON3 714013H HUR 'ONIM HdW` M,-f 01-1. 30W '1003 O0d uod d31NN-3at SIIVN LWC X AWO) X09 PBt (L) MUM '661`19L ONOOdd00 Ad3A3 QL =IVA HM tMVJIV (v«) (SUMbs WO 03HONd) •8XZ V WOHd 03ddIU 30 AVw CO. («) !onact Ao 0 " tXZ *q@A J3114)4 jo Z#14 ddS WO N3# ds +XZ WO («)exz Nags nail .Ionoq 7 Z#/l# ddS Z# " 4XZ PIaHD dot U313PIM d0 3OV140 MWINIW SPF J o MF R N DFL � U SPF HF a� o [p7 A SP DFL 5 = rJ rH,.F. SP r I� i��ucl �"rU t�� arse• No "'"_ ' .` Braces Group A Group 9 Group A END. , SOUTHERIM TRUSS COMPANIES hl,r,//mnr.nvih.minn-avm C. GROUP AA_ . S z t 2 srANDARD z 5Tl 3 9iUD 3 STANI OOUOLA9 FIR -LARCH SO lR PINE 3 3 sTVD . sluD ' sTANDARo . srANDARo WLE TRUss DETAIL NUIEsr M LOAD DEFLECTION CRITERIA IS LA40, OD; R;NUDUS ARINO6 P8F TCRD139 FAD LOAD GABLE END SUPPORIB LOAD FROM 4'—D" DUTLODRERS WITH 2G" DVERHANG,DX 1 -•z" PLYWOoa OVERHANG. A I FDREC�( 7[� L'S AACE r AcE Na►9 Ar 2' UC. 1e� ppp (7.)C-LN BRACESI "SPACE NAILS AT 5 DC. i 15. EN , zONES AND 6 oD. BETWEEN ZGNES. ,L" 9RARGIN�O �MUUST BE A MINIMUM of Box 'DF WES DAB VEi11CAl. PLATE SIZES VERTICAL NO SPLIGE LESS .HmI h—G 1R4 OR 2R3 LE 9TTHATHAN N 11' 4' -G"r BUT '24 GREATER 11 PEAI(SP90 R LICE AND HEELPLATES. 0 R REFER TO CHART ABOVE FOR W&A W-- vcn,,.,,-,.. ." .-... \^! C_:o r- r-1 —g p— 1c-;;P nor In�blo�colaar,no, rsone antaUe��ll Imes urea coso ullonnsd,loiajosh profr°eslono red to revenl lD Un advice regarding ervel on bracing x ch Is ahmP required P PP g Fort P I e rCe D Ivl s 1 o n and domh*g during trealfon; and ppermmlenl bmeing 1% may Do required In Ban He oppUcallons. Sea TI;5h91 Summary shoal Commenlary and rccemmen- z5go N. Kings HI hwey, dallana far handling, inalolIng & bmdng metal plait connected nood (ruin; (IFI). Fort Pierce, FL 34g9 TN�re is be sracled and roelmod N fmlenod In tbalghl and hmd+ posllbn (600)z32—G9o0 (772)464-4160 Q FaR:(77z)37 a-oo7 s Where no sheoUng la oppUed dlrecl� la the top ahorda, they shall o braced oe speend an the trues atlgn. Trustee shall be handle uUh reotsnobio care during er Um Is n1 d - — Maxlmun Total L.00d 60 PSF SPACING AT 24" O.C. piOak l F-11 i99J-ba� �tQ� MINIMUM GRADE OF LUMBER Top Chord 20 SYP J2 or better Boll Chord 2x4 SYP 12 or better Webe 2x4 SYP #3 or better REFER TO SEALED DESIGN FOR DASHED PLATES SPACE PIGGYBACK VERTICALS AT 4' CC MAX. TOP AND BOTTOM CHORD SPLICES MUST BE STAGGERED 50 THAT ONE SPLICE 15 NOT DIRECTLY OVER ANOTHER. ATIACH PURUNS TO TOP OF FLAT TOP CHORD. IF PIGGYBACK IS SOLID LUMBER OR THE BOTTOM CHORD LS OMfITED. PURLINS MAY BE APPLIED BENEATH THE TOP CHORD OF SUPPOIMNO TRUSS. REFER TO ENGINEER'S SEALED DESION FOR REQUIRED PURUN SPACING. THIS ��DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: .L.a&:_MPH WIND, 30' MEAN NOT. ASCE 7.10 CLOSED BLDG. LOCATED ANYWHERE IN ROOF, 1 MI. FROM COAST CAT 1, EXP C. WIND TO DL•"5 PSF, WIND BC DL- PSF 140 MPH WIND. 30' MEAN HOT. F�gg 010 ENCLOSED BLDG. LOCATED ANYWHM ROOF WIND TC DL-5 PSF, WIND BC OL-5 PSF. FRONT FACE (x') MAY BE OFFSET FROM BACK FACE PLATES AS LONG AS BOTH FACES ARE SPACED 4' OC MAX. WEB BRACING CHART WEB LENGTH REQUIRED BRACING 0' TO 7'9" NO BRACING 10 "T" BRACE. SAME GRADE, SPECIES AS WEB 7'9" TO 10' MEMBER, OR BETTER AND 507. LENGTH OF WEB MEMBER. ATTACH WITH Bd NAILS AT 4" O/C. 2x4 "T" BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' MEMBER, OR LENGTH OF E8 R AND 86dNAILS A07. MEMBER. ATTACH WITH 1" O/C W-48squ- B TI I I �c ATTACH PIGGYBACK WITH e"xexl/2" CDx PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES 0 '4'-0" O.C. MAX. JOINT TYPE SP td UP=T - -- 30. 34' 38' 52' A 2x4 2.5x4 2.5x4 3x5 8 4x6 5x6 5x6 5x6 C 1.50 1.5x4 1.5x4 1.5x4. D 5x4 5x5 5x5 5x6 \^/ cL r— r—i 'L e---n 1!�:—p ` Erection bracing is not The response ft of truss deelgner, plate manufacturer nor hues labrkatd4 persons treating Iniii j are cautioned to seek professional SOUTHERN a tce regorfing erection broeing which to alloys required to prevent loppgng Fort Pierce [Division and dominoing during erection; and permanent bracing which may be required in TFiu55 25110 a ce Hi hwo spectlic oppficolions. See'01—Bl Summary sheet Commentary and recommen— Fort PierceKin; FL �4881 _dalians for handing, eutalletg & bracing meld plate connected wood ltusse+ (lPl� �OMPI�tV1ES (B00)232-05o9 (772)464-4160 Trusses ire to be heeled and fastened In fastened in a airtight and pplumb position Fox:(772)318-0016 where no sheeting Is apprigid directly to the top chords, they shall be. braced us epecigad on the truss deign. Trusses shag bi handle with reasonable care during erallm to prerenl dlmags• =1 - C 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. I. k SCAB -BRACE -DETAIL I S T - 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 +/- 6". I *`* THIS DETAIL IS NOT.APLICABLEWHEN BRACING IS *`* REQUIRED AT*1/3•POINTSORPBRACE IS•SPEQIFfED.• APPLY 2x SCAB TO ONE FACE OF WEB WITH. j 2 ROWS OF 10d (W X 0.131") NAILS SPACED 6"'0.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. I MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH =.IZ-T SCAB BRACE 2x4 MINIMUM WEB -SIZE - MINIMUM WEB GRADE OF #3 Nails /Section Detail ® E Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. T-BRACE / I -BRACE DETAIL I„ Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to corhVert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T ace size Nail Size. . f Nail Spacing x4 or 1 x6 10d 8" o.c. 4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length•of:T--Brace / I -Brace• (On Two-Ply's.Nail to Both Plies) .. ' Nails' j Section Detail G T-Brace Web dtemat l', position I -Brace ACING T-BRACE • _ Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 -or 2x4 1 x4 (*) l BBrace •1 x4 (*) I -Bra 2x6 1 x6 (*) T-Brace 2x6 I -Brace 2x8 I2x8 T-Brace 2x81-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 I2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 [-Brace 2x8 2x8 T-Brace 2x8 I_Brace T-Brace / I -Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss,'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/1-Brace For SP truss lumber grades up to #1 with 1)(_ material, use IND 55 for T Brace/I Brace L-B RAGE D ETA! L Nailing Pattern . L-Brglce size Nail Size Nail Spacing *4 or 6 10d 8•'- D.C. 2x416, or 8 16d V. D.C. Note: Nail along entire length of L-Brace •' (On Two-Ply's Nail to Both Plies). ; WEB' 4CING L-BRACE Section Detail L-Brace Web Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90'/o of web length: must be same species grade (or better) as web member. - L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 IA *** 2x6 1 x6 *** 2x8 2x8 **• — DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 , 2 2x3 or 2x4 2x4 *.. 2x6 2x6 *** 2x8- 2x6 �* —DIRECT SUBSTITUTION NOT APLICABLE. ob russIIrusyse ty y Ryan Homes -1452 A Li ► 452-A � II A7 COMMON 1 1 �� Job Reference (optional) Southern Truss, Ft.l fierce. FL., 34951 �J Run: 8200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 16 12:24:03 2018 Page 1 ID:EaPOUIwCWA016WSO7VTFdz?5cK-mz7V7uU8F77drg9R_PI FIINwJheGe 1 IFL9phBQgyxVIC I li 7-5-3 13-7-3 21-0-0 28 4 13 34-6-13 7-5-3 6 2-0 71-13 7-4-13 6-2-0 7-5-3 5.00 F1-2 5 Scale = 1:69.9 3x4 3x4 3x6 4 6 3x6 3 7 ' 1.5x4 \\ 1.Sx4 I 2 4 8 2 3 9 W1 o IQ 3x5 — 15 14 13 12 11 10 3x5 = 3x10 M18 S 11 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x10 M18SHS 11 9-2-6 17-0-13 24-11-3 32-9-10 41-M -0 DI llff NI 8-2-6 V\ 7-10-6 7-10-6 7-10-6 8-2-6 -0- r latey,IJets 1, ,fir r— I I.u- 14 CU95J 11:u-u-R r-ugel la:u-u-14 caget l9:0-0-4 t0ge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.22 12-13 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.42 12-13 >999 180 BCLL 0.0 I Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 21, SP No.2 *Except* T1I: 2x4 SP M 31 BOT CHORD 2z4 SP M 31 WEBS :21 WEDGE SP No.3 Left: 2x6 SP No; , Right: 2x6 SP No.2 REACTIONS. (I /size) 1=152910-8-0 (min. 0-1-8), 9=1529/0-M (min. 0-1-8) ax Horz1=159(LC 8) Mbx Upliftl=-529(LC 8), 9=-529(LC 9) FORCES. (lb) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2=3258/1114, 2-3=3083/1077, 3-4=2966/1095, 4-5=2377/865, 5-6=-2377/865, 7=2966/1095, 7-8=-3083/1077,.8-9=3258/1114 BOT CHORD 15=1097/2934, 14-15=-814/2449, 13-14=814/2449, 12-13=-450/1809, 1-12=-654/2449, 10-11=-654/2449, 9-10=938/2934 WEBS 12=32W774, 6-12=-650/441, 6-10=215/564, 8-10=297/297, 5-13=329f/74, 13=-650/441, 4-15-215/564, 2-15=297/297 NOTES- 1) Unbalanced of live loads have been considered for this design. Z) Wind: ASCE 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 (env lope); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are! T20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mecca nical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=529, 9=529. PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 213 Ib FT= 10% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. and PE 051 t ►� �`'' -O pSTA4O �ORiD ///���SS��NAt- ENG\\��\\ i 7GZ] rusS I russ I ype city P1y Ryan Homes - 1452 A d J452-A A2 I COMMON 2 1 Reference (optional) �Southem Truss, FLI Ilerce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc Mon Jul 16 12:24:04 2018 Page 1 I D: EaPOU IwCWA016wSO7vTFdz?5cK-E9htLEVmO RFUT_kdY6pUG kS WR2ctrnmf VOTQkyGyxVjF 7-5-3 13-7-3 -�-- 19 G 0 21-0-022-6-0 284-13 34-6-13 42-M T7-5-3 i 7-5-3 6-2-0 5.10.13r-fr0 1$-0 5-10-13 6-2-0 i Scale=1:74.0 5.00 F12 3x6 = 3x6 = Sx5 = 5 6 7 3x4 i�- 3x4 3x6 4 8 3x6 3 9 1.5x4 \\ 1.5x4 2 4 10 m 2 3 1 1W1 it 1 4I I I� 3x„ _ 17 16 15 14 13 12 3x5 = 3x1 M18SHS I I 3x4 = 46 = 3x4 = 3x4 = 4x6 = 3x4 = WO M18SHS I I 9 2 6 17 0 13 24 11-3 32-9 10 41-0-0 8-2-6 7-10-6 7-10 G 7-10-6 8-2-6 Plate Offsets X;Y 1:0-0-4,Ed a 1:0-0-14,Ed e , 5:0-3-12,0-2-8 , 6:0-2-8,0-3-0 :0-3-12,0-2-8 , 1,1:0-0-14,Ed e , -11:0-0-4,Ed e LOADING(psf)I SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0,!, Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.26 14-15 >999 240 MT20 244/190 TCDL 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 BCDL 10.0 Code FBC2017ffP12014 Matrix-S Weight: 211 Ib FT =10% LUMBER - TOP CHORD 14 SP M 31 `Except` : 2x4 SP No.2 BOT CHORD 24 SP M 31 WEBS „I4 SP No.3 WEDGE Left: 2x6 SP Nq �2, Right: 2x6 SP No.2 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 guide. REACTIONS. '((b/size) 1=1529/0-8-0 (min. 0-1-8), 11=1529/0-8-0 (min. 0-1-8) ax Horzl=148(LC 8) ax Upliftl=-517(LC 8), 11=-517(LC 9) FORCES. (Ib) i Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3267/1089, 2-3=-3088/1051, 34=-3012/1069, 4-5=2368/826, 7-8=2368/827, ' 8-9=3012/1069, 9-10=3088/1051, 10-11=3267/1090, 5-6=2133/810, 6-7=2133/810 BOT CHORD 1-17=1065/2945, 16-17=-764/2428, 15-16=764/2428, 14-15=-427/1826, 13-14=615/2428, 12-13=-615/2428, 11-12=917/2945 WEBS 6-14=-296/729, 8-14=590/402, 8-12=232/585, 10-12=318/313, 6-15=2961729, 4-15=590/401, 4-17=231/585, 2-17=318/312 NOTES- 1) Unbalanced', „oof live loads have been considered for this design. 2) Wind: ASCE -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 (en elope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates arIMT20 plates unless otherwise indicated. 5) This truss hs been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) P1ro vid=51e medLilanicaI connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=517, LOAD CASE(S) Standard iTruss J9b— Nss Type ty ty Ryan Homes -1452 A cl i 1452-A A3 HIP 2 1 1_ _� Job Reference (optional Soumem `rruss , Ft. Fierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc. Mon Jul 16 12:24:04 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-E9htLEVmORFUT kdY6pUGkSVw2hlmjIVOTQkyGyxVIF 6-3-3 11-5-5 17-" —�— 24-6-0 30-6-11 35-&13 L —T - 42-04) 6-3-3 5-2-1 6-0-11 7-0.0 6-0-11 5-2-1 6-3-3 Scale=1:70.4 5x7 = 5.00 F12 5x5TA = 6 7 I 3x4 � r 3x4 3x6 5 8 3x6 1 1.5x4 Q 4 WS 9 1.5x4 -i 3 10 46 4x6 2 11 1 12 no Pi Iv o 5x7 18 17 16 15 14 13 c 5x7 = - 3x5 — it 'I 3x4 = 4x6 = 3x4 — — 3x8 — 4x6 = 3x4 = — 3z5 - — I i 1-0-0 42-0-0 1 9-0-3 17-" 24-fi-0 32-7-13 40-M 4 - . IN 8-0-4 8-1-13 7-0-0 8-1-13 �, 8.0-9 0-0 0 1-0-0 Plate Offsets (XX)— [1:0-3-10,0-2-81, [6:0-5-4,0-2-81, [12:0-3-10,0-2-81 LOADING(psf) SPACING- 2-M CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.20 16 >999 240 MT20 244/190- TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.41 16-18 >999 180 BCLL 0.0 „ Rep Stress Incr YES WB 0.77 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S ' Weight: 227 Ib FT =10% LUMBER- 4 TOP CHORD 2 '4 SP No.2 BOT CHORD 4 SP M 31 WEBS 2 4 SP No.3 SLIDER L ft 2x6 SP No.2 2-11-8, Right 2x6 SP No.2 2-11-8 I REACTIONS. (fb/size) 1=1529/0-8-0 (min. 0-1-8), 12=1529/0-M (min.0-1-8) tax Horz1=133(LC 8) x Upliftl=-500(LC 8), 12=-500(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. WEBS 1 Row at midpt 6-15 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-2=-3256/1053, 2-3=3178/1065, 3-4=3036/951, 4-5=2937/960, 5-6=2355/777, -7=-2124l155, 7-8=2356f777, 8-9=2937/960, 9-10=3036/951, 10-11=3178/1066, 1-12=3256/1053 BOT CHORD j-18=-1033/2933, 17-18=-805/2618, 16-17=805/261&, 15-16=-504/2124, 4-15=672/2618, 13-14=672/2618, 12-13=900/2933 WEBS-18=-237/256, 5-18=71/428, 5-16=-643/385, 6-16=-1651556, 7-15=117/557, 15=-643/385, 8-13=72/427, 10-13=237/256 NOTES- 1) Unbalanced (roof live loads have been considered for this design. 2) Wind: ASCE' -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 (en' lope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade hate drainage to prevent water ponding. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mec, anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=500, 12=500. LOAD CASE(S)I Standard ENS F i PE Ax STA10511 O ` - (-� Q'40RIDA �� /x//;;'9/ONAL 111 i itt 1i 9b a i tl 52-A soufhem Truss, Ft. I fuss Truss Type "' IM HIP IPI' rce, FL., 34951 p', Qty Ply Ryan Homes- 2 1 _ Job Referent Run Nov 30 2017 Print 8.200 s Nov 30 i ID:EaPOUIwCWA016wSO7vTFdz?5cK-E9ht H Scale = 1:70.4 5.00 r12 5x5 = 3x4 = Sx5 = 5 T146 7 3x6 i / 3x6 3x4 i 4 8 3x4 C 3 6 9 4x4 - m 44 C m 44 2 10 t 1 44 111 IQ Sx7 18 17 16 15 14 13 o 12 5x7 = 3x5 — � — � 1.5x4 11 3x6 = 3x4 = 3x8 = 4x6 = 1.5x4 II 3x5 = 3x4 = -0-0 8-0-14 15-2-0 20-7-7 26-10 0 3&11-2 41-0-0 -0 -0 7-0-14 7-1-2 5 5 7 67_ 7-0-14 I Plata Offcatc IXI Vl_ r1 •n-A-1 n 0-3-01 n•n_')_a rLT n ,)_r-i 4 •_j m . i n n a LOADING(psf) V v SPACING- v _ V v2-0-0 V CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.24 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.44 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.19 11 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-S Weight: 230 Ib FT = 10% LUMtShK- BRACING - TOP CHORD 2 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied. Ti:I 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. BOT CHORD 24 SP No.2 WEBS 1 Row at midpt 3-17, 6-14, 9-14 WEBS 44 SP No.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER L ft 2x6 SP No.2 3 8 d, Right 2x6 SP No.2 3-8-4 installed during truss erection, in accordance with Stabilizer REACTIONS. ( /size) 1=1529/0-8-0 (min. 0-1-13), 11=1529/0-8-0 (min. 0-1-13) Installation guide. ax Horz1=-118(LC 9) ax Upl'Iftl=-480(LC 8), 11=-480(LC 9) FORCES. (lb) ax. Comp./Max. Ten. - All forces 250 (lb) or loss except when shown. TOP CHORD 2-3275/966, 2-3=3149/983, 3-4=2591/846, 4-5=2506/869, 5-6=2437/904, 7=2279/838, 7-8=2505/867, 8-9=2591/844, 9-10=-3149/984, 10-11=-3275/967 BOT CHORD 18=933/2950, 17-18=933/2950, 16-17=-612/2291, 15-16=-612/2291, 14-15=-687/2448, I13-14=835/2951, 12-13=835/2951, 11-12=-835/2951 WEBS p-18=01314, 3-17=-706/420; 5-17=-100/462, 5-15=107/396, 6-14=-435/137, 7-14=-132/627, 9-14=707/422, 9-12=0/311 NOTES- 1) Unbalanced rpof live loads have been considered for this design. 2) Wind: ASCE- 10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (enl dope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade ate drainage to prevent water ponding. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) Provide mec}i nical corinection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 1=480, 11=480. LOAD CASE(S ,Standard PE 051 I - STA O ,c, Ri_DP�� ///�//SS/6NAL SIT, \\\`\ Tp� russ toss ype ly I Ryan Homes -1452 A cl 1I4F2-A AS HIP 2 1 TJob �� _ Reference (optional) Southern Truss • Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MiTek Industries. Inc. Mon Jul 16 12:24:05 2018 Page 1 I D:EaPOUIwCWA016wSO7vTFdz?5cK-]LEFYaWOnkNL58Jp6gLjpx?fBRxkVDFed7Al UjyxVjC I _0_14 13 8 0 21-0-0 26-&0 34-11-2 42-0-0_ ��-- --T —'— -0-14 6-5-2 7-6-0 7-6-0 6-5-2- 7-0-14 _, Scale = 1:69.2 I 'I 5x7 = 1.5x4 II 5x7 = 4 5 5.00 12 6 3x4 % 3x4- 3 7 rn 4 4x4 4x4 �i 2 8 4x4 ]c c 5x7 = o 16 15 14 13 12 11 10 5x7 = 3.5 = . 1.5x4 11 4x6 = 3x8 = 3x4 = 1.5x4 11 3x5 = I I 3x4 = 4x6 = 1.4-0 1-0-0 42 0-0 7-t}14 13fr0 21.0-0 � 28-rr0 34-11-2 40-&-0 4 -0-0' 5-&14 &5-2 7-0-0 7-" &5-2 5-&14 -0 'pll 0-4-0 1.M Plate Offsets X Y 1:0-3-10,0-3-0 , 4:0-5-4,0-2-8 , 6:0-5-4,0-2-8 , 9:0-3-10 0-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 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 0.01 Rep Stress Incr YES WB 0.56 Horz(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 223 lb FT = 10% LUMBER- , BRACING- yr .nv �u .emu ucw, ai wuuu sneaunng uuecuy appneo. BOT CHORD g24 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. WEBS 4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be SLIDER ft 2x6 SP No.2 3-4-13, Right 2x6 SP No.2 3-4-13 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. /size) 1=1529/0-8-0 (min. 0-1-13), 9=1529/0-8-0 (min. 0-1-13) ax Horz 1 =-1 03(LC 9) ax Upliftl=-472(LC 5), 9=-472(LC 4) FORCES. (lb)'� Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 111-2=3281/1030, 2-3=-3164/1045, 3-4=-2724/963, 4-5=2855/1104, 5-6=2855/1104, 6-7=2724/963, 7-8=3164/1046, 8-9=3281/1030 BOT CHORD 1-16=-897/2955, 15-16=-897/2955, 14-15=723/2461, 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=-226/644, 6-11=79/443, 7-11=563/352, 7-10=0/269 NOTES- 1) Unbalanced) f live loads 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 (en elope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade gate drainage to prevent water ponding. 4) This truss h 's been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9=472. 5) Provide mec, apical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=472, LOAD CASE($) Standard / PE 051 10 STAnn O L �I1j1111�� II - j.0 , I cuss Truss ype cny ly Ryan Humes - 1452 A cl HIP _ 2 7 1 lJob_Reference (optional) outhem Truss, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 M7ek Industries, Inc. Mon Jul 16 12:24:05 2018 Page 1 Uerce, I D: EaPOUIwC WA016wSO7vTFdz?5cK-iLEFYaWOnkNL58Jp6gLjpx?txROxV6Ged7AlUjyxVjC 14 11 6-0 14 —r 5 5 2 17-1G-0 6.4-0 —T 24 2-0 30.6-0 35-11-2 _ 42-0-0 —� 6 4-0 6-4-0i 5-5-2 6.0-14 Scale=1:69.3 Sx5 = 3x4 = 3x6 = 3x4 = 5x5 = 5.00 F12 4 5 6 7 8 3x4 3x4 3 9 4x6 4x6 O3 10 r, 1 11� ?1 o iv -o 5x7 = 18 17 16 15 14 13 12 5x7 = 3x5 = II 1.5x4 II 3x8 = 46 — 3x4 — 4x6 — 3x8 = 1.5x4 II 3x5 = 1-0-0 42-" 1 6-0-14 11-0-0 21-0-0 30-&0 35.11-2 40-8-0 4 it 4-8-14 55.2 9-6-0 9-" 5.5.2 4-&14 . 0-4-0 1-0-0 Plate Offsets (XIY1— 11:0-3-10.0-3-01. 11:0-1-14.Edael. r11:0-3-10.0-3-01. H 1 1-4-3_Fdne1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.31 15 >999 240 MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.56 13-15 >879 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 ' Code FBC2017/rP12014 Matrix-S Weight: 218 lb FT = 10% LUMBER- I, TOP CHORD 4 SP No.2 BOT CHORD 2 4 SP M 31 WEBS 14 SP No.3 SLIDER ft 2x6 SP No.2 2-10-5, Right 2x6 SP No.2 2-10-5 REACTIONS. 1� /size) 1=1529/0-8-0 (min. 0-1-8), 11=152910-8-0 (min.0-1-8) ax Horz1=88(LC 10) iylax Upliftl=-497(LC 5), 11=-497(LC 4) 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 quide. FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3301/1099, 2-3=3248/1113, 3-4=2888/1051, 4-5=2638/1010, 5-6=-3280/1257, 6-7=3280/1257, 7-8=-2638/1010, 8-9=-2888/1051, 9-10=3248/1113, 10-11=3301/1099 BOT CHORD 1 -1 8=965/2974,17-18=965/2974, 16-17=1117/3216, 15-16=1117/3216, 14-15=1 1 15/3216,13-14=1115/3216, 12-13=-961/2974, 11-12=961/2974 WEBS 3-17=-403/292, 4-17=208/782, 5-17=840/361, 7-13=840/361, 8-13=208RI52, 9-13=-403/292 NOTES- 1) Unbalanced, of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=1.60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (eni elope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade Gate drainage to prevent water ponding. 4) This truss h' been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide m anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=497, 11=497. LOAD CASE($ Standard PE 051 :t O A�- -0 sTA -- ; l9-1 0 //��//IONAL E;, �\\\\\ I fl Jpb ru I NS5 ype ty Ply Ryan Homes -1452 A ci f I 52-A !,I A7 HIP 2 1 j Job Reference (optional) outhem Truss, Ft.i f?ierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 1612:24:06 201 B Page 1 I ID:EaPOUIwCWAO16wSO7vTFdz?5cK-AYodmwXOY2VCiI 0gXsyL9YxDrNeEb7osnvr19yxVjI, 5-0,14 9-0i-0 17-2-9 _24 9 7 32-&0 36-11-2 42-0-0 ~—+--4 +— —� 5-0= 5 2 7$9 7$13 748-9 4-52 5-0-14 Scale = 1:69.2 5x7 = 1.5x4 11 3x6 = 3x4 = 5x7 = 5' 0 12 4 5 6 7 8 1.5x4 1.5x4 i 4x6 3 9 4x6 o, 21 10 a IRj 5x7 = 17 16 15 14 13 12 5x7 = 3x5 = 3x4 = 4x6 — 3x8 = 3x4 = 46 __ 3x4 = 3x5 = 1-4-0 1 4243-0 9fr0 17 2-9 249-7 32-" 40-80 4 -0 0-4-0 8-2-0 7-8-9 7.6.13 7-&9 B-2-0 0-4-0 1-0-0 Plate Offsets (X Y[1:0-3-10,0-3-01,[4:0-5-4,0-2-81,18:0-5-4,0-2-81,[11:0-3-10,0-3-01,[15:0-2-8,0-1-81 LOADING(psf)' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.38 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC • 0.42 Vert(CT) -0.64 14-15 >772 180 BCLL 0.01' Rep Stress Incr YES WB 0.77 Horz(CT) 0.15 11 n/a n/a BCDL 10.Oi Code FBC2017/TP12014 Matrix-S Weight: 212 Ib FT=10% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purtins. T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-11 oc bracing. BOT CHORD 4 SP M 31 WEBS 1 Row at midpt 7-15 WEBS SLIDER 4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be ft 2x6 SP No.2 2-3-8, Right 2x6 SP No.2 2-3-8 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. I /size) 1=1529/0-8-0 (min.0-1-8), 11=1529/043-0 (min. 0-1-8) pax Horz1=-73(LC 9) ax Upliftl=-523(LC 5), 11=-523(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD "1-2=3273/1204, 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, 9-10-3219/1211, 10-11=-3273/1204 BOT CHORD "1-17=1057/2940, 16-17=-937/2793, 15-16-937/2793, 14-15=-1429/3900, 13-14=934/2793, 12-13=-934/2793, 11-12=1054/2940 WEBS 3-17=176/264, 4-17=14/368, 4-15=559/1341, 5-15=-434/329, 7-14=-074/330, 8-14=560/1342, 8-12=-14/368, 9-12=-176/264 NOTES- 1) Unbalanced Irpof live loads have been considered for this design. 2) Wind: ASCE 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 (enplope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade, ate drainage to prevent water ponding. 4) This truss h been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide me anical connection (by others) of truss to.bearing plate capable of withstanding 100 lb uplift at joints) except at --lb) 1=523, 11=523. LOAD CASE(, Standard PE O51 -fl STA O _ �t��r� � "��� �4_ORI ID P GN� NAL /1 Iilll Jab russ Truss Type ty y Ryan Homes -1452 A d 1I452-A �A8 SPECIAL 1 1 1 Job Reference (optional) _ Southem Truss, Ft. Pierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MiTek Industries. Inc. Mon Jul 16 12:24:06 2018 Page 1 ID:EaPOUIwCVVA016wSO7vTFdz?ScK-AYodmwXOY2VCiluOgXsyL9YtDrErEb4osnvrl9yxVjl, 1 7 6 0 9-0 0 10 6 OF_ 14-3-14 21-0-0 —T -�— _ 2748-2 2_ &2 0 31�-0 34 6 0 1 az O Q �1� �� 6-2-0�-1-6T1-6-0 3-9-14 6-&2 6-8-2 r0. 4�3-2-0 3-2- 6-2.0 I Scale = 1:72.9 5x5 = 7x8 � 3x6 = 5x5 = 11 7x8� 5.00 12 5x5 = 3x4 = 4 5x5 = 3x4 = I� 3i T2 5 6 7 89 T 1 T4 12 I 5 0 \\ i Sx10 // rn 13 1 14 Ia o 21 20 19 18 17 16 tgj 153x5 - 3x = 5x5 = 5x6 = 3x8 = 5x6 = 5x5 = 42-0-0 1 7-0-0 •143-14 21-0-0 27-8.2 34-0-0 40$-0 4 6-2-0 6 9 14 6-8-2 6.8-2 6-9-14 -0 1-0-0 Plate Offsets (X,Y}— [3:0-2-12,Edge], [4:0-3-0,Edge], [5:0-0-3,0-3-4], [7:0-2-8,0-3-0], [9:0-5-13,0-3-4], [12:0-2-12,Edge], [15:0-0-11,0-1-10], [16:0-2-8,0-24), [17:0-2-0,0-3-4], 19:0-2-00-3-4 20:0-2-8 0-2-4 21f0-0-11 0-1-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 ' Plate Grip DOL 1.25 TIC 0.82 Vert(LL) 0.58 18 >819 240 MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.90 18-19 >522 180 BCLL 0.01 Rep Stress Incr YES WB 0.78 Horz(CT) 0.15 15 n/a n/a BCDL 10.0 ° Code FBC2017/TP12014 Matrix-S Weight: 226 lb FT = 10% I LUMBER-11 BRACING- TOP CHORD 14 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 24�k SP No.2 . JOINTS 1 Brace at Jt(s): 10 WEBS x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. d /size) 21=1554/0-8-0 (min. 0-1-13), 15=1554/0-8-0 (min. 0-1-13) ax Horz21=81(LC 8) II�Aax Uplift21=-626(LC 8), 15=-485(LC 4) FORCES. (lb) ? Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP. CHORD 1-2= 470/210, 2-3=-2779/1103, 3-5=3806/1587, 5-0=-4048/1672, 6-7=4569/1841, 7-8= 4569/1841, 8-9=4024/1556, 9-10-3784/1477, 10-12=3784/1477, 12-13=2768/946, 13-14=-489/190, 3-4=-261/119, 11-12=-295/140, 9-11=-290/126 BOT CHORD 1-21=235/489, 20-21=316/489, 19-20=1010/2522, 18-19=-1597/4048, 17-18=1481/4024, 16-17-817/2509, 15-16=-217/512, 14-15=217/512 WEBS 2-21=1397/689, 2-20=-687/2036, 3-19=676/1700, 6-19=613/364, 6-18=-219/577, 7-18=-377/285, 8-18=315/704, 8-17=-637/393, 12-17=741/1755, 13-16=-045/2001, 13-15=-1401 /543 NOTES- 1) Unbalanced! of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (en elope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade' uate drainage to prevent water ponding. 4) This truss hd' 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 at --lb) 21=626, 15=485. 6) Graphical p, in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE( Standard PE 051 F 1 '01 STAT 0 [111 � i - ) - , I fuss russ Type [Pf y Ryan Flames - 1+152 A cl 145 452-A I A8G I HIP �Oty 1 So them Truss , Ft 'erce, FL, 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 rf,7ek Industries, Inc Mon Jul 1612:24:09 2018 Page 1 ID:Ea POUT WCV VA016WSO7VTFdz?5cK-a7UmOxZvrztnZldbLg PfznAM43N2RyN EYk8Vd UyxUh 1�-0 f1-4-0' 7-6-0 12-11-14 -6-2-0 18-r15 , - --5d-2 23-8-1 �__ 29.0-2 34$-0 40-8-0 42-0-q -- -�-- 5514 5-4-2 5-4-2 5-5.14 g_2-0----- 14-01 I Scale=1:69.2 i 5.00 5x7 1.5x4 11 3x8 = 4x6 = 1.5x4 11 3x4 = 5x7 = 3 22 23 4 24 25 26 5 27 6 28 7 29 30 T7 318 32 33 9 6x9 \\ / 2 �6140 1 lq 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 = • 3x8Id18SHS= 1.5x4 II 3x8 = 3x5 = 5x5 = 3x8 = 5x6 WB= i 1-4-0 42-" 1 7-" T 12-11-14 18-3-15 1 23-&1 i 29�2 34-6-0 , 40-" 4 6-2-0 5-5-14 5�-2 I 5-4-2 5-0.2 5-5.14 ' 6-2-0 0-4 I Plate Offsets (X; )- [�0-3-0], [3:0-5-4,0-2-8], [6:0-3-0,Edge], [9:0-5-4,0-2-8], [10:0-2-8,0-3-0], [12:0-0-11,0-1-10], [13:0-2-8,0-2-0], [19:0-3-0,0-1-8], [20:0-2-8,0-2-0], [21:0-0-11 I 0-1-10 LOADING (psf) ' SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 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 1.25 BC 0.51 Vert(CT) -0.83 16-17 >568 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017(FPI2014 Matrix-S Weight: 432 Ib FT = 10% LUMBER- BRACING - TOP CHORD 2 14 SP No.2 r TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 4 SP M 31 BOT CHORD 'Rigid ceiling -directly applied or 8-2-0 oc bracing. WEBS 2 4 SP No.3 OTHERS 2 4 SP No.3 REACTIONS. ( /size) 21=2852/0-8-0 (min. 0-1-8), 12=2852/0-8-0 (min. 0-1-8) 1,x Horz21=57(LC 8) ( ax Uplift21=1298(1_C 5), 12=-1298(LC 4) FORCES. (lb) l Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD h-2=7e2l%, 2-3=-5434/2601, 3-22=7744/3791, 22-23=7743/3791, 4-23=-7743/3791, 4-24=143/37171 24-25=-7743/3791, 25-26=-7743/3791, 5-26=7743/3791, 27=-9097/443, 6-27=9097/4437, 6-28=9097/4437, 7-28=9097/4437, k-29=-9097/4437, 29-30=-9097/4437, 30-31=-9097/4437, 8-31=9097/4437, 8-32=7754/3797, 32-33=-7755/3797, 9-33=-7755/3797, 9-10=5432/2600, 10-11=767/359 BOT CHORD " 1-21=-368/766, 20-21=-426/766, 20-34=-2311/4943, 34-35=2311/4943, 19-35=2311/4943, 19-36=-d335/9118, 18-36=-4335/9118, 18-37=4335/9118, 37-38=-4335/9118, 17-38=-4335/9118, 17-39=-4335/9118, 39-40=4335/9118, 40-41=-4335/9118, 16-41=-4335/9118, 16-42=3682/7754, 42-43=3682/7754, 15-43=3682r7754, 15-44=-3682/7754, 14-44=368217754, 14-45=2307/4941, 45-46=-2307/4941, 13-46=-2307/4941, 12-13=374l770, 11-12=374/770 WEBS 2-21=-2569/1274, 2-20=1990/4224, 3-19=1578/3274, 4-19=572/500, 5-19=-16151767, 5-17=0/430, 7-16=-553/491, 8-16=-745/1578, 8-14=-1388/886, 9-14=-1587/3289, 1 0-1 3=-1 987/4219, 10-12=2567/1273 NOTES- 1) 2-ply truss t I be connected together with 1 Od (0.131 "x3`) nails as follows: Top chords nnected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chor s connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs Conn ted as follows: 2x4 -1 row at 0-7-0 oc, Except member 20-2 2x4 -1 row at 0-9-0 oc, member 20-3 2x4 -1 row at 0-9-0 oc, \11 member 19_ 2x4 -1 row at 0-9-0 oc, member 4-19 2x4 -1 row at 0-9-0 oc, member 19-5 2x4 - 1 row at 0-9-0 oc, member 5-17 2x4. 1 r�q°�, at 0-9-0 oc, ember 16-5 2x4 - 1 row at 0-9-0 oc, member 7-16 2x4 -1 row at 0-9-0 oc, member 16-8 2x4 -1 row at 0-9-0 oc, mem* 8,N;\4 �1- 2x4 - 1 row �I 0-9-0 oc, member 14 9 2x4 -1 row at 0-9-0 oc, member 13 9 2x4 -1 row at 0-9-0 oc, member 13 10 2x4 -1 row at 0 bc�� 2) All loads are ponsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply-t\i Aj -, \GEN�; connections ave been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. mac/ i �. 3) Unbalanced oof live loads have been considered for this design. 05� \ 4) Wind: ASC '�7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., G PE `.18; 1 MWFRS (e Yelope); Lumber DOL=1.60 plate grip DOL=1.60 1 I _ 5) Provide ad uate drainage to prevent water ponding. t t, . fl�'E I _- 6) All plates ai MT20 plates unless otherwise indicated. STA O ?brTtk %9t a been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 1\ 7 [r , //�S'/ONAL �NG\,\��� �111111t11 8) Provide mech� nical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it --lb) 21=1298, 12=1298. 9) Hanger(s) or her connection device(s) shall be provided sufficient to support concentrated load(s)176 IbAown and 238 lb up at 7-",'94 lb down and 139 lb up at 9-6-12, 94 lb down and 13 i b up at 11-6-12, 94 Ib down and 139 lb up at 13-6-12, 94 lb.down and 139 Ib up at 15-6-12, 94 Ib down and 139 Ib up at 17-6-12, 94 lb down and 139 lb up at 194-12, 94 Ib:) own and 139 lb up at 21-0-0, 94 lb down and 139 lb up at 22-5-4, 94 lb down and 139 lb up at 24-5-4, 94 lb down and 139 lb up at 26-5-4, 94 lb down and 139 lb up at 28-5-4IIlb down and 139 lb up at 30-5-4, and 94 lb down and 139 lb up at 32-5-4, and 176 lb down and 238 lb up at 34-6-0 on top chord, and 252 lb down and 123 lb up at 7-6-0, 701ls down at 9-6-12, 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-M, 70 lb down at 22- 70 lb down at 24-5-4, 70 lb down at 26-5-4, 70 lb down at 28-5-4, 70 lb down at 30-5-4, and 70 lb down at 32-5-4, and 252 lb down and 123 lb up at 34-5-4 on bottom chord.' �The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof jve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load, (plf) Vert: }3=54, 3-9=541 9-11=54, 1-11=-20 Concentrated, Loads (lb) Vert: 129(B) 6=94(B) 9=129(13) 20=-252(B) 13=252(B) 22=94(13) 23=94(13) 24=94(B) 25=94(B) 26=94(13) 27=-94(B) 28=94(B) 29=94(13) 30=94(13) 31=-94(B) 32 II(B)33=94(B) 34=-47(B) 35=-47(B) 36=-47(B) 37=-47(B) 38=-47(B) 39=-47(B)40=-47(B)41=-47(B)42=-47(B)43=-47(B)44=-47(13)45=-47(13)46=-47(B) \,XCENS4 -, i i N i PE 551 7c I _ -o ; STAT O ORI f 1VAL I/!lllll fI toss russ I ype ty y Ryan Homes -1452 A d 1452-A ' 81 COMMON 1 7Southem Truss, Ft.j I fierce, FL., 34951 _.,Job Reference (optional) — Run: 8.200 s Nov 30 2017 Print 8200 s Nov 30 2017 M7ek Industries, Inc. Mon Jul 16i2:24:09 2018 Page 1 6-2-7 10-" ID:EaPOUIwC VVA016wSO7vTFdz?5cK-a7UmOxZvrztnZldblgPfznAQM3KhR6GEYk8Vd UyxVjN 15-1-7 20-4-0 I _ I 6-2-7 4-5-9 4-5-7 5-2-9 Scale = 1:33.5 44 = 3 5.00[12 1x4 1x4 2 4 2 5 44 1 1 6, H LAN Bq I 3x4 = 3x4 = 3x4 = LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud TCLL 20.0 a Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-9 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-9 >968 180 BCLL 0.0 1 Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S 'LUMBER- I I BRACING - TOP CHORD 211 SP No.2 TOP CHORD T CHORD 2z4 SP No.2 BOT CHORD BS 2>Il4 SP No.3 WEDGE Left: 2x6 SP No: SLIDER R�,�ht 2x6 SP No.2 2-9-10 REACTIONS. b/size) 6=740/0-8-0 (min. 0-1-8), 1=740/0-8-0 (min. 0-1-8) M'ax Horz1=-81(LC 9) lu9ax Uplift6=-252(LC 9), 1=258(1-C 8) FORCES. (lb) -,'lax. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD , Z-1381/484, 2-3=1206/440, 3-4=1121/405, 4-5=-1215/442, 5-6=1274/428 BOT CHORD )-9=-457/1224, 8-9=204/837, 7-8=204/837, 6-7=-319/1093 WEBS 2-9=-290/272, 3-9=182/449, 3-7=139/329 PLATES GRIP MT20 244/190 Weight: 96 lb FT = 10% Structural wood sheathing directly applied or 4-4-0 oc puriins Rigid ceiling directly applied or 8-8-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. NOTES- 1) Unbalanced ' f live loads have been considered for this design. 2) Wind: ASCE 110; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ti; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envilope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mere nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) 6=252, 1=258. LOAD PE 051 r t - -Q ; STA" O �0 'r j19-1 ,4c; jIS/0NAi'E�G r dI y b rusS Truss ype ty y Ryan Homes -1452 A d >2-A H2 COMMON 1 1 Job Reference (optional) outhem Truss, Ft. Pierce, FL., 34951 -� Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MiTek Industries, Inc. Mon Jul 16 12:24:09 2018 Pagel ID:EaPOUIwCWA016wS07vTFdz?5cK-a7UmOxZvrztnZIdbLgPfznAQM3KhR6MEYk8VdUyxV N j 11-0-0 6-2-7 10-0-0 10-8-0 i 15-1-7 201-0 r 6-2-7 3-9-9 0 8-0'0 8-0 3-9-7 5-2-9 Scale=1:34.6 I 3x4 = 5x5 = 3,4 = 3 4 5 5.00 12 lx4 1x4 O 2 6 2 7 4x4 � v 1 g 1 li 1 I 3x4 = „ 11 10 9 3x9 11 3x4 = 3x4 = 3x4 = 3x6 11 1-0 0 7-11-13 134-2 20-4-0 1 0 0 6-11-13 54-5 6-11-14 Plate Offsets (X [1:"-0, 1 -3-21, [1:0-1-14,0.4-2], [3:0-2-0,0-2-111, [4:0-2-8,0-3-0], [5:0-2-00-2-11] [8:0-4-4 0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 1-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 1-11 >950 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 95 lb FT =10% LUMBER- 11 BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins. BOT CHORD 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-12 oc bracing. WEBS 4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x6 SP No Installation guide. SLIDER Right 2x6 SP No.2 2-9-10 REACTIONS. (' C/s¢e) =740/0-8-0 (min. 0-1-8), 1=740/0-8-0 (min. 0-1-8) ax Horz81=-76(LC 9) ax Uplift8=-247(LC 9), 1=253(LC 8) FORCES. (lb) ,;Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -2=1373/468, 2-3=1204/424, 5-0=1120/391, 6-7=-1211/427, 7-8=1268/413, 3-4 =1066/416, 4-5=995/389 BOT CHORD 1,I1-11= 43611215. 10-11=192/839, 9-10=192/839, 8-9=305/1088 WEBS Z-11=-268/258, 4-11=172/436, 4-9-131/317 NOTES- '1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE �-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 (en lope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adec, ate drainage to prevent water ponding. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide m anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=-Ib) 8=247, 1=253. LOAD CASE( S1 Standard �xCENs�����i PE 051 t = :Pt- -G 1 STA O ¢ �i0OR1DP�\���� /�f/s8/0iVA JQb cuss russType ty y I Ryan Homes -1452 A cl 1i52-A B3 HIP 1 1 Job Reference loptional Southern Truss, F!. arcs, FL.. 34951 Run: 8.200 s Nov 302017 Print 8.200 s Nov 30 2017 Mrrek Industries. Inc. Mon Jul 16 12:24:10 201 B Pagel ID:EaPOU I WCWA016WSO7VTFdz?5cK-2J28bHaXcH?eBvCnvNwuW?iX6SelAaeNmOu3AwyxVj, B-0-0 13-4-0 20-4-0 8-0-0 54-0 7-0-0 I I I Scale=1:33.2 i 4x4 = Sx7 = � 2 3 5.00 12 Ivi m c� 4 1 H c6 Io IE B2 Li 3x4 = 6 7 5 3 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 54-0 7-0-0 Plate Onsets (ACITI— 0:0-0-uJ-3-21,I1:0-i-l4,101-0-21 Fe:0-2-4 0-2-41 13:0-5-4 u-2-81 14:U-2-8 0-4-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 20.01 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.13 1-7 >999 240 MT20 244/190 ITCLL 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 I 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 91 lb FT =10% I LUMBER- TOP CHORD 2z4 SP No.2 *Except* J: 2x6 SP No.2 BOT CHORD 2i 4 SP No.2 WEBS 2�4 SP No.3 WEDGE Left: 2x6 SP N.' Right: 2x4 SP No.3 REACTIONS. (lb/size) 4=740/0-8-0 (min. 0-1-8), 1=740/0-8-0 (min. 0-1-8). ax Horz 1=61(LC 8) ax Uplift4=-228(LC 9), 1=235(LC 8) FORCES. (lb) 1-7=0/262 Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD -2=1294/395,2-3=1118/408,3-4=1228/380 BOTCHORD -7=290/1112,6-7=270/1061,5-6=270/1061,4-5=-273/1056 WEBS BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- I)Unbalanced of live loads have been considered for this design. 2) Wind: ASCE;",I-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 (en' lope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adet' ate drainage to prevent water pondin 9• 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads_ 5) Provide mec rnical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ot=1b) 4=228, 1=235. LOAD IStandard ENS 4�i F PE 051 � l -O STA O ` 0��<ORIDP -Z�- sS/ANAL ��ll 111111 _j� russ I rues ype ty y Ryan Homes -1452 A d t452-A 64G HIP 1 1 Job Reference (optional) Southern Truss , Ft. ierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MiTek Industries, Inc. Man Jul 1612:24:10 2018 Page 1 ID:EaPOUIwCWA016wSO7vTFdz?5cK-2J28bHaXcH?eBvCnvNwu W?idtShnAX7NmOu3AwyxVj. 6-0-0 10-8-0 15.4-0 21-4-0 6-" 4-&0 4-8-0 6-0-0 i I Scale = 1:34.6 i 4x7 = 1x4 11 4x7 = 5.00 F12 3 12 13 4 14 15 5 It 4x4 2 6 4x4 ' 2 - o 1 1 7 N �jLij �} Iv o 3x4 — 11 16 10 9 17 18 8 3x4 5x5 1x4 I I 3x4 = 1x4 II Sx5 = 3x8 = I 1-0-0 6-&0 10-8-0 15-4-0 204-0 1 0 0 54)-0 4-8-0 4-8-0 5-0-0 1 0 0 Plate Offsets (X Y)— [1:0-4-10,Edge], [3:0-5-4,0-2-0], 15:0-5-4,0-2-0], [7:04-10,Edge] LOADING (psf) ' SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 ! Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.15 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.21 9-11 >999 180 BCLL 0.011 Rep Stress Incr NO WB 0.26 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 103 Ib FT = 10%e LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied -or 3-2-15 oc purlins. BOT CHORD 2' 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1U-13 oc bracing. WEBS 2 SLIDER L; 4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be ft 2x6 SP No.2 2-10-12, Right 2x6 SP No.2 2-10-12 installed during truss erection, in accordance with Stabilizer PI Installation guide. REACTIONS. I /size) 1=1109/0-8-0 (min. 0-1-8), 7=1109/0-8-0 (min. 0-1-8) ax Horz1=-46(LC 9) I ax Upliftl=-541(LC 8), 7=541(LC 9) FORCES. (lb), Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2284/1147, 2-3=2213/1160, 3-12=2601/1401, 12-13=2600/1400, 4-13=2600/1400, 4-14=-2600/1400, 14-15=2600/1400, 5-15=2601/1401, 5-6=-2213/1160, 6-7=2284/1147 BOT CHORD 1 -11 =1 004/2041, 11-16=1005/2055, 10-16=1005/2055, 9-1 0=1 005/2055, 9-17=-1004/2055, 17-18=-1004/2055, 8-18=-100412055, 7-8=1003/2041 WEBS 3-11=-28/342, 3-9=-347/683, 4-9=-453/404, 5-9=347/683, 5-8=29/341 NOTES- 2) Wind: ASCE, -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (en lope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad ate drainage to prevent water ponding. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)1=541, 7=541. 6) Hanger(s) o ther connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 169 lb up at 6-0-0, 57 lb down and!; 07 lb up at 8-0-12, 57 lb down and 107 lb up at 10-0-12, 57 lb down and 107 lb up at 11-3-4, and 57 lb down and 107 lb up at 13-3-4, a d 121 lb down and 169 lb up at 15-4-0 on top chord, and 106 lb down and 100 lb up at 6-0-0, 41 lb down at 8-0-12, 41 lb down at 10 1 12, 41 lb down at 11-3-4, and 41 lb down at 13-3-4, and 106 lb down and 100 lb up at 15-3-4 on bottom chord. The design/sell „ion of such connection device(s) is the responsibility of others. 7) In the LOAD" ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( Standard 1) Dead + Roo;! Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ��� N '�l • 8( ��/ Uniform Loa s (plf) \� Ve 1-3=-54, 3-5=54, 5-7=54, 1-7=20 \- i \GENS'�� Concentrate' Loads (lb) Ve 3=-74(8) 5=-74(B) 10=27(B)11=106(131) 8=106(B) 12=55(B) 13=55(B) 14=55(13)15=55(8) 16=27(B) 17=27 18-11 k ! PE 051'+(/}, ty ZZ -t3 STATE O, 74 7,o •��ORID ////sS��NAL E�G �!!fl1111� i 7G'� 1452-A Truss ICI COMMON cuss -ape ty y Ryan Homes - 1452 A cl Job Reference o tional J Scuthem Truss, Ft. erce. FL., 31951 Run: 8.200 s Nov30 2017 Print 8.200 s Nov 30 2017 MiTek Industries. Inc Mon Jul 16 12:24:11 2018 Page I ID:EaPOUIwCWAO16wSO7vTFdz?5cK-XVcWpdb9Na7Vp3nzS5R72CFIYs?4VOOX?2dciMyxVj i-- -- ---- 5-7-14 ------ F 9-0-0 17-0-0 - —i 5_7-14 34-2 8-0-0 Scale = 1:27.4 4x4 = 3 5.0012 1x4 Q �)I I 2 Ald 4X7 II 4 1� _ o 3x4 = 7 6 3x9I I I 3x4 = 3x4 = 5 1-0-0 I 9-0-0 17-M 1-0-0 74" 8-0-0 LOADING(psf) i SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft I TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.17 1-6 >999 240 TCDL 7.0' I Lumber DOL 1.25 BC 0.73 Vert(CT) -0.35 1-6 >558 180 BCLL 0.0 Rep Stress Ina• YES WB 0.16 Horz(CT) 0.02 5 Ma n/a BCDL 10.0 I Code FBC2017(fP12014 I Matrix-S LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD BOT CHORD 2 4 SP No.2 WEBS 24 SP Ne.3 'Except` BOT CHORD NN 2x6 SP No.2 WEDGE Left: 2x6 SP No112 REACTIONS. g/size) 5=608/0-8-0 (min. 0-1-8), 1=60810-8-0 (min. 0-1-8) ax Horz1=86(LC 8) ax UPIM5=206(LC 9), 1=213(1_C 8) FORCES. (lb) „Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1054/388, 2-3=814/280, 3-4=866/254, 4-5=-530/246 BOT CHORD 1-7=377/928, 6-7=-377/928, 5 6=-171/717 WEBS R-6=303/248, 3-6=-45/409 PLATES GRIP MT20 244/190 Weight 67 lb FT = 10% Structural wood sheathing directly applied or 4-3-12 oc purlins, except end verticals. Rigid ceiling directly applied or 9-5-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced live loads have been considered for this design. 2) Wind: ASCE �t,of -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); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 5=206, 1=213. LOAD CASE(S) Standard rl L I Truss — I toss ype -- ty I y Ryan Homes -1452 A d '452-A C2 iCOMMON 1 1 1 � Job Reference (optional) ouinem Truss, Ft. erce, FL., 34951 — Run: 8.200 s Nov 2017 Print 8.200 s Nov 30 2017 Mi rek Industries, Inc. Mon Jul 16 12:24:11 2018 Page 1 ID:EaPOU IwC VVA016wSO7vTFdz?5cK-XVcWpdb9Na7Vp3nzS5R72CFn Ws?7vO4X?2doMyx V ~-- 5-7-14 _ T 84" 9-0-0 10-0-0 17-M 5-7-14 2-4-2 7-0-0 Scale=1:28.1 3x4 1X4 II 4 5 3x4 = I 3 5.00 12 ix4 Q 2 5 40 II 6 rn I� 3x4 = 9 8 3' I I 3x4 = 3x4 = 7 1-0-0 -0 9-M 1740-0 I 1-0-0 04-0 7-8-0 8-0-0 — - 1 Plate Offsets MY)— [1:0-0-0,1-3-2],[1:0-1-14,0-0-2],13:0-2-0,0-2-11], f5:0-2-0,0-2-111, [6:0-4-4 0-2-0] I LOADING (psf)l SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP ITCLL 20.01 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 1-8 >999 240 MT20 244/190 TCDL 7.0' Lumber DOL 1.25 BC 0.72 Vert(CT) -0.36 1-8 >541 180 BCLL 0.0,', Rep Stress Incr YES WB 0.15 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 67 lb FT = 10% LUMBER- I BRACING - I TOP CHORD SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, ' except ` BOT CHORD SP No.2 end verticals. WEBS SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 9-10-14 oc bracing. • 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be I WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x6 SP N Installation guide. REACTIONS. size) 7=608/0-8-0 (min. 0-1-8), 1=608/043-0 (min. 0-1-8) ax Horzl=78(LC 8) ax Uplift7=-197(LC 9), 1=205(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD f 2-1041/362, 2-3=828/264, 5-6-889/242, 6-7-526/235, 3-4=744/273, BOT CHORD 1111 -9-346/914, 8-9=-346/914, 7-8=164/744 WEBS-8=-281/219, 4 8=-28/398 NOTES- 1) Unbalanced I of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=5.Opsf h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (en elope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a date drainage to prevent water ponding. 4) This truss hash been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide meanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 7=197, 1=205. LOAD CASES) Standard GENS�.��� PE 051 -U t STA O ORI� 10 NAL �1i111111� I rLSSTruss ype ty Ply-— i Ryan Homes -1452 A 0 1 52-.4 r-3G HIP 1 1 IJob .._ Reference (optional) SouthernTruss , FL P'erce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 M7ek Industries, Inc. Mon Jul 16 12:24:11 2018 Page 1 ID: EaPOU IwC WAO 16wSO7vTFdz?5cK-XVcW pdb9Na7 V p3nzS5R72C FkTs2ovl lX?2dciMyx VI 1-4-0 I — 6-0-0 ------I 12-M 16-8-0 18-0-0 1-4--0 4-8-0 6-0-0 4-8-0 Scale=1:29.1 I 4x7 = 44 = 3 12 13 4 5.00 12 3k6 I i 3x6 11 2 5 N 1 6 I I 3x4 = 10 9 14 8 3x4 = 1' 1x4 II 44 = 3x4 = 7 1-0-0 -4 6-0-0 12-M 16-8-0 1 18 0 0 1-0-0 -4 4-t1-0 6-0-0 448-0 12-0 Plate Offsets (X 1 r2:0-1-11-1-2-8T-13.0-5-4-0-2-01.15:11-1-11.1-2-R1 � II LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft 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 0.01 Rep Stress Incr NO WB 0.11 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight: 72 lb FT = 10% LUMBER- TOP CHORD 2 4 SP No.2 'Except. T :2x4SPM31 BOT CHORD 2 4 SP M 31 WEBS 2 4 SP No.3 REACTIONS. ( /size) 11=928/0-8-0 (min. 0-1-8), 7=928/0-8-0 (min. 0-1-8) ax Horz 11=46(LC 8) r ax Upliftl 1 =-462(LC 8), 7=-462(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-&11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) jjMax. Comp./M. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD "1-2=-1198/606, 2ax-3=1356l721, 3-12=1192/683, 12-13=1192/683, 4-13=-1192/683, 5=1356/720, 5-6=1198/606 BOT CHORD 1-11=-592/1184, 10-11=606/1184, 9-10=-604/1192, 9-14=-604/1192, 8-14=-604/1192, 8=592/1184, 6-7-592/1184 WEBS 2-11=-463/318, 3-10=0/285, 4-8=0/284, 5-7=-463/318 NOTES- 1) Unbalanced I pof live loads have been considered for this design. 2) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (en elope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade� irate drainage to prevent water ponding. 4) This truss ha' been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 11=462, 7=462. 6) Hanger(s) o'II ther connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 169 lb up at 6-M, 55 lb down and ,�)07 Ito up at 8-0-12, and 55 lb down and 107 lb up at 9-11-4, and 121 lb down and 169 lb up at 12-M on top chord, and 106 lb down and , 00 lb up at 6-M, 41 lb down at 8-0-12, and 41 lb down at 9-11-4, and 106 lb down and 100 lb up at 11-11-4 on bottom chord. Theesignlselection of such connection device(s) is the responsibility of others. 7) In the LOAD", ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( Standard 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa's (plf) Ve 1-3=54, 3-4=-54, 4-6=54, 1-6=20 Conce,trat . Loads (Ib) 74(F) 9=27(F) 10=106(F) 8=106(F)12=55(F) 13=55(F) 14=27(F) PE 051 -G ; - STA O ((Ill r I' _ i .iAb-- ,y52_p, SOUihem I I JACK s NOV W ZU1I Print 5.2UU s 1145-6-6 8-4-5 I 1T 348-8 2-9-15 -� 2x6 11 1-4-4 . 1-9-14 Scale=1:16.7 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 {TCDL 7.0' Lumber DOL 1.25 BC 0.35 Vert(CT) -0.09 6-7 >834 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 30 lb FT =10% LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (Ib) NOTES- 1) Wind: ASCE MWFRS (ern 2) This truss ha 3) Refer to girds 4) Provide med 5) Hanger(s) or, lb down and I at 2-11-0, 7' 6) In the SP No.2 SP No.2 SP No.3 ze) 4=83/Mechanical, 5=108/Mechanical, 7=254/0-11-5 (min. 0-1-8) Horz7=123(LC 4) ' Uplift4=-59(LC 4), 5=57(LC 4), 7=166(LC 20) Grav4=95(LC 17), 5=108(LC 1), 7=254(LC 1) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; dope); Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (s) for truss to truss connections. mical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=1b) 7=166. ther connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 lb up at 2-11-0, 30 10 lb up at 2-11-0, and 26 lb down and 52 lb up at 5-8-15, and 26 lb down and 52 lb up at 5-8-15 on top chord, and 71 lb up b up at 2-11-0, and 5 lb down and 2 lb up at 5-8-15, and 5 lb down and 2 lb up at 5-8-15 on bottom chord. The in of such connection device(s) is the responsibility of others. ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S' Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa' (calf) Vert 4=54, 1-5=20 Concentrat Loads (Ib) Vert:!,=72(F=36, B=36) 10=94(F=47, B=47) 11 =3(F=2, B=2) o\11l I ll!//N CENSF`����ii PE 051 '01 STA O �i XN /ss'ONAL E iG���`\\ rC!- J I toss cuss ype ty y � Ryan Homes -1452 A d �I452-A i CJ7 JACK 2 1 Job Reference (optional) Southern Truss, Ft. Nerce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8200 s Nov 30 2017 MiTek Industries, Inc. Mon Jul 1612:24:12 2018 Page 1 I D:EaPOUIwC VVA016wSO7 VTFdz?5cK-?h9vOzbn8uFMQDLAOozMbQo—OGQteTBgEiN9EpyxVj1, 1-9-14 64-7 — _- � 10-5-12 1-9-14 4-6-9 4-1-5 I r I :17.1 I 10 3.54 12 3x4 I 3 I � 9 i Ili T1 i 3x6 II 2 W2 3 i I 1 I W1 cj B1 3x4 — 11 7 12 6 5 1x4 II 3x4 = 8 4-4 1-9-14 64-7 10-5-12 10 12 1-4-4 0-5-11 4-6-9 4-1-5 0 1 Plate Offsets (X Y)— [2:0-0-8,0-1-121, [2:0-1-7,1-7-14], [8:0-0-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 � Code FBC2017ITP12014 Matrix-S Weight: 41 lb FT =10% LUMBER - TOP CHORD 2 14 SP No.2 BOT CHORD 2 4 SP No.2 WEBS 2 4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (! Lize) 4=1 11 /Mechanical, 5=234/Mechanical, 8=481/0-11-5 (min. 0-1-8) PPP ax Horz8=153(LC 4) ax Uplift4=-94(LC 4), 5=104(LC 4). 8=-186(LC 4) Structural wood sheathing directly applied or 6-0-0 oc purlins 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. FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2=381/115, 2-9=-443/159, 3-9=394/169 BOT CHORD-8=1081383, 8-11=249/383, 7-11=249/383, 7-12=-249/383, 6-12=249/383 WEBS-8=303/190, 3-6=-431 /281 NOTES- 1) Wind: ASCEi, -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL�.2psf; BCDL=5.Opsf; h=15ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (en lope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss ha)�I been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girdej(s) for truss to truss connections. 4) Provide mecF�'pnical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except Qt=1b) 5=104, 8=186. Ipbl 5) Hanger(s) on ther connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 38 lb up at 5-0-7, 23 lb down and 38I'b up at 5-0-7, 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 5-0-7. 4 lb u at 5-0-7, and 21 lb down at 7-10-6, and 21 lb down at 7-10-6 on bottom chord. The design/selection of such connection device(s) is t le responsibility of others. 6) In the LOAD; ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S��ive tandard 1) Dead + Roof (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa olf) Vert: 1-4=54, 1-5=20 trate( ILoads (lb) Vert11 0=-39(F=19, B=19) 11=7(F=4, 6 4) 12=24(F=12, 8=12) XCENS PE 051 r t — -4 X STATE O o ..4 -5;-- OR1 O // SSONAL Nall iitO f A 4 I 1 A (Southern Truss 0-10-0 1-6-0 0-10-0 0-5-0 Scale = 1:7.4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0Plate 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 h/a n/a BCDL 10.0, Code FBC2017/TP12014 Matrix-P Weight: 5 lb FT = 10% LUMBER- BRACING- ( TOP CHORD 214 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purtins., BOT CHORD 2 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. I /size) 2=95/Mechanical, 3=14/0-0-0 (min. 0-1-8) ax Horz2=124(LC 1), 3=124(1_C 1) ax Uplift2=-54(LC 8) lax Grav2=95(LC 1), 3=29(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE'7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL�.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 2) This truss ha� been designed for a 10.0 psf bottom chord live load nonconcurrent with -any other live loads. 3) Refer to.gir(jer(s) for truss to truss connections. 4) Provide m ' anical connection (by -others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 5) Non Standa , bearing condition. Review required. LOAD CASE( 1 Standard I ow IIf(1/o PE 41051STA r '� .Iqb i fUT ss Truss Type �O y Ply Homes- 1452 A cl 1452-A J2 I__ _____ JACK ______ —�1 1 !Job Reference (optional) Southern Truss , Ft. area, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MITek Industries, Inc Mon Jul 16 12:24:12 2018 Page 1 ID:EaPOUIwCVVA016wSO7vTFdz?5cK-?h9vOzbnBuFMODLAOozMbOo4NGVfeVJgEiN9EpyxVjl- _ 1-4-0 2-0-0 -i — — I 1-4-0 048-0 Scale = 1:8,5 3 5.00 (12 2,6 11 2 T1 1 W1 B1 2x4 = 4 5 I 1 0 0 2-0-0 1 0 0 1-0-0 'Plate Offsets (X,K)- [2:0-0-12,0-1-121,2:0-1-11,1-2-81,[5:0-0 ,0-1-121 _ ILOADING(psf) III SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP ITCLL 20.0 y 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'' Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 7 lb FT = 10% LUMBER- BRACING - TOP CHORD 2' 'i SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 Ti SP No.2 , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2' 4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. f ze) 3=-34/Mechanical, 4=43iMecnanical, b=2ZJ1U-8-U (min. U-1-8) Horc5=43(LC 8) Up1ift3=34(LC 1), 4=-43(LC 1), 5=-66(LC 8) Grav4=5(LC 8), 5=223(LC 1) FORCES. (lb) -1Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- G 1) Wind: ASCE 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 (env lope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss ha been designed for a 10.0 psf bottom chord live -load nonconcurrent with any other live loads. 3) Refer to girde (s) for truss to truss connections. 4) Provide mech�Inical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5. LOAD PE 051 =_ 'n N STAT O �llllilil� Jc, ' IirussI russ I ype ty y Ryan Homes - 1452 A v 1152-A �J3 JACK 4Reference o Lon -I M Siam m Truss , FL P'I' rce. FL., 34951 Run: 8.200 s Nov 30 2017 Print 8200 s Nov 30 2011ek Industries, Inc. Mon Jul 16 12:24:13 2018 Page 1 ID:EaPOU IwCWAO16wSO7vTFdz?5cK-TujHEJcPvCOD2NwMaVUb7dKFzgryNyTgTM6jnFyxVjC 1-4-0 3-" 14-0 2-2-0 I Scale=1:11.5 I 3 5.00 12 2x6 II z T1 III 1 W I II I Lj B1 2x4 _ 4 i i 5 1 0 0 2-6-0 (Plate Offsets (X,N)- [2:0-0-12,0-1-121,[2:0-1-11,1-2-81,[5:0-0-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CS1. 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 iTCDL 7.0 i Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 IBCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 12 lb FT =10% ILUMBER- TOP CHORD BOT CHORD WEBS REACTIONS. I I FORCES. (lb) NOTES- 1) Wind: ASCE MWFRS (en 2) This truss ha 3) Refer to gird 4) Provide mec LOAD SP No.2 SP No.2 SP No.3 ze) 3=38/Mechanical, 4=8/Mechanical, 5=208/0-8-0 (min. 0-1-8) Horz5=72(LC 8) Uplift3=-48(LC 8), 5=-62(LC 8) Grav3=38(LC 1), 4=28(LC 3), 5=208(LC 1) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-" 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. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; dope); Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. (s) for truss to truss connections. Inical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. PE 051 r t — -13 t STA � � v : � i �T'c.- ILI j - - -- -�jt p ,2.„ �I .3c hem Trus I I 8 i 1 1-4-0 _-_— 4-" 1-4-0— -- 2-8-0 -- —i Scale = 1:12.5 11 1-M 3.0.0 (Plate Offsets (X;Y)- [2:0-0-12,0-1-12], [5:0-1-8,1-2-0], [5:0-0-0,0-1-121 CS1. JLOADING(psf) SPACING- 2-M DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4-5 >999 180 BCLL 0.01 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 , Code FBC2017/TP12014 Matrix-P Weight: 13 lb FT = 10% LUMBER- TOP CHORD 2z4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly 4-0-0 BOT CHORD 211 x� SP No.2 BOT CHORD applied or oc purlins. Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 , MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer j Installation quide. REACTIONS. (b/size) 3=54/Mechanical, 4=17/Mechanical, 5=220/0-8-0 (min. 0-1-8) ihx Horz5=83(LC 8) Nijax Uplift3=-59(LC 8), 5=-66(LC 8) jax Grav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) FORCES. (lb)ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 1) Wind: ASCE0; Vult=160mph(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsfh=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (enpe); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss haeen designed for a 10.0 psfbottom chord live load nonconcurrent with any other live loads. 3) Refer to gird�) for truss to truss connections. 4) Provide me'„ nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 5. LOAD CASES II Standard I PE 051 r I - � 0 STA O9-1 Jppb ` 452-A � I runs , truss pe IJACK ty y 4 1 Ryan Homes - 1452 A cl IJ5 — _L Job Reference (optional) Southern Truss, Ft, ierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print: 8.200 s Nov 30 2017 MiTek Industries, Inc. Mon Jul 16 12:24:13 2018 Page 1 I D: EaPOU IwC WA016wSO7vTFdz?5cK-TujH EJcPvCO D2NwMaV U b7dKD6gpW Ny7gTM6jn FyxVjC 1-4-0 5-66_0 4-2-0 Scale: 3/4`=l' 1 3 i 5.00 12 i J T1 2 W1 B1 2x4 = 4 2x6 115 100 560 1-0-0 4-6-0 Plate Offsets Xi,Y 2:0-0-12 0-1-12 , 5:0-1-8 1-2-0 , 5:0-0-0,0-1-12 LOADING(pst);, SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0; ` Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0, Rep Stress Incr YES WB 0.05 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 18 lb FT = 10% LUMBER- 111 TOP CHORD 2x4 SP No.2 BOT CHORD 14 SP No.2 WEBS ;44 SP N0.3 REACTIONS. '(lb/size) 3=96/Mechanical, 4=40/Mechanical, 5=267/0-8-0 (min. 0-1-8) flax Horz5=113(LC 8) ax Uplift3=93(LC 8), 5=80(LC 8) Iyax Grav3=96(LC 1), 4=71(LC 3), 5=267(LC 1) FORCES. (lb)'r Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1)Wind: ASCE -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 (en lelope);_Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to gird r(s) for truss to truss connections. 4) Provide me , anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. LOAD CASE( Standard oWH I I / //,,// �t-8LE9 44• PE 051 'U STA 0 fS10NAL ENG A7-2 fb fuss russ ype ty y Ryan Homes - 1452 A cl 1452-A _ �I J58 __ MONO TRUSS 2 1 Job Reference o tional _ Southern Truss. Ft.! fierce, FL., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MTek Industries, Inc. Mon Jul 1612:24:13 2018 Page 1 I D:EaPOUIwCWA016wSO7vTFdz75cK-TujHEJcPvCOD2NwiAaVUb7dKDogpGNy5gTM6jnFyxVjC 1-4-0 +— —_-- 5-8-0 1-4-0 4-4-0 I Scale = 1:16.4 I 3 I i 5.00 12 I T1 2 W1 B1 2x4 = 4 2x6 11 5 1-0-0 5-8-0 1 0 0 443 -0 Plate Offsets ( .Y)— [2:0-0-12,0-1-12 5:0-1-8,1-2-0 , 5:0-0-0 0-1-12 LOADING(psf)i SPACING- 2-M CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0! Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0'1 Rep Stress Incr YES WB 0.05 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 18 lb FT = 10% LUMBER - TOP CHORD x4 SP No.2 { BOT CHORD 4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. �lb/size) 3=100/Mechanical, 4=42/Mechanical, 5=272/0-8-0 (min. 0-1-8) �ax Horz5=117(LC 8) ax Uplift3=-97(LC 8), 5=-81(LC 8) ax Grav3=100(LC 1), 4=75(LC 3), 5=272(LC 1) FORCES. (lb)'}j Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc puriins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1)Wind: ASCEt- MWFRS10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; (enlope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to gird r(s) for truss to truss connections. 4) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. LOAD CASEM Standard \\0M�irrri�, % PE 051 • 1 M- Ar' �. I - � 0 �STA% O / 0 \\ • 9-1 9)I 3 JACK 110 n 4n n Run: 8.10U S NOV JU ZU7 r 1'nnt: &ZUU S NOV JU LUl! MI IeK I D:Ea POU IwC WAO 16wS07vTFdz?5cK-x4HfRfd 1 I 6-" 1 4 0 448-0 1-0-0 Scale = 1:17.1 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Udefl' Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 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 10.0 Code FBC2017ITP12014 Matrix-P Weight: 19 lb FT = 10% LUMBER - TOP CHORD 2x�, SP No.2 BOT CHORD 21 SP No.2 WEBS 2x�, SP No.3 i REACTIONS. M FORCES. (lb) - I NOTES - Wind: ASCE 7 MWFRS (enve 2) This truss has: 3) Refer to girder, 4) Provide meth,, LOAD CASE(S)I ze) 3=109/Mechanical, 4=47/Mechanical, 5=283/0-8-0 (min. 0-1-8) Horz5=124(LC 8) Uplift3=-104(LC 8), 5=-85(LC 8) Grav3=109(LC 1), 4=81(LC 3), 5=283(LC 1) K. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; pe); Lumber DOL=1.60 plate grip DOL=1.60 :en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ) for truss to truss connections. ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at --lb) 3=104. PE 051 -O ; STA 0 9el J7 IJACK 115 I 1 E 1� 1 1 4-0 7-6-0 --I 0 6-2-0 2x6 II Scale = 1:20.3 f I I1-0-0 1 6-6-0 Plate Offs s X,Y[2:0-0-12,0-1-12],[5:0-1-8,1-2-0],[5:0-0-0,0-1-12] LOADING, psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-5 >978 240 MT20 244/190 TCDL 7.0 Lumber DOL , 1.25 BC 0.39 Vert(CT) -0.13 4-5 >569 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horc(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 24 lb FT =10% TOP CHARD 2x4 SP No.2 BOT CRD 2x4 SP No.2 WEBSHO1 2x4 SP No.3 IS. (lb/size) 3=148/Mechanical, 4=67/Mechanical, 5=335/0-8-0 (min. 0-1-8) Max Horz5=155(LC 8) Max Uplift3=-136(LC 8), 5=-101(LC 8) Max Grav3=148(LC 1), 4=110(LC 3), 5=335(LC 1) (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. 2-5=295/272 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. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1) WKd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; M�FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) ThIs truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Rifer to girders) for tnrss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 3=136, 5I T. LO�D CASES) Standard GEN&'-% i PE 051 'O STA O //j,/SS10NAL E'�'\\\\�� L In VALLEY 12 1 1 HUn: 8.200 s Nov 30 2017 Pnnt: 8.200 s Nov 30 201 o I D:EaPOUI WCV VA016wS07vTFdz?5cK-x4t ~-- 2-0-0 5-on R-2 2 3 2x4 Scale = 1:6.8 ILOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0' Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.01 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5 lb FT =10% i LUMBER- �' BRACING - TOP CHORD 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-M oc purlins. BOT CHORD 2� 4 SP No.3 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. REACTIONS. (, /size) 1=47/2-0-0 (min. 0-1-8), 2=34/2-M (min. 0-1-8), 3=13/2-0-0 (min. 0-1-8) ax Horz1=26(LC 8) ax Upliftl=-14(LC 8), 2=31(LC 8) ax Grav1=47(LC 1), 2=34(LC 1). 3=25(LC 3) FORCES. (Ib) ax. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE ��I-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fY, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (en lope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable require � continuous bottom chord bearing. 3) This truss'ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at jo'1t(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surfal 5) Provide mei nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. LOAD CASES Standard o0111I////,/ \GEN& / PE 051 ` STA tJ / i �l _O_R I'D s%NAIL �� I I o J I —�t russ russ ype Qty y Ryan Hones -1452 A d —_ it .—I'-^ _. . 1,52-A IMV4 VALLEY �2 1 Job Referencej2LonalL____ _ _ — 8outhem Truss, Ft. P erce, F_., 34951 Run: 8.200 s Nov 30 2017 Print 8.200 s Nov 30 2017 MiTek Industries, Inc. Mon Jul 16 12:24:14 2018 Page 1 �I ID:EaPOUIwC VVA016wS07vTFdz?5cK-x4HfRfd 1 gV W3gXVY8D?ggrtO34996PAzhOsGJhyxVjF ---- -— - - 4-0-0 — I 4-0-0 2x4 1.5x4 ii 2 3 Scale = 1:10.9 I' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 ! Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 �CLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a CDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 13 lb FT =10% )_UMBER- �' BRACING - TOP CHORD 2x SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except CHORD 2x1, SP No.3 end verticals. INSOT BS 2x SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. (REACTIONS. (I size) 1=116/4-0-0 (min. 0-1-8), 3=116/4-0-0 (min. 0-1-8) M x Horz1=64(LC 8) M x Upliftl=-35(LC 8), 3=62(LC 8) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. (NOTES- 1) Wind: ASCE 7 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (env, ope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requirecontinuous bottom chord bearing. 3) This truss has een designed -for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mech.6 ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. LOAD CASE(S); tandard LD NGENS.T��/i 1 PE 7 051 s'9/0 I IE�G \\\` -1A2 MV6 IVALLEY 12 I 1 s 6-0-0 Scale = 1:14.8 4 3 2x41.5x4 If LOADING (psf) ` SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.56 Vert(CT) n/a - n/a 999 BCLL 0.01 Rep Stress Incr YES WS 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 20 lb FT =10% LUMBER- BRACING - TOP CHORD 214 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-M oc puriins, . except BOT CHORD 2 4 SP No.3 end verticals. WEBS 2 4 SP No.3 BOT CHORD Rigid ceiling directly. applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. ( /size) 1=190/6-0-0 (min. 0-1-8), 3=190/6-0-0 (min. 0-1-8) Installation guide. ax Horz 1=105(LC 8) ax Upliftl=-57(LC 8), 3=101(LC 8) FORCES. (lb) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCEi-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 (en lope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requirij�nical continuous bottom chord bearing. 3) This truss habeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mecconnection (by others) oftruss to bearing plate capable ofwithstanding 100 Ib uplift at joint(s) 1 except at --lb) 3=101. LOAD CASE(SStandard PE 051 r t - t r- t..- � I - • ­0 k STA OF s"9/0NAL //11 ! I I t 10