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HomeMy WebLinkAboutSUBMITTED PAPERS_2e SOUTHERN TRUSS COMPANIES, INC. SOUTHERN RANDY@SOUTHERNTRUSS.COM TRUSS 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 C O M PAN 1 E S (800) 232-0509 / (772) 464-4160 / (772) 318-0016 Fax: Project Name and Address: Occupancy: l/ Single -Family Lot: �� Block: County: Multi -Family Truss Company: Southern Truss Companies, Inc. Commercial Truss Engineering Program: TrussPro by Arce Engineering Company, Inc. Plates By: Simpson Strong -Tie Contractor / Builder: '�;T A Q L1Ny'% P&£1t=�C Model: �`T i90 Elevation: � Options: STATEMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance with Florida Building Code FBC2010. The truss system has been designed to provide adequate resitance to wind load and forces as required by the following -provision: ROOF FLOOR Design criteria ASCE 7-10: L't0 MPH Top chord live load:'30 P.S.F. Top chord live load: P. Top chord dead load: 1c P.S.F. Top cho d dead load: P.S.F. Engineer: Stephen W. Warter Bottom chord live load:�_P.S.F. Bottom cho P.S.F. Address: 2590 N. Kings Highway SCANNED Bottom chord dead load: 10 P.S.F. Bottom chor P.S.F. <facto Fort Pierce, FL. 34951 BY Duration factor:�� Z� urati 5t.. r_uglc� Q'9�411tu Mean height: go -Exposure: * 10.0 P.S.F. bottom chord live load nonconcurrent with any other live loads. *Limited attic storage live load per FBC R1301:5FBC 106. This is an index sheet submitted in accordance with the Department of Professional Engineering. Tallahassee, FL. Engineering sheets are photocopies of the original design and approved by me. No. Truss ID. No. Truss ID. No. Truss ID. No. I Truss ID. No. Truss ID. No. • Truss ID. 1 '-1 21 G 41 C.J 61 1 CS 81 -z- 101 2 3 1 22 ns 42 (C, � -T 62 82 102 3 .N 23 is 43 63 Ci 83 20 103 4 ; 24 44 S:+-T 64 0 84 104 5 J (a 25 A 1 45 65 C� ,a 85 105 6 .J 3 A 26 AX iA 46 " • 66 1, 9- 86 106 7 3 • 1a 27 47 C a +- 67 87 107 8 i G-c 28 Al0- 48 Cr12 68 88 1 108 9 g 29 1'O 49 C-k k 69 2- 89 109 10 ® C-A 30 j0t2, 50 • 0 70 r- 90 110 11 31} 51 C2 71 - 2 91 111 12 60 32 52 0.2 72 M V a 92 112- 13 33 53 e—LA 73 nVLJ 93 1 113 14 34 2 54 C! 2-74 tUv 94 114 15 a 35 ,). 55 C 1 75 95 115 16 bi 36 _Y_* 56 C 11'k 76 KV Q 96 116 17 j jV� 37 S 57 CL 77 v1Z 97 117 18 i6 It 38 32 AN 58 C5 78 V 98 1 39 -S•\ 59 6-(o 79 U Lf 99 20 rA 5 40 1 C.,WN 60 C 80 lJ 100 c: '° •' C, ` ' `' 120•: As witness by my seal, I hearby certify that the above information is tiue and correct to the best of my knowledge and belief. Name: Stephen W. Warter Lic: #54395 = ```•°' = es� = < <`- - 3 3� - ==� Date: '� ... •- . , s I ���, i0i t TYPICAL DETAIL C&P CORNER --HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.L.Factor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 - qO --OA t;IDA HIP GIRDER 12 1.5 do OV OVER O 9-9-5 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT QA UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS REQ'D. TYPICAL CORNER LAYOUT CHORD HANGERS FASTEN EFL GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — —— 2-16d nails ————— BC _ _ _ _ _ _ _ 2-16d nails — — — — — J5 TO HIP JACK GIRDER TC — — - — — — — 2-16d nails — — — — — BC _ _ _ _ _ _ _ 2-16d nails — — — — — J7 TO HIP GIRDER TC — — — — — —— 3-16d nails ————— BC — _ — _ — — — 2-16d nails — — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — - — — — — — 3-16d nails — — — — — BC _ _ _ _ _ _ _ 3-16d nails — — — — — SOUTHERN TRUSS COMPANIES http_//nwrwsoutherntru=.eom MINIMUM GRADE OF LUMBER LOADING (PSF) T�R. [ NCR.: 257. F1 U T.C. 2x4 SYP '2 B-C_ 2x4 SYP p2 L 0 - WEBS 2x4 SYP No.3 BOOTTOM SPACING 24- 10 O.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)2F4 ax:(772)3187200fi 6-4160 By: Stephen W_ Worter, Structural Eng_ License Of 54395 2590 N. Kings Highway, Fort Pierce, FL 34951 L 4TYPICAL DETAIL 0, CORNER - HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.L.Factor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. HIP GIRDER - 12 1.5 & OVER 7-0-14 —10 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT - ® UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS REQ'D. TYPICAL CORNER LAYOUT CHORD HANGERS FASTEN ER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — —— 2-16d nails ————— BC — — — — — — — 2-16d nails — — — — — J5 TO HIP JACK GIRDER TC — — — — — —— 2-16d nails ————— BC — — — — — — — 2-16d nails — — — — — TC — — — — — — — 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — — HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC — — — — — — _I 2-16d nails — — — — — SOU tKRN TRUSS .COMPANIES http_//vmwsoulhemtntss. rn MBER=i. (PSF) STR. INCR: 2sxFBCZO tO rz7ir TO .3 O.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax:(772)318-0016 By: Stephen W. War -ter, Structural Eng. License a 54395 2590 N. Kings Highway, Fort Pierce, FL 34951 SCAB -BRACE DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +1- 6". *`* THIS DETAIL IS NOT APLICABLE WHEN BRACING IS ` REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE 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 - gote: T-Bracing / (-Bracing to be used when continuous lateral bracinc is impractical. T-Brace / I -Brace must cover 90% of web length. 'Note: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Patterri T-Brace size Nail Size Nail Spacing 1x4 or 1 x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" O.G. Note: Nail along entire length of T-Brace / I -Brace (On Two -Ply s Nail to Both Plies) WE Nails -- Web Nails Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (*) T-Brace 1x4 (') I -Brace 2x6 1x6 (") T-Brace 2x6 I -Brace 2x8 12x8 T-Brace 2x8 1-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace MI -Brace Nails T-Brace / I -Brace must be same species and grade (or better) as web member. (`) NOTE: If SYP webs are used in the truss, 1 x4 or 1 x6 SYP braces must be stress Web rated rated boards with design values that are equal to (or better) the truss web [[[�� design values. For SYP truss lumber grades up to #2 with 1Xbracing material, use IND 45 for T-Brace/1-B z I For SYP truss lumber grades up to #1 with 1X_ _ bracing material, use IND 55 for T-Brace/I B Nails L-BRACE DETAIL Nailing Pattern L-Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" O.C. 2x4, 6, or 8 16d 8" D.C. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) WE Web Nails Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace must be same species grade (or better) as web member. L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 20 or 2x4 1 x4 *** 2x6 1 x6 **� W 2x8 *** — DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 **t 2x6 2x6 *** 2x8 2x8 *** — DIRECT SUBSTITUTION NOT APLICABLE. MINIMUM GRADE OF LUMBER Top Chord 2x4 SYP #2 SPF #1/#2 or better Bolt Chord 2x3(*) OR 2x4 SP #2N OR, SPF #1/#2 or better Webs 2x4 SYP #3 or better (*) 2x3 MAY BE RIPPED FROM A 20. (PITCHED OR SQUARE) (**) ATTACH EACH VALLEY TO EVERY SUPPORTING TRUSS WITH: (2) 16d BOX (0.135" x 3.5' NAILS TOE —NAILED FOR FBC 2007. ASCE 7.10 V10 MPH ' WIND. 'zo i MEAN HEIGHT, ENCLOSED BUILDING. EXP. C. RESIDENCIAL, WIND TC DL-5 PSF. CUT FROM 20 OR LARGER AS REQUIRED 4'-0" Max � x W2x W2x4 r " 8 —0 Max _ W1x3 6'-0"Max Spacing 20'-0" Max (** SUPPORTING TRUSSES AT 24" O.C. MAXIMUN SPACING. C>E14tzai 41 UNLESS SPECIFIED ON ENGINEER'S SEALED DESIGN, APPLY 1x4 IT" —BRACE. 009 LENGTH OF WEB, VALLEY WEB, SAME SPECIES AND GRADE OR BETTER, ATTACHED WITH Bd BOX (0.135"x2.5") NAILS .AT 6" OC. OR CONTINUEUS LATERAL BRACING, EQUALLY SPACE, FOR VERTICAL VALLEY WEBS GREATER THAN 7'-8'. MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'-0". TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WrrH: PROPERLY ATTACHED, RATED SHEATHING APPLIED PRIOR TO VALLEY TRUSS INSTALLATION OR PURLINS AT 24" OC. OR AS OTHERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN OR BY VALLEY TRUSSES USED IN LIEU OF PURLIN SPACING AS SPECIFIED ON ENGINEERS' SEALED DESIGN. (***)NOTE THATH THE PURLIN SPACING FOR BRACING THE TOP CHORD OF THE TRUSS BENEATH THE VALLEY IS MEASURED ALONG THE SLOPE OF THE TOP CHORD. (**) LARGER SPANS MAY BE BUILT AS LONG AS THE VERTICAL HEIGHT DOES NOT EXCEED 12'-0'. BOTTOM CHORD MAY BE SQUARE OR PITCHED CUT AS SHOWN. VALLEY SQUARE CUT BOTTOM SQUARE CUT (**)TOE NAIL VALLEY CHORD W2x4 W2x4 BOTTOM CHORD VALLEY OPTIONAL STUB OPTIONAL HIP END VERTICAL JOINT DETAIL s SOUTHERN p ��+�+ Fort Pierce Division yivihwaysion 2FoI pierce,9FL 34951' RTpRY.1/��7a7 {� COMPANIES (800)232-0509 (772)464-4160 hnpl//"•"..,ran. In ...e"m Fax:(772)318-0016 Np 51 h.1 W. W-11r 5V 1111-1 Enp, U-1— 1 54395 7550 N. xln5• HlOhweY. F•,l Pl, n: •. R 34P51 W/ ctt It— rn i r-, !Zj Erection bracing is not the responsibility of truss designer, plate manufacturer nor truss fabricator, persons erecting trusses are cautioned to seek professional advice regarding erection bracing which is always required to prevent toppling and dominoing during erection; and permanent bracing which may be required in specific appl•Iwlions. See 'BCSI-81 Summary sheet Commentary and recommen— dallons for hondting, installing k bracing metal plate connected wood trusses' RI). Trusses are to be erected and fastened in fastened in a straight and plumb position where no sheoting is applied directly to The top chords, they shall be braced as specified on the truss design. Trusses shall be handle with reasonable care during erection to oreml damooe. . FRAMING Loadina TC LL 20 20 PSF TC DL 10 15 PSF BC DL 5 5 PSF BC LL 0 0 PSF TOTAL LOAD 35 40 PSF DIM FACTOR 1.25 1.25 SPACING AT 24" O.C. `acFfREb This producl is preferable to similar cuou — -• v a) easier installation, b) higher loads, c) lower installed cast, � •: or a combination of these features_ 6' • • Ail hangers in this series have double shear nailing - an innovation that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, [aster installation, and the use of all common nails for the same gonnection. Double shear hangers range from the light capacity LOS hangers to the highest capacity HGUS hangers. For medium load truss applications, the MU5 offers alower cost. ding apa� tyer tallation than 'the BUS or nd bearing than the LUS. THA hangers,.while provding greater load c MATERIAL- See tables below and on page 135. FINISH_ Galvanized. Some products available in s apage 14e15or ZfvlAX coating; e INSTALLATION - Use all specified fasteners. See General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. - Not designed for welded or nailer applications. OPTIONS: - LUS and MUS hangers cannot be modified. - HUS hangers available with the header flanges turned in for 2-2x (3'/a) and 4x only, with no load reduction. See HUSC Concealed Flange illustration. = Concealed flanges are a°e 2lfiabo� sloped and/or skewed - See Hanger Options, page HHUS models. - Other sizes available; consult your Simpson Strong Tie representative. CODES: See page 13 for Code Reference Key Chart. H These products are available with additional c rrosio to rot ition. option, Additional products on this page may also be check with Simpson Strong -Tie for details. U r--- These products are approved for installation with the Strong -Drive S fi Structural -Connector screw. See page 27 for more information- 0 v Dimensions Fasteners to Min. Heel Ga 8 Carrying carried �i No. Height W H Member Member a SINGLE 2x SIZES m LU524 25/e ; 18 1%6 31/z 1'/i 4-10d 2-10d 4-10 LU526 4'/i 11/1, 4% 1'/� 4-10d 6-1Od 6-10d MUS26 41%, 18 1Y" 53i6 2 14-16d 6-16d HUS26 4516 16 1'/c e 3 5 20-16d 8-16d HGUS26 e ,6 4/ 12 15/6 5'/e 61/a 1'y, LUS28 43 ,6 18 1' $ i0d 8-1Dd MUS28 6y% 18 1/,6 6 /16 2 22-16d 8-16d HUS28 6'h 16 1% 7 3 3810d 12-1d HGUS28 6'/,6 12 1/6 '//1 LUS210 4/+ 18 1/,6 16 3 30-16d 1016d HUS210 8'/6 16 1/a 9 I. See table on page 135 for allowable loads. 1'/,6 for 4x% E C 0 H c ti 8 LUS28 1---2'-4 (fil-tUS210-2 (Truss Designer to provide fastener quantity for connecting multiple members together) Double i t Shear I Nailing j Top View OF Allowable Loads Model U lill' Floor Snow Root Wind Uplift' No. (150) (10D) (115) (125) (160) (160) LUS24 490 670 765 825 1045 490 WS26 1165 865 990 1070 1355 1165 ® MUSZ6 logo 1295 1480 1605 1825 1090 HUS26 1550 2720 3095 3335 3335 1550 HGUS26 1765 4360 4885 5230 5390 1765 j� LUS28 1165 1100 1255 1360 1725 16 MUS28 1555 1730 j975 140 ,645 1555 HUS28 2000 3965 4120 7125 7275 3015 HGUS28 3015 2000 6745 6970 �090 1165 � iiic?tn 1165 1340 1525 1650 - —1 NIUS28 G • s s - HGUS2a-2 Double Shear Nailing Side View Do not bend tab SfMPSQN _S�rongTe C o r o � a C 6 I HUS210 (HUS26, HUS28, and HHUS similar) f F 4 F 5 .aka tiliq HusC Concealed Flanges (not available for HHUS, HGUSand HUS24 th - ght Dome Double Shear Nailing Side View (available on some models) U.S. Patent 5,603.580 SF Allowable Loads SPFIHF Allowable Loads code Floor Snow Roof Wind Uplift' Floor Snaw Roof Win Ref. (10D) (115) (125) (150) (150) (100) (115) (125) ( ) SINGLE 2X SIZES 5 895 D 725 830 895 1135 420 575 655 75 895 940 1075 1165 1475 1oD5 740 845 1160 17,F6,L17 1410 161D 1745 1825 940 1110 1265 1370 1570 2950 3335 •3335 3335 1335 2330 265D 2820 2865 L17 4725 5290 5390 5390 1520 3750 4200 45D0 12Do 1365 1480 1835 1005 940 1075 1165 1475 1880 2150 233D 2645 1335 1475 1690 3125 3435 7275 17,F6,L17 3790 3950 4070 4335 1720 2905 3035 3125 5745 Lil 6460 6705 6870 7275 2595 4960 5160 1745 14-45 1650 1795 2270 iD05 1145 1305 1415 17,F6,L17 Ain';4310 4450 4930 2580 3150 3315 342.5 3815 Plated Truss Connectors 12. a These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. VThese products are approved for installation with the Strong -Drive SO Structural -Connector screw. See page 27 for more information. Min. Dimensions Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads Model N°' Height el Ga LN HEBCarrying Member Carried Member Uplift' (160) Floor (109) 1 Snow (115) Roof (125) Wind (160) Uplift' (160) Floor (1DD) Snow (115) Roof (125) 1 Wind (160) Code Bei. DOUBLE 2x SIZES LUS24-2 2'/a 18 3'/s 3% 2 4-16d 2-16d, 440 800 910 985 1250 380 680 780 845 1070 17, F61 L17 LUS26 2 45/,6 18 31/a 4% 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 HHUS26-2 45A6 14 3%6 5% 3 14-16d 6-16d 1550 2785 3155 3405 4265 1335 2390 2710 2925 3665 17, L17, F23 HGUS26-2 4%6 12 35A6 5'/,6 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 LUS28-2 4M6 18 3'/s 7 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1765 17, F6, L17. HHUS28-2 6%6 14 35/,6 7'A 3 22-16d 8-16d 2000 4210 4770 5140 6440 1720 3615 4095 4415 5375 HGUS28-2 Nis 12 3M6 7'/,6 4 36-i6d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 17, L17, F23 7LUS210-2 6'/,6 18 3'/ 9 2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 17, F6, L17 HHUS210-2 8% 14 35/16 8r/a 3 30-16d 10-16d 4000 5635 6380 6880 7165 3525 4835 5270 5380 5765 HGUS210 2 85/,6 12 35Aa 93A6 4 4616d 1616d 4095 9100 9100 9100 9100 3525 7465 7730 7825 7825 17, L17, F23 TRIPLE 2x SIZES HGUS26-3 41Y,,6 12 4'%,6 5'/2 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-3 WY16 12 415/,6 7'/< 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 '6415 6415 6415 HGUS210-3 813/,6 12 415/,6 9'/< 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS212-3 10Me 12 4'SA6 1M/. 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-3 12% 12 4i5/,6 12'i4 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 QUADRUPLE 2x SIZES HGUS26-4 51/2 12 6M6 5M6 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-4 7'/a 12 6%6 7'/,6 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 HGUS210-4 9'/< 12 SM6 93/,6 4 46716d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS212-4 10% 12 SM6 10% 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-4 12% 12 6'/16 12% 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 4x SIZES LUS46 4% 18 39/16 43/a 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 17, F6, L17 HGUS46 4%6 12 3% 4'/16 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 17, L17, HHUS46 45A6 14 3% 5Y6 3 14-16d 6-16d 1550 2790 3160 3410 4265 1335 2390 2710 2925 3665 F23 LUS48 4% 18 3'Ae 6'/a 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1765 17, L17 HUS48 6% 14 39/,6 7 2 6-16d 6-16d 1550 1595 1815 1960 2470 1550 1365 1555 1680 2115 F6, HHUS48 6M 14 3% 7'/e 3 22-16d 8-16d 2000 4215 4770 5150 6440 1720 3615 4095 4415 5535 HGUS48 6'/,6 12 3% 7'%s 4 36-16d 12-16d 3235 1460 7460 7460 7460 2785 6415 6415 6415 6415 17, L17, F23 > LUS410 6% 18 3'/,6 8'/a 2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 > HHUS410 83/a 14 35/a 9 3 30-16d 10-16d 3745 5640 6385 6890 7165 3440 4835 5480 5910 6165 17, F6, L17 HGUS410 8'/,6 12 3% T/i, 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS412 10M6 12 1 3% 10'A6 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 L17 HGUS414 11'/,6 12 35/a 12'/,6 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 17, 1. Uplift loads have been increased 60% for wind or earthquake loading with no further increase allowed. For normal loading applications such as cantilever construction refer to Simpson Strong-Tie19 Connector Selector -software or conservatively divide the uplift 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 232 for details). 4. Truss chord cross -grain tension may limit allowable loads in accordance ,with ANSlfrPI 1-2007. Simpson Strong -Tie`-' Connector Selectoff Software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on minimum of 2-ply 2x carrying member. With 3x carrying members, use 16dx2'A° nails into the header and 16d commons into the joist with no load reduction. With single 2x carrying members, use 10dx1'A° 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 3'h' long. See page 22-23 for other nail sizes and information. Iva b m t y y E� 0 Cb cD n 0 135 i 4. n C v d i Q3 LUZ �SIIVIPSON Actual Dimensions F Fasteners Allowable Loads Joist Model No. Ga W H Min/ Max DF/SP Species Header SPF/HF Species Header Code Size B Face Joist Ref. Uplift Floor Snow Roof Floor Snow Roof (160) (100) (115) .(125) (100) (115) (125) HU416/HUC416 14 3'/,s 135/a 2Yz Min 20-16d 8-10d 1515 2975 3360 3610 2565 2895 3110 39/,e 135/e 2'/z Max 26-16d 1210d 2015 3870 4365 4695 3330 3760 19, L12, F8 4045 3%zx18 HGUS412 3% 10'/6 4 — 56-16d 2016d 5 445 9 000 9600 9600 8255 12 8255 8255 HGUS414 3% 12'/,6 4 — 66-16d 22-16d 5515 101001 10100 10100 8685 8685 19, F23 8685 HUCQ412 SDS 14 39/,e 11 3 — 14 SDS'/a°x2'/z° 6 SDS'/a'x2'/z' 2510 5460 5560 5560 3930 4000 4000 HU68/HUC68 i4 5'� 51%6 2'/z Min 10-16d 4-16d 900 1490 1680 1805 1280 1445 1555 5'/4 x 7'/ 5'/z 513/,6 2'/z Max 14-16d 6-16d 1345 I 2085 12350 2530 1795 2025 19, L12, F6 2180 HGUS5.50/8 12 5% 615/,6 4 — 36-16d 112 i6d 3235 7460 7460 7460 6415 6415 6415 19 HU610/HUC610 5'h 75/ 2'/z Min 14-16d 6-16d 1345 2085 2350 2530 1795 2 225 2180 5'/ 7% 2'/z Max 18-16d 8-16d 1795 2680 3020 3250 2305 26D5 2800 19, L12, F8 HHUS5.50/10 14 9,��9,/z 5'/z 9 3 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HUCQ610-SDS 5'/z 9 3 — 12 SDS''/°x2'/z° 6-SDS'/<°x2'h° 2520 4680 5380 5715 3370 3875 4115 HGUS5.5D/10 12 5% 5'/ 8'6 9% 4 2'/z — Min 46-16d 16-16d 1616d 6-16d 4095 1345 9100 2380 9100 9100 7825 7825 7825 19, F23 HU612/HUC612 2685 2890 2D50 2315 2490 5'/z 93/B 2'/z Max 2216d 8-16d 1795 3275 3695 3970 2820 3180 3425 19, L12, F8 14 11'/�11�/a HHUS5.50/10 5'/z 9 3 — 3016d 1016d 3735 5635 6380 6880 4835. 5480 5910 HUCQ612-SDS 5'/z 11 3 — 14-SDS''/"x2'/z' 6-SDS'/<°x2%' 2520 5315 5315 5315 3825 3825 19, F23 3825 FiGUS5.50/12 12 5'/z 10'/ 4 — 5616d 2016d 5045 9600 9600 9600 8255 8255 8255 HU616/HUC6i6 5+� 12"/6 2'/z Min 20-16d 8-16d 1795 2975 3360 3610 2565 2895 3110 14 5'/a x 14 HHU35.50/10 5Yz 12"/6 2'/z Max 2616d 12-i6d 2695 3870 4365 4695 3330 3760 19, L12, F8 4045 F UGQ612-SDS 5'/z 9 3 — 30-16d 10-15d 3735 5635 6380 6880 4835 5480 5910 5'/z 11 3 — 14-SDS'/<"x2'/z' 6-SDS'/°x2%° 2520 5315 5315 5315 3825 3825 19, F23 3825 HGUS5.50114 12 5'h 12'/z 4 — 66-16d 2216d 5515 10100. 10100 10100 8685 8685 8685 HU616/HUC616 5'/ 12"/,6 2'/ Min 2D 16d 816d 1795 2975 3360 3610 2565 2895 3110 14 5'/a x 16 HHUS5.50/10 5'/ 12"/,6 2% Max 26-16d 12-16d 2695 3870 4365 4695 3330 376D 19, L12, F8 4045 HUCQ612 SDS 5'/z 5'/z 9 3 — 30 16d 10-16d 11 3735 5635 6380 6880 4835 5480 5910 HGUS5.50/14 12 3 — 14 SDS'/<°x2%z° 6 SD5'/'x2'/z° 2520 5315 5315 5315 3825 3825 19, F23 3825 5'/z 12'/z 4 — 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 HU616/HUC616 5'/ 12"/a 2'/z' Min 20-i6d 8-16d 1795 2915 3360 361D 2565 2895 3110 14 5'%x18 HHUS5.50/10 5'/z 12"/,6 2'/z Max 26-16d 12-16d 2695 3870 4365 4695 1 3330 11 'Mn 19��q 4045 HUCQ612-SDS 5'/z 9 3 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HGUS5.50/14 12 5'/z 11 3 — 14-SDS'/a'x2'/z' 6-SDS'/a'x2'/z° 2520 5315 5315 5315 3825 3825 19, F23 3825 5'/z 12'/z 4 — 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 0-2/ 410 2 7'/a 9'% 2'/ Min 14-16d 6-16d 1345 2085 2350 2530 1795 2025 2180 14 E91/2 9'/S7.25/10 [HG 7+/ 9% 2'/z Max 18-16d 8 16d 1795 2680 3020 3250 2305 2605 19, L12, F8 2800 7'/< 9 3%a — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 S7.25110 12 71/ 8% 4 — 46-16d 16-16d 4095 9100 9100 9 000 7825 7825 7825 19, F23 HU412-2/ HUC412-2 Ns 11'% 2'/z Min 16-16d 6-16d 1345 2380 2685 2890 2050 2315 2490 7 x 14 11'/-11%a 7/ 11 Y. 2+/ Max 22-16d 8-16d 1795 3275 3695 3970 2820 3180 19, L12, F8 3425 HHUS7.25/10 7'/a 9 35/6 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HGUS7.25/12 12 7'/a 10% 4 — 56-16d 20-16d 5045 9600 9600_ 9600 8255 8255 8255 19, F23 HU414-2/ 71/. 13% 2'/z Min 20-16d 816d 1795 2975 3360 3610 2565 2895 _ _3110 --HUC414-2- 14 7x14 7ys- 13� 2Y Max 2616d 12-i6d 2695 3870 4365 4695 3330 19, L12, FS 376D 4045 HHUS7.25/10 7'/ 9 3%6 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HGUS7.25/14 12 7Ya 125/e 4 — 6616d 22-16d 5515 10100 10100 10100 8685 8685 8685 19, F23 HU414 2/ HUC414 2 7'/e 13'/s 2'/z Min 20 16d 816d 1795 2975 3360 3 110 2565 2895 3110 14 7x16 7+/ 13%a 2'/z Max 26-16d 12-16d 2695 3870 4365 4695 3330 3760 19, L12, F8 4045 HHUS7.25/10 7Ya 9 Nis — 30-16d 10-16d 3735 5635 6380 6880. 4835 5480 5910 HGUSZ25/14 12 7'/a 123/6 4 — 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 19, F23 HU414-2/ F47 HUC414-2 13%a N Min 20-16d 8-16d 1795 2975 3360 3610 2565 2895 3110 7x 18 13'/e 2'/z Max 2616d 12-16d 2695 3870 4365 4695 3330 L12, FSHHUS7.25/10 3760 404519, 9 36 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HGUS7.25/14 121 7'/a 12'/6 4 — 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 19. F23 7x14 to 30 For additional hangers see HGU/HHGU on page 107. See footnntac nn n> o ins ARCE ENGINEERING STANDARD P LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 % 4 SP No.2 5-5-6 oe purrimi. BC 2 % 4 SP No.3 BOT CHORD Rigid cc! 0ng diraclly applied or 10-0-0 oc We OTHERS 2 % 4 SP No.3 bracing. 1 - Ply REACTIONS (lb/size) 4.229/Mechanical, 2-734/0-11-3. 5w398/10echanical Mo. Harz 2w164(LC 3) Mow uplift 4.-139(LC 3). 2--288(LC 3). 5--93(LC 4) FORCES (lb) - Mosimum Compression/Masimum Tension TOP CNORD 1-2�0/21,2-9--I100/248,9-fOw-998/270,3-10w-1003/265. 3-11.-75/6, 4-11�-JB/44 BOT CHORD 312B--32/1000 1 062/34323/1000,7-1,3•-323/1000,7-14w-323/1000, 5-14w-323/1000, 5-6-0/0 WEBS - :5 NOTES 1) wind: ASCE 7-10: 170mph(3sec gUSt)V09dwl32mph; h�20ft: TCDL-6.0Psf; BCDLw6.Opcl; Category e; ESP C: enclosed: MW ow -rug Lumber D0L11.33 plate grip DOLw1.33. 2) This Iruss has been designed for o 10.0 psf bottom chord Ova load nonconcurrenl with any other five loads. 3 Provide mechanical conneclion (by others) of truss to bearing plate capable of withstanding 139 Ib uplift at joint 4, 288 Ib uplift al joinl.2 and 93 Ib uplill al joint 5. 4) Hanger(e) or other conneclion devices) shall be provided sufficient to support concentrated tood(s) 4 to down and 21 Ib up at 4-4-0. 4 ID down and 21 Ib up at 4-4-0. 901b down and 81 ID up at 7-1-15, 90 lb down and 81 Ib up at 7-1-15, and 45 Ib down al 1-6-1. and 45 Ib down at 1-6-0 on top chord, and 22 Ib up at 1-6-1. 221b up at 1-5-0. 12 Ib down at 4-4-0, 12 Ib down of 4-4-0, and 52 Ib down at7-1-15, and 52 Ib down at 7-1-15 on bottom chord. The design/selection of such conneclion device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bock (B). LOAD CASE(5) Standard ' I) Regular: Lumber Increosew1,33, Plole Increase�1.00 Uniform Loods (pit) Vert: 1-4�-90, 2-5w-20 Concentrated Loods (IhFw) S2(F.-26. 8�-26) Vert: 10�42(21, 8-21) 11--1BO(Fw-90, B�-90) 12-22(F-11. 9.11)-13n-12(F--6. B--6) 14.- -1-10-10 5-0-15 9-3-1C 1-10-10 5-0-15 4-2-11 3x4 = 5-0-15 9-3-10 5-0-15 4-2-11 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TOE - C NTRACTOR SEALING OF TRUSS ON DESIGN BASED UPTHESE DESIGN CRITERIA: A653/653M Grade A or better 0 // is o.le T C-//y oa:eiv I. Conneclpor�lates are fabricated from 20 gauge ASTM hot -dip a alvonized steel. ,\\ ` P R / e V 6 / (ueal•> 2. Conne tar Iles area lied to both (aces of truss at each oin``, Where dimensionsGrpnot h applied plates are symmetrcally placed aoul joint or as \ } l^ 3�^r�LOADING indicated b circles �oft3' SOUTHERN 3. � tlin gnd�yfabrico Ion shall be occomplished using equipment producing snug li}rttinggolnts qnd tufty 8mbedded plale5. CRITERIA: At r ' ` TRUSS 4. Unl ss olhe)wlse notetl, compression lop chord to be continuously braced by the LLoo� shealhln . restraint shown is to prevent buckling of individual truss _� Q • 0 t� - Lt I : / iCLL 30.0 13.0 COMPANIES 5 The permaner(gt structural member and Is not Intended a a bracing Ion for the root structure or as o plan for the attachment of the roofs to the bull�Ing. = }. = TOOL ! ecoi 10.0 2590 N. Kings Highway B B Fort Pierce, FI. 34951 CAUTION: Tr es o e don erou and a copse damage D d p rsopal in ) i I p g q d �1 g r d pg is E �I� y hon ed Ins a le an /or race . racing sh wn on his ravel is Truss Plate Institute Din CSI 2008 BUILDING V ••• <1 (772)4G4-41G0Fax:(772)318-0015 BRACING. R fer to the publication COMPONENI�SAFETY INFORMATION. Gui51e 10 good practice for handling installing 1 me aI plate connected wood lr sses . TPI I fed a 1g North le $treat guile �12, 1pelephone: (�O��GB3-1b1� E-mall: Inelo tpinsl.org ` • , F U i/ Alexandria VA �2314. Read all manufacture s WARNINGS enclosed with drawing package.. / TYPE: CJ6 out 10e.1 Va.n L/d PLATES GRIP Vwl((ll)) -a.as 6-7 > .ten vwl(R) -0.10 a-1 >999 240 AS20 246/195 Nors(N) 0.02 s n/a /e AS1. 2. if If, Wind tL 0.03 6-1 1999 240 DATE: Feb 2012 W. 1 nr,n- 14l.loly Version: 10.2d SPACING 2-0-0 Plat., Incr.ose 1.00 L-1111 Inerea.. 1.33 Rep Sites. Mee NO Code FBC2010/TPI2007 QTY' 18 r STANDARD PACIFIC 6510 ARCE ENGINEERING (low-rise) BRACING NOTES i) Wind: ASCE 7-10: 170mph(33ec gusl)Vosd�132mph; h�201t; TCDL�6.Opsl; BCDL�6,Opsl; Category 11: Eop CI truss is designed lot C-C for members a enclosed; es. an and tortes. and LUMBER TOP CHORD Structural wootl sheathing directly applied or al - and C-C Inlerior(1) zone; Lumber DOL-1.33 plate grip DOLN 1.3J. This TC 2 % 4 SP No.2 BC 2 % 4 SP No.2 BOT CHORD 1-0-0 purline. Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions apecito 2) This truss has been designed fora 10.0 psi bottom chord live load noncancurrenr with any otherd. live loads. 211 Ib uplill at joint 2 and OTHERS 2 X 4 SP No.3 - bracing 3 Provide mechanical connection (by others) of truss to bearing plate capable of wilhelanding 1 - Ply REACTIONS (lb/size) 2-272/0-6-0, 4�9/Mechanicol, 3--54/Mechanical 54 lb uplift at joint 3. Mo. Horx Mox UPlil1 2-54(LC 4 2--211(L 4), 3--54(LC 1) LOAD CASE(S) Standard Ma. Grov 2�272(LC 1). 4-18(LC 2), 3-59(LC 4) FORCES (1b) - Mosimum Compression/Mo.imum Tension TOP CHORD 1-2-0/21. 2-3--69/56 SOT CHORD 2-4-0/0 -1-4-0 1-0-0 A 1-0-0 3 2x4 = 1-0-0 1-0-0 hCONTRACTOR N STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO PLATE: SIMPSOcsI //// SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: from 20 ASTM A653/653M Grade A or better ��V �� c or //i 000 I. Connector tales are fabricated gouge hot dl prT Des are f brica laces each 'ointt. Where �� "P (u a Tl/ 2. ConneL�lor pipes are applied to both of russ at dimensions ore not h wn, plates are symmetrically placed adoul joint or as CaY- G 1 LOADING indicated by circles og 3. (�;; Cling, qnd fabrics ion shall be act m lished using equipment producing snug ,�• .' G, ' y� i CRITERIA: Al SOUTH E R N f�tIng joints and ILI ly embedded ppla�es. r�4� 4. Unl ss otherwise noted, compression top chord to be continuously braced by the Q O Y LOADING (p.1) te! 30.0 TRUSS COMPANIES r00� sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended a a brocing Ian for the roof structure or as a pion = the the bulling. I-^ : (n — TCLL 1 — TCOL 15.0 < _ BcLL 0.0 (� BCDL 10.0 2590 N. Kings Highway for the attachment of roo�to CAUTION: Tr us es Pon 6e den erou5 and Gap capsge damage opld parse al jnjir�ljfEL1]Ar�g ly Dracea. tfracln sh wn on hjs ravel qq Is fV xtl41 \ \ Fort Pierce, Fl. 34951 (772)4G4-41G0Fax:(772)318-0015 handed mslalled an�i/or BRACING. Refer to the Truss Plate Institute ?TPI) publication SCSI 2009 BUILDING COMPONENT SAFETY INFORMATION. Guige to good practice for handling instollin (mettal plate connected wood tr 55ses . TPI I111 tQd `•1p18 Nm to l n oS(reel g ( OJ�o6li3 i0 0. E el ®lpins(.or // ,• v gulte 312, Alexandria VA 7231%. )uelephone: Read all manufactures WARNINGS enclosed with drawin ocka e. / ////�111111111�\\ TYPE: A DE.L (t.c) 1/°.n L/° PLATES GRIP VnI((LL)) -O.aa 2 >..9 ]ea A520 216/195 Vnl(R) -0.00 7 >999 210 As1aH 2/0/193 MRHa (R. 0.0a ] ;;° i10 . a.OD 2 DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 plat.. Ina..... I.DO Lumber Incr.oe. 1.33 lisp sir..° Inc. YES Code FBC2010/TP12DO7 M ARCE ENGINEERING STANDARD PACIFIC 65110 QTY' 17 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheothing directly applied or 1) Wind: ASCE 7-10; 170mph(33ee qust)Vosd-132mph; h-20ft; TCDLw6.Opsf: BCDLw6.Ops1: Category ll: Eep C: enclosed; es. an (low-rise BC 2 X 4 SP No.2 - 3-0-0 oc wood 3 and C-C Interior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces. and OTHERS 2 % 4 .. No.J SOT CHORD 3Rigid-0 ceiling directly applied or 1D-0-b oc for MWFRS for reactions specified. I - Ply Rioting. 2) This buss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. REACTIONS (Ib/siie) ]�69/Mechanical, 2�341/0-6-0, 4.26/Mechonieal 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4316 uplift at joint ] and 211 lb uplift at joint 2. Mari Harz 2-9](LC 4) Moe Uplift 3--43(LC 5). 2-211(LC 4) LOAD CASE(S) Standard Moe a— 3-69(LC 1). 2-341(LC 1). 4-52(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/21. 2-3w-68/19 BOT CHORD 2-4-0/0 -ATE: SIMPSON STRONC — SE I. 2. SOUTHERN 3. TRUSS 4. COMPANIES 5. 2590 N. Kings Highway Fort Pierce, FL 34951 (772)464-4160 Fax:(772)315-0015 -1-4-0 3-0-0 1-4-0 3-0-0 2x4 = 3-0-0 3-0-0 j FURNISH A COPY OF THIS TRUSS DESIGN TOE 4-,ftN TRACTORTYPE: J3 IA:cs1 CA THESE D53M Bm gauge�STM \\\\ T [ /// oc o:OR xrl .(I..) I/d.nL/d v: iln� -o:o i-i iu°vsv iia PLATES CRIP A62D 246/195 GradeESIGN iaped frGN 20 A63/6N aTbeler \ -T,P V'0 .... // we 0.00 (umd.) HMI rl -o.0a 3 -V /. m.dlu� MOO 2 •• i4o ASIaH 245/195 eel. fled to both faces of truss at each 11'oinl. Where 1, plates are symmetrically placed oDout joint or as \ - \ / ` , ' c,r �� i �/ LOADING DATE: Feb 2012 hall �e act m fished usin a ui meat roducin snu g g p p g g bed G`, `r �+ i CRITERIA: AN51 TPI 1-2007 MATRIX Version: 10.2d ed pla�esP :ompression top chord to be continuously braced by the _� — rnJ� a '` 5 11� •.,( () W LOADING (pit) TCLL 30.0 SPACING 2-0-0 Plot.. In 1.00 I restraint shown i9 to prevent buckling of individual truss led a a bracingpIon for the roof structure or as a plan = )-- _ �( — _ TOOL 15.0 SCu 0:0 Lumber 1ner.pe. 1.33 Rep Strue Incr YES e tools to the blltling. CAUTION: fn _ BCDL 10.0 Cade FBC20Io/TPI2007 and a copse demo e o d pCrsonal 'n I impt I sbraceu �rac ng shgwagon {lhls tlraon� is�2�O0HC( ysPlatInstitut1TI) BUILDING n('.• publicationSCS08 gg wood lr Sses .TPI 9I ab�eedd qq 221g Nortt IRMATION. CuiQS `o god praticr han�nk E-malst.org FL v 3 Z2314.1peephone: (70��683-1�10 s WARNINGS enclosed with drawa e. / rr/lllIIIlk l ARCE ENGINEERING STANDARD P LUMBER BRACING TOP CHORD - Structural wood sheathing directly applied or TC 2 X 4 SP No.2 5-0-0-D-0 oc purling. BC 2 X 4 SP No.2 80T CHORD Rigid ceiling directly applied or 10-0-0 oc OTHERS 2 X 4 SP Na.3 bracing. I - ply REACTIONS (lb/size) 3�180/Mechanical, 2-430/0-8-0. 4-46/Mechanical Max Harz 2-133(LC 4) Max Uplift 3--106(LC 4). 2--221(LC 4) - Max Grav 3w1BO(LC 1). 2w430(LC 1). 4w92(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-3 -B7/52 OT CHORD 2-4-0/01, PLATE: SIMPSON STRONG SE 1. 2. SOUTHERN 3. TRUSS 4. COMPANIES 6. 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)318-0015 FIC 6510 QTY: 14 NOTES 1) Wind: ASCE 7-10; 170mph(31ec gu11)Vasd-132mph: hw20111 TCDLw6.0p1h SCOL-6.0p111 Category 11; E.p C: enclosed: MWFR5 (low-rise) and C-C Interior(l) tone: Lumber DOL-1.33 plate grip DOL. 1.33' This true. Is designed far C-C for members and lorcel, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreni with any other live loads. J Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb up61t al joint J and 221 lb uplift at joint 2. LOAD CASE(S) Standard -1-4-0 5-0-0 1-4-0 5-0-0 2x4 = 5-0-0 5-0-0 FURNISH A COPY OF THIS TRUSS DESIGN TO E - `IN -TRACTOR :SIGN BASED UPON THESE DESIGN CRITERIA: Grade A better\\ �\ T � �� TC o..e e °o:oo icoted from 20 gouge ASTM A653/653M or -,1 P r� V" �/ M.IrI•) eel. lied to both faces of truss at each 'oinll. Where +, plates are symmetrically placed alloul joint or as ••"' �� r^ 3i / 'Yar ••1 „I _ LOADING 1a11 be accomplished using equipment producing snug later. `�•; ( CRITERIA: At bedded ompres;?ion lop chard to be continuously braced by the •R(' r�J� Q 7 ly LOADING (P.1) TTCDLCLL 30 restraint shgwn is to prevent buckling of individual truss led o a brocing Ion for the root structure or as a plan the bull�Ing. = N ( = }-- < _ (� o 8 U. D.00 SCDL +0.0 e rooi�to CAUTION: (11 s� and Cop caNsge c amoge OP1d pgrs,, p 1 infwalifEmpf�lgr�ly raced t7racln s wn on his yowl I IS ?TPI) SCSI 2008 BUILDING i •• !�L uss Plate Institute publication IRMATION. Guile to good practice for handlin installing lr sses . TPI is IpFa�ed a p1g Narlj+�e Slreel ••'y � / F�- mod �2e1'4, 1Nelephone: (/03/ 683-1010 E-mall: Inefo®lpinsl.org / s WARNINGS enclosed with drawin acko e. ////flllllllll\\\` TYPE: J5 DEFL ;n (1..) 1 ll "" PLATES GRIP 06a 7x0 A52a 246/197 Hord T) wmdlLl) 0.00 2 ^ Ida DATE: Feb 2012 ­i­--i Version: 10.2d SPACING 2-0-0 Plat.. Incr.... 1.00 Lumber Incnose 1.33 Re'sh... Incr YES Code FBCZD10/TPI201)7 ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 13 LUMBER BRACING NOTES TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(3sec gust)Vosd-132mph: h�20f1; TCDL�6.Opsl; BCOL�6.Ops1; Category 0; Exp C; s and MWFRS (low -rice Sc 2 % 4 SP No.2 2-2-0 oc purlins. and C-C Inlerior(1) tone; Lumber VOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for member ontl tortes, and OTHERS 2 x 4 o. No.J SOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for ....lions spetilted. 1 - ply bracing. 2) This Truss has been designed fora 10.0 psi bottom chord rive load nonconcurrenl *ith any other 6v. loads. REACTIONS (ID/site) 3�262/Mechanical, 2�515/0-e-0, 4.63/Mechanical 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15D lb uplift at joint 3 and Mae Mors 2�166(LC 4) 2]8 Ib uplift at joint 2. Mox Uplift 3w-15B(LC 4). 2•-230(LC 4) LOAD CASE(5) Standard Mow Cr., 3�262(LC 1), 2-515(LC 1). 4w125(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/21. 2-3--108/74 BOT CHORD 2-4-0/0 N PLATE: SIMPSON STRONG TIE 1. 2. SOUTHERN J. TRUSS 4. COMPANIES 5. 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 -1-4-0 6-8-0 1-4-0 6-8-0 2x4 = 6-8-0 ' 6-8-0 �� 19 FURNISH A COPY OF THIS TRUSS DESIGN T 0 CITIO CONTRACTOR :SIGN BASED UPON THESE DESIGN CRITERIA: \�� T r /// P c a.B9 °o:oo icaled from 20 gauge ASTM A653/653M Grade A or better \ �j a (M.Iri.) eel. lied to both faces of truss at each joint. Where obout or as \� 3 ,.'�t�[-� i< d� •4n �r LOADING I, plates are symmetrically placed join( CRITERIA: At loll ye acc m lished using equipment producing snug bedded la�e `r` , C.• �� _� ompres�ion lop chard to be continuously braced by the — ! h — : — LOADING (p. restraint shown i to prevent bucklingof individual truss Jed as a brocmqq pp.Non for the root struture or as a plan — ( f - < _— TCLL 30.0 TcoL Is.O e roof to the bdif Ing, CAUTION: (n BCDL 100 6 and co[I copse domo a o(r11d peersonal IhN'fy.1f i�pTPt1�fI braced. tlracmg sh wngon Ihlstlrowillq fs'NUI EKtI:IIUN y i �TPQ 6C51 2008 BUILDING \ Ti '• �` '• uss Plate Institute publication IRMATION. Gui a to ood ractfce for handling installing wood lr sses . TPIgttSS IS ntSd a z1g Nortjl 4e Street 6a3-1�10 E-mall: 1n�o®lpinst.org F`, V i \ �j ��\\ �2314, 1pelephone: (lO�f s WARNINGS enclosd with drawin acka e. / /.. . TYPE: J6 oc.L(( )) ;. (Ic.) Va.n L/d PLATES GRIP verl(ll) -013 2-4 1023 7i0 AS20 146/19a Hoa(r1) -0.ao .1 n/o /e As' 246/193 wnd a O.OD 2 •• NO DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 Plal.. In.,.... 1.00 Lambs Inereo.e 1.33 Rep Slru. Incr YES Code FDC2010/TP12007 Al ®II!IiIIIIII ARCE ENGINEERING STANDARD P LUMBER BRACING TC 2 x 4 SP No.Z TOP CHORD Structural wood sheathing directly applied or BC 2 x 4 SP No.2 BOT CHORD 3-0-0 oc purlins. Rigid ceding directly applied or 10-0-0 oc I - Ply bracing. REACTIONS (Ib/size) Iw15B/Mechanical• 2w129/Mechanical, 3w29/Mechanical Max Harz 1w71(LC 4) Mox Uplift tw-37(LC 4). 2w-83(LC 4) Mox Grav Iw158(LC 1), 2w129(LC 1), 3w58(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2w-53/39 SOT CHORD 1-3-0/0 3-0-0 3-0-0 6510 QTY' 1 NOTES I) Wind: ASCE 7-10: 170mph(33ec guel)gosdw132mph; hw2011; TCDLw6.Opah BCDLw6.Op31; Category 11: Exp C: enclosed: MWFRS (low-rise) and C-C Interior(l) zone: Lumber DOLw 1.33 plate grip DOL-1.33. This Iruse is designed for C-C for members and forces. and far MWFRS for reactions specified. 2) This truss has been designed for o 10.0 psi bottom chord live load nonconcurrent with any other live !Dods. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplill al join! I and 83 to uplift al joint 2. LOAD CASE(S) Standard 3 J 2.5x4 3-0-0 3-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO - CONTRACTOR TYPE: J3A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Grade A or better ��0 T _z�, /// // csi pErL m par) Vd.n L/e PLATES GRIP Tc o.2z vwl« -n.00 +-> '999 360 -sul 1-3 19999 240 As20 246/195 ' i. Connector plates are fabricated from 20 gauge ASTM A653/653M hot Sigel. �\ P. rC ♦ V' • • • • �j e o:oo brl�n3 (M.,J) W=JLLJ o.00 + •• 210 As1an 246/195 -dipped UUolvanized 2. Connector Ibles area applied to both laces of truss at each 1'�int. ere dimenslonsporg not h wn• plates are symmetrcally placed about jonI or as f , • -` \' �r �� i (�j. �•. i LOADING DATE: Feb 2012 10.2d SOUTHERN indicated -y cNies o� 3. Clio qnd fobri a ton shall be aceomplished using equipment producing snug gjointsandclu�lyembedded Vales. f. O •• �(� yj CRITERIA: ANSI TPI 1-2007 MATRIX Version: TRUSS !I to 4. Un� sgs otherwise noted, compres�i0n lop Chord to be continuously braced by the sheathing. rThe Q �• ^ F r O '. 1� LOAIXNa (prl) SPACING 2-0-0 Plal.r inrr.a.. COMPANIES s, To permaninl structural restraint shown is to prevent buckling of individual truss member an is nott Intended a a brocing Ian for the roof structure or us a plan = bull&in Fw �� = _ TCLL 30.o TcOL s.o Lamb.r Inereae. i.33 BCLL 0.0 R.v sbe.r mar YES for the attachment of the roo�to the CAUTION: f� ! v - BCDL 0.0 Coaa FBC2010/iP12007 2590 N. Kings Highway Tr es co a don erou and o copse Portage a d p rsopol (o f I�pF I N sbrace� �rocing �Tis d�rawl�lg is (�TI EKEI �IIj y Fort Pierce, Fl. 34951 hon 1ns�alled an�i/ar sh wngon BRACING. Refer to the Truss Plate Institute �TPI) publication CSI 2008 BUILDING '. .�/ ` (772)4G4 4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide la good practice for handlin instolling metal plate connected wood trusses . of I �ated ale �18 Nort, It j Street i/ F� / lQ gI uite 12, Alexandria VA 2g314, lcelephone: (�0� 6 -1 1 E-mall: in o®lpinst.org ��� Read all manufacture s WARNINGS enclosed with drawin ockaCie. /r. .\V 11 r/IIIIIIII W ARCE ENGINEERING STANDARD PA LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or BC 2 X 4 SP No.2 5-0-0 oc purlins. 1 - Ply DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/sixe) I 268/Mechanical, 2w219/Mechanical, 3�49/Mechanical Moe Hors 1:110(LC 4) Mo. Uplift 1.-66(LC 4). 2w-137(LC 4) Mae Grov, 1.2681(LC 1). 2-219(LC 1). 3w98(LC 2) FORCES (lb) - Mas;mum Compression/Maximum Tension TOP CHORD 1-2- SOT CHORD 1-3-0/0/62 2.5x4 = C 6510 QTY: 1 NOTES I Wind. ASCE 7-10; 170mph(3sec gust)Vasd-132mph: h-2011; TCDL�fi3Opsl; BCDL-6,OpaI; Category II; Esp C; enclosed; MWFRS (low-rise) and C-C Inlerior(I) cone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and for MWFRS Ior reactions specified. 2� This truss has been designed for a 10.0 pal bottom chard live toad nonconcumenl with any other live fos. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb upliftodat joint 1 and 137 lb uplift at joint 2. LOAD CASE(5) Standard 5-0-0 5-0-0 3 5-0-0 5-0-0 PLATE. SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO C1�NTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Grade A better \\� (� //�� rc &.62 1. Connector places are fabricated from 20 gauge ASTM A653/653M or ,\\\ "" • i ulrl.Mo hot -dipped alvanll ed Steel. 2. Connector plates are applied to both faces of truss at each 'oinl1. Where Dimensions arp not h wn, plates are symmetrically placed a�Toul jolnl or as fit: �f + LOADING SOUTHERN ndicated b9 circles �oj' 3. CC (ling qnd fabri o Ion shall be occ glished using equipment producing snug fl' Ing gndriully embedded plo�es. �^ C, G� �� Q y1 CRITERIA: At TRUSS )otnts 4. l�n� ss otherwise noted, compression top chord lobe continuously braced by the ooef sheathing. , ,� h 7 Zt 1 '� Lal%Nc (p.0 TCLL 30.0 COMPANIES 5. 4h 1 permonenl structural restraint shgwn i to prevent buckling of individual truss member ontl is not intended as a bracing pJon for the roof structure or as a plan = _ _ I— < _ TCOL 15.0 ecLL o.o for the attachment of the roof to the building. (n (� _ ICOL to.0 2590N.Kin Kings R y Fort Pierce, FI. 34951 CAUTION: l Trus es pa a den erou and a copse dvmv a and p rsoval InJ461I Elfff!iKly hvnd�ed Ins�alled an�l/or �brace� �racing sh wngon this drrowlpg Is Truss Plate Institute �TPI) BUILDING CSI 2rl 41 ` •• �L (772)464-4160 Fax:(772)318-00I5 BRACING. Refer to the publication i COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing' 4f metlal . to connecled wo4od Ir sses . TPI I I ab�eedd a ZZ1g North Ie Street �lexandrla ipelephone: (�0��683-1�10 E—mail: In�o®lpinsl.orq F�- �j� ,•'v \� Suite 312, VA �2314. Read all monuFacture s WARNINGS enclosed with drawing package, \ ////llllllltl�\\ TYPE: J5A OEFL m(1 I/d.n L/d PLATES GRIP V.rl(((TU)) -o.ae 1-] >491 360 240 A520 246/195 .1TL) 1 r/. ASIBH Z46/195 0.a, ••4. DATE: Feb 2012 11, 1_a 7 1IAT0I0 Version: 10.2d SPACING 2-0-0 plot.. Incr.a.a 1.00 Lumber Iner — 1.33 Rep Sires. Incr YES Code FBC2010/TP12007 ARCE ENGINEERING STANDARD P LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or TC 2 % 4 SP No.2 3-4-9 ae purlina. 2 % 6 SP No.2 GOT CHORD Rigid ceiling directly applied or 8-3-15 ac W8 2 % 4 SP Na.3 bracing. t - Ply REACTIONS (lb/site) ;-1163/0-6-0, 3-17/Mechanical. 4.2049/Mechanical Mo. Hare .I3B(LC 3) Mo. uplift 1--387(LC 3), 3--5(LC 6). 4--791(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2--2129/702, 2-3--48/2 GOT HORD 4-5--742/1946 2-5--807/YJ65.2-4-742/190665-7�-742/1946, WEB: NOTES MwFRS L 1) Wind: ASCE 7-10; 170mph(33ec gu3l)Vosd.132mphi h-2011; TCDLw6.Op5h BCDLw6.Opsl; Category II: Exp C; enclosed; Lumber DOL-123 plot, grip DOL-1.33 2) This truss has been tlesigned for o 111.6 ps1 bottom chord live load nonconcurrenl with any other five loads. } Provide mechanic., ,onneclion (by others) of truss to bearing plate capable of withstanding 387 lb uplift at joint 1. 5 lb uplift al )cinl J and 791 Ib uPlifl al joint 4.lb 4) Honger(,) or .that connection device(a) shall De provided sufficient to support concentrated lood(s) 138 lb down and ch r up .1 1-1-I3. and 248 lb down and 7B Ib up al 3-1-13. and 2148 lb down and 026 lb up at 4-8-12 on bottom chord. The design/aelaclion of such connection devtae(s) is the responabflily of others. 5) In the LOAD CASE(S) section, loads applied to the foes of the truss are noted as Iron, (F) or bock (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase - 1.33. Plate Increase w 1.00 Uniform Loads (pit) , Vert: 1-4.-20. 1-3w-90 Concentrated Loads (lb) Vert: 5�-214B(F) 6--138(F) 7•-248(F) 4-8-12 6-8-0 4-8-12 1-11-4 3x5 = wxY = 4-8-12 5-8-0 4-8-12 1-11-4 UNTRACTOR PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO E - SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Grade A better \� / rce o.aF T C-/� I. Connector plates are fabricated from 20 gauge ASTM A653/653M or \\� -,,` P � e ores V' • • • /j (Nel•I•) hot-dippetl galvanized steel. 2. Connector plates are applied to both faces of truss al each 'oinl. Where (limensions are not �hpwn, plates are symmetrcally placed about joint or as , . \' . �r ) / �� LOADING 'G� ��' SOUTHERN indicated by circles all. 3. �tr(ling, qnd fabri a ion shall �e acclmsplished using equipment producing snug itt ing joints andcluily embed ed la e . braced by the = �. ,• 0,• r�(� y� CRITERIA: AI Q '` D TRUSS a. Unf ss otherwise noted, compression lop chord to be continuously _� hoe( sheathing. 5. gfhe structural restraint shown i9 to prevent buckling of individual truss _ 1J1 _ / h _ LOADING is o 1 : (� _ rcoL ts.o 5.0 C 0 M P A N I E S perman6nI Toron tl is no intended as a brocing Jan for the roof structure or as a plan for the otlachmenl of the roof to the bull&In . _ EICTCOL N / _ BCDL t0.0 CAUTION: Iy V 2590 N. Kings Highway 8 Fart Pierce, FI. 34951 Trus es co be don erou and so copse damage ogd p�Prsophl jnji�ljfEml)r�B hon ed InaqV/G, �bracetl. racing sh wn on Is rawipq is Intl �TPI) CSI 2008 BUILDING. (772)4G4-41G0 Fax:(772)3I8-0015 BRACING. Refer to the Truss Plate Institute publication COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing Qf mettal late connected wood try sse s. TPII eed p1g North 4e Street 312, Alexandria VA 720314. lele hone: (703f 683 IM E-moll: In�1o®,pima,. \ �j \ Suite Read all manufacture s WARNINGS enclosed with drowin package. TYPE: AG DEFL In (1«) Va.n 1/a PLATES GRIP vrl((ll)) -0.03 1-s >999 360 9w1,rL) -0.08 Id >919 NO A520 246/195 Nnt(nl -0.02 3 /e n/a AS 10M 246/195 vrnellLl) o.03 1-5 >990 2t0 DATE: Feb 2012 ,a. Version: 10.2d SPACING 2-0-0 Plot•, me,.... 1.00 Lvmb,r Iner,ae. 1.33 RIP St-, Iner NO Code FBC201o/1P120D7 "III IIIII\\` ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TC 2 X 4 SP SS •E.cepl• T2 2 X 6 SP SS. T3 2 X 4 SP No.2. T4 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BC 2 X e SP SS BOT CHORD Rigid ceiling directly applied or 3-10-11 oc w8 2 X 4 SP No.3 bracing. OTHERS 2 X 4 SP No,3 WEBS 1 Row of midpl 5-17. 7-14 WEDGE L.II; 2 X 4 SP No.3 SLIDER Right 2 X 4 SP No.3 2-0-3 1 - Ply REACTIONS (Ib/ei.e) 12.2543/14achanic0l, 2.3855/D-8-0 Mo. Har[ 22-g57 5) Mo. Uplift 1.94(LC 4). 2•-1469(LC 3) FORCES (lb) - Ma.imum Compression/Maximum Tension _ _ _ TOP CHORD 7-8•D7477/2519, 8-9/37155/2532.9 6110.55765/1945, 49. 910-11.5554. 50/18329338/3454. 11-12 5589/1826479/4609, 6-7.-11864/4275, SOT CHORD 2-18 31738/5452112183.31625/506317-21.-4520/12479,16-21.-4520/12479.15-16.-4184/11861, 14-15.-3594/10348, WEBS 7-14.-4B42/1B06.8-14.-717/2177,9-14w6869/234753/1348. g9163w5195/151. 10-13.g132/6693/980. 6-I5•-941/472, 7-15•-764/1936, jl 0 TY: 1 NOTES I) . Unbalanced roof live loads have been considered for this design., 2 Wind: ASCE 7-10; 17Dmph(33ec gusl)Vosd.132mph; h.20I1: TCDL.6.0peh BCDL•6.Opsf; Category II; E.p C; enat... dl MWFRS (low-rise); Lumber DOL.1,33 plate grip DOL•1.33. 3) Provide adequate drainage la prevent water ponding. 4 This truss has been designed tar a MO psi bottom chord live load nonconcurrenl with any other live toads. 5 ' All plates ore AS20 plates voles, olhen.ise indicated. 6 Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 794 It, uplift at joint 12 and 1489 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated lood(s) 432 lb down and 246 to up at 6-8-0, and 232 Ito down and 132 Ib up at B-B-12, and 431b down and 73 lb up at 10-7-4 on lop chord, and 420 lb down and 105 It, up at 6-8-0. and 65 Ib down at 8-8-12. and 2029 lb down and 803 Ito up at 10-7-4 on bollom chord. The design/selection of such connection device(s) is the responsibility of cthere. B) In the LOAD CASE(,) ...lion, loads applied to the face of the Iru„ ore naiad as Iron) (F) or Dock (B). LOAD CASE(S) Standard 1) Regular: Lumber Inerease.1.33. Plate Increase.1.33 Uniform loads (pit) Vert: 1-4.-90. 4-7.-90, 7-5 -90, 6-9•-90, 9-12•-90. 2-12•-20 . Concentrated Loads (lb Vert: 4.-312 F) 17.-420(F) 5.73(F) 16.-2029(F) 20•-172(F) 21.-43(F) -1-40 4-1-4 6-8-0 10-7-4 13-11-10 17-4-0 19-4- 23-0-0 26-8-12 30-9-0 - 1-4-0 4-1-4 2-6-12 3-11-4 3-4-6 3-4-6 2-0-0 3-8-0 3-8-12 4-0-4 PLATE: SIMPSON STRO SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 4x6 = 5x8 7x8 AS18H r-rr1- 1.9 - 3x4 = 7x8 = 8 9 6x18 18 17 21 16 15 19 I� 6x8 AS18H = 6x6 = 3x5 = 8x10 AS18H = 3x4 5x8 = I a 2- 0 404 6-8-0 10-7-4 13-11-10 19-4-0 23-0-0 1 26-8-12 30-9-0 6-8-0 3-11-4 3-4-6 5-4-6 3-8-0 3-8-12 4-0-4 C NTRACTOR TYPE: B8G G TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER - SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ // cv TC 0.99 DUL (Ix) I/d.n Vwl ll -0.59 15 1615 L/d 360 ao PLATES GRIP I. Connector�lDles are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di pe olvonized steel. \�� T E -,,` �y'e .... //1 1, - ec o.99, Wa 096 (umri.)' vwlln; -1.34 a e71: Nwr`R1 0.[6 1[ n/e W 1 LLl o.fio a >fioe /o i4o As2o N6/195 ASI8H 246/195 2. Connel�Ior pl!tes are applied to both faces of truss at each �oinl. "ere dlmenslons erg not h wn, plates are symmetrically placed a out joint or as nd' ated b circles ?Dj' \� , ' \ C' c" �J • '•G��.. �� i LOADING DATE: Feb 2012 Version: 10.2d 3. Rkling, qnd labri olion shall �e acc7mplished using equipment producing snug CRITERIA: ANSI/TPI 1-2007 MATRIX I ling joints andSu ly embed ed fa es. r 4. Unl ss otherwise not compression top chord to be continuously braced by the Q' 'w 5 u1 o0ei sheathing. / (� LOADING (p.1) SPACING x-o-o 5. 4T1e erman nt structural restraint shgwn i to prevent buckling of individual truss w : _ TCLL 30.o PIa1..Iner.a.. 1.33 CD Q 5 ( - TOOL 5.0 L9mb.r Inenaee 1.33 mertlber antl is not intended as a bracing plan for the roof structure or as a plan = }- < - eCLL ONO Rep She's Insr No for the attachment of the tool to the building. ^ N = BCDL 10.0 caee FBC2010/TPIZ007 CAUTION: Trusses can be dangerous and coo Cause damage 00 pgrsopal irlkryjV'j,TWP.m(Iy irJ � F 11 /,E S . A r/rlll1,110 1, CTY• I ARCE ENGINEERING STANDARD PACIFIC 6510 LUMBER BRACING - TOP CHORD Slrucluroi wood sheathing directly applied or sheim. NOTES 1) Unbalanced tool live loads hove been considered for this design. ASCE 7-10: 170mph(3sec gust)Vasd• 132mph: h•2011; TCDL•6.OpaF BCOL•6.Ops1; Category 11; Ewp C: enclosed; MWFRS (low-rise TC 2 % 4 SP No.2 BC 2 % 4 SP o. I-10-7 cc pu - Bar CHORD Rigid ceiling directly applied or 4-6-12 oc 2 Wind: Lumber DOL•1,33 plots grip D J. WB 2 X 4 SP Na.J bracing OTHERS 2 % 4 SP No.3 prevent J) Provide adequate drainage to prevent Hofer ponding. 4) This trues has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. WEDGE 5 ANplates are AS20 plates unless otherwise ;.d,coled. (by others) of truss to bearing plate capable o1 withstanding 814 lb uplift of joint 8 and Right: 2 % 4 SP No.3 1 - Piy REACTIONS (lb/size) 6.2168/Mechonical, 2-2357/0-8-0 6 Pr mechanical connection 969 Ib uplill at joint 2. 7) Honger(s) or olher connection device(s) shgll be provided sufficient to support coneeniroled lood(s) J12 lb down and 246 132 lb up at ID-6-0, and 172 lb down and 132 lb up Mow Hari 2.76(LC 5) Max Uplift 8•-814(LC 4). 2w-969(LC 3) lb up of 6-6-0. 172 Ib down and 1J2 Ib up of 8-8-12. 172 lb down and t 12-3-4. and 312 Ib down and 246 Ib up al 14-4-0 on lop chord, and 420 Ib down and 1051b up al 6-8-0. 851b sawn at 105 lb up at 14-3-4 on bottom chord. The 8-8-12, 85 lb down at 10-6-0, and 85 Ib down of 12-3-4. and 4201b down and FORCES lb) - Mawimum Compression/Mawimum Tension TOP 1-2.0/21. 2-3•-5086/1925, ]-4.-5124/1978. 4-14•-4900/1919. 5-14•-4900/1919, 5-15•-5015/1906, 6-IS•-5015/1986, desi n selection of such connection device(,) is the responsibility of others. 8) In the LOAD CASE(S) section• loads applied to the face of the truss ore noted as front (F) or back (B). CHORD 6-7•-5246/2D50, 7-8•-5350/2016 10-16•-2121/5618. 9-16•-2121/5618, 8-9w-1066/4918 SOT CHORD 2-12•-1745/4617, 11-12w-2121/5618. 10-11•-2121/5618, 3-12--124/454, 4-12•-216/895. 5-12•-965/425, 5-10.0/287. 5-9•-849/376, 6-9•-232/946, 7-9•-56/29J LOAD CASES Stontlord 1) Regular; lumber Increose•1.SJ, Plole Increosew 1.00 WEBS Uniform Loads (pit) Vert: 1-4•-90, 4-6•-90. 6-8•-90. 2-6•-20 Concentrated: 4o•ds (lb) 6•-312(B) I1w-43(B) 12w-420(B) 10•-43(8) 5w-172(B) 9•-420(B) 14•-172(B) 15•-172(8) 16w-43(B) -1-4- 4-2-0 6-8-0 10-6-0 1 14-4-0 1 16-10-0 21-0-0 1-4-0 4-2-0 2-6-0 3-10-0 3-10-0 2-6-0 4-2-0 4x5 = 3x8 = 4x5 c ann lif 4 14 5 15 6 4xg = 3xB c 3x8 = 4x10 A518H = 1x4 II 6-8-0 10-6-0 1 14-4-0 21-0-0 6-8-0 3-10-0 3-10-0 6-8-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO R ICIfiI CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ��� T /// a 0.50 P I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better - \\ N �� lumn.) hot-,dlpped galvanized steel. 2. Connector plates are applied to both faces of truss al each 6oin t. Where Dimensions orp not hepwn, plates are symmetrically placed a out joint or as .r\ . •' ri l^ �� �� • •G`a LOADING SOUTHERN indicated by circles �o). 3. �tf fling, On d lobrica ion shall bbe acc7msplished using equipment producing snug (illln and fu�lyembeddad pla e J" ,•• (;' r'J 1� i CRITERIA: At Q • '� O t]1 �• TRUSS joints . a. Unles'gs otherwise noted, compression top chord to be continuously braced by the roof sheathing. _� •..,/ -• LOADING (Psi) - W •: - ttu So.d COMPANIES s. The permanent structural restraint shgwn is to prevent buckling of individual truss member and is no intended os a bracing plan for the roof structure or as a plan the root to the building. _ �� -_ TcoL 15.0 Ul ', - BCDL 10.0 2590N.ICin Kings Highway B 6 ) 3,49 Fort Pierce, FI.34951 Pie tar the attachmen'i of CAUTION: Trusses can be don erou and cog copse damage and grsonol inj�ir�ljfE�rlEpC(.�g ly handled installed an�/or ,braced. t7racing sh wn on this rawipg 1s Truss Plate Institute �TPI) SCSI 2008 BUILDING , \ (/ Fax:l. (772)4Fort 18-OO15 BRACING. R ler to the publication COMPONEN1gSAFETY INFORMATION. Guff. to good practice for handlinginstalling 1 the ol�pl to connected od tr ses . TPI I fed a 21g Nor(j e Strset gulfs �1(; �lexandna VA �!1Yli luelgephone: (TO'3 �83-1010 E-mail: me(o®tpmsLorg i Read all manufacture s WARNINGS enclosed with drawing ocka e. ///Illlllllt��\` I 00 I l I O TYPE: DIG DEFL(( in (lo) Vdea L/E PLATES GRIP vwi(til -0lE io i:ie 7.o AS20 246/195 Harr(TL) 0.16 E /t /a AS 18H 246/195 wm4 U.D.26 10 >972 Iso DATE: Feb 2012 ,,.rely Version: 10.2d SPACING 2-0-0 Plain Increase R. lumber 1.33 Rep slrefe Incr., ncr HO 010/TP120 Code rac207 IN ARCE ENGINEERING STANDARD PAC LUMBER BRACING TC 2 X 4 SP No.2 -Except' 74 2 X 4 SP No.3. TS 2 X 4 SP No.3 TOP CHORD 1-7-uraf wood .. Ea sheathing directly applied or BC 2 X 4 SP No.2 1-7-8 oc purlins. Exeapl: We 2 X 4 SP No.3 2-8-0 oc bracing: 6 OTHERS 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc SLIDER Right 2 X 6 SP No.2 2-2-14 bracing. 1 - Ply REACTIONS (Ib/size) 10w1669/Mechonicol.2-1827/D-e-0 Mow Hot. 2-90(LC 6) Mow Uplift 10--519(LC 5), 2--663(LC 4) FORCES (lb) - meximum Compression/Maximumens Tion TOP CHORD 1-2-0/21.2-3--3BO7/1592.3-4--3536/1513.4-5--4039/1846,5-6--4039/1046.6-7--40J9/1846, 7-B--J363/1480, B-9--3311/1473, 9-10--3405/1470 BOT CHORD 2-15--139Y3160, 14-15--1267/3322, 13-14--16J0/4039. 12-1J--1638/4039. 11-12--1242/3183, 10-11--1254/3026 WEB 3-15--171 20J. 4-15--8/J2J, 4- U--437/1049,5-14--460/281,6-12--477/286,7-12--I66/1197, 7-11--79/171, 8-11--25/377 ATE: SIMPSON S SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)318-0015 IFIC (6510) IK 1Re NOTES 1) Unbalanced root live foods have been Considered for this design. 2 Wind; ASCE 7-10; 170mph(3eee gusl)Vosd-132mph: h-2011; TCDL-6.Opsf: BCOL-6.Ops4 Category 11; E-p C; enclosed: LIWFflS (tow -rice) and C-C Inlerior(1) [ane; Lumber DOL-1.33 plate grip OOL-1.J3. This Russ is designee for C-C for members and farces. and lot MWFRS lot reactions specified. } Provide adequate drainage to prevent water ponding. 4 This Iruss has been designed for o I0.0 p,, bollom chard live load nonconcurrenl with any other rive foods. 5 Provide mechanical cenneclion (by others) of truss to bearing plate capable of withstanding 519 ID uplift Of toinl 10 ontl 663 lb uplfl al )oinl 2• 6) Design assumes 4x2 (flat orientation) purlins of cc spacing indicated, fastened to truss TC w/ 2-10d noes. LOAD CASE(5) Standard 21-2-0 1 4 0 5 2 13 1 B-8-0 13-7-10 18-0-6 19-4-0 ,3-0-Q 26-5-: -4-0 5-2-13 3-5-3 4-11-10 4-4-12 1-3-10 1-10-0 3-5-2 1-10-0 tx4 = lx4 II 4x8 = 1 x4 II 1x4 II 1x4 II 4x9 = 30-9-0 4-3-13 4x7 = 15 14 IJ IL " 3x4 = 5x5 WB = 3x4 = 3x4 = 3x8 zzr 3x4 = 8-8-0 13-7-10 18-0-6 23-0-0 30-9-0 8-8-0 4-11-10 4-4-12 4r,11-1' 7-9-0 L FURNISH A COPY OF THIS TRUSS DESIGN TO ER - CONTRACTOR G TIE iEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \� � re o.9: I. Connector lales qre fabricated from 20 gauge ASTM A653/653M Grade A or better T C ��� hol-dl pe� olyonized steel. 2. ConnecPlor piles are applied to both faces of Sruss of each I'oinl. where �� ,dimensions are not h wn, plates are symmetrically placed about joint or cis "ZI, . r + i� LOADING Indicated b9 circles (sop �� V' CRITERIA: At 3, � tC."gnd fabr ca ion shall bbe acc mplished using equipment producing snug f. ,• 0 fiittm joints qnt� fuEl Qmbedded fates. Q a. Unl ss olhe(wlse not compresEion to chord to be continuously braced by the 0 LOADING (P9f) To sheathing. rcLL 30.0 5. Tf1 a permon nt structural restraint shown i5 to revent buckling of individual truss member an is no(( intended o5 o bracing pplOn for the roof structure or as o plan = )- {C — B�°i Ioo for the attachment of the roof to the bulltlIng. (G� p: = eCol 10:0 CAUTION_ - - -----d n imarannria ! �\ R F TYPE: 137 OEFI 'Sloe) Va.11 l/e I PLATES GRIP Vwl(ll) J. 4-IS >999 ]BO Vvl n J.Jg 1.-r3 N7a 2.0 A520 246/19J Ibr((TL) 0.9p 10 /a /• ASIBI 246/195 WZ1.8 040 14 1917 2.0 SPACING 2-0-0 plots, Incna.. 1.00 Lvmb.r Inenoe. 1.33 R.p S..... Met YES Code FBC2010/TP12007 (DATE: Feb 2012 Version: 10.2d 11 ////r1c"1Z1,- \\ ARCE ENGINEERING STANDARD, PACIFIC LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BC 2 X 4 SP No.2 -Except- 92 2 X 4 SP SS BOT CHORD Rigid ceiling directly applied or 5-0-1 cc WB 2 X 4 SP No.3 h...ing. OTHERS 2 X 4 SP No.3 SLIDER Right 2 X 5 SP No.2 2-7-12 1 - Ply REACTIONS (lb/sic,) 9.1669/Mechanical, 2.1827/0-6-0 Mox Harz 2.105(LC 6) M9+ Uplift 9•-509(LC 5). 2•-653(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2.0/21. 2-3•-3884/1531, 3-4w-3290/1427, 4-5•-3406/1560. 5-6•-3406/1560. 6-7.-3203/1408, 7-8•-3394/1437, 8-9.-3495/1425 BOT 1 CHORD 2-15•-1336/3533. 14-15•-1336/3533. 13-14•-1148/3070. 12-13--1148/3070, I1-12•-1135/3015, 10-11•-1229/3130, 9-0•-1229/3130 WEBS 3-15.0/216.3-14•-546/248,4-14•-49/343.4-12•-198/612.5-12•-466/312.6-12•-21J/674, 6-11.-25/256, 7-17.-186/191, 7-10.0/140 '6510) CITY: 1 NOTES f)) Unbalanced tool live load, hove been considered for this design. 2) Wind: ASCE 7-10: 170mph(3sec qu,OVosd• 132mph; ' d' TCDL•6.Ops1; BCDL•6.Op,1; Category II; Exp C; enciwed; MWFRS (low-rise) and C-C Inler)ar(1) cone; Lumber DOL•1.33 plate grip DOL• 1.33. This Irues is designed for C-C for members and forces, and for MWFRS for reaclions specified. 3)j Pr vide p ide adequate drainage to Drevanl water ontling. 4) Th), truss has been designed fora 10.0 psi Polio. chord IN. load nonconcurrenl with any other IN. load,. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 509 lb uplilt at joint 9 and 653 lb plilt at joint 2. LOAD CASE(S) Standard 5-11-8 10-8-0 15-10-0 21-0-0 25-8-8 30-9-0 P-440 1-4-0 5-11-8 4-8-8 5-2-0 5-2-0 4-8-8 5-0-8 4x8 = lx4 11 4xB = 40 = 15 14 13 12 II 1x4 11 3x4 = 4X4 = 3x4 - 3x8 = 5-11-B 10-8-0 15-10-0 21-0-0 25-8-8 1 30-9-0 5-11-8 4-8-8 5-2-0 5-2-0 P t 4-8-8 5-0-8 L PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER- CONTRACTOR I. �Lnnect OF I TRUSS areIGN fabricatedfrom 20DgougeoN THESE DESIGN ASTM A653/653M Grade CRITERIA: better \��\ T E // Fir D o.9s pp BC 0.91 hot-d�ped aolvanized st@el. `� • ... // (u.1,i.j'3° 2. Conne for pules are applied to both faces of truss at each joint. Where ' \ , • / dimensions or not h wn, plates ore symmetrically placed about joint or as \ C,T- )� i LOADING indicated b circles (�o� r�vJ" (� SOUTHERN 3. W"11ng•QnVfabrtcaf on shall�e oce mSplished using equipment producing snug CRITERIA: AI I Ing join s and IUfy .bed ed toe �•.'•�+ n(>j� 4. Un� ss otherwise note , compression top chard to be continuously braced by the Q 0 11] LGADING (psi) TRUSS oop( sheathing. COMPANIES 5 rill, permanent structural restraint shown i to revenl buckling of individual truss _ Lit ; TCOL 15.0 xLL s0.o for b oand is no intended nded or a bracinghe p.i)� g, for the roof structure or as o pion << - BOLL 0:0 the N •• BCDL 10.0 2590 N. Kings Highway Tr us es Pa a d inc�erou and o copse�domo e a d P rsopal (n f i I Fort Pierce, Fl. 34951 handed ins�alled anU/or �Trace� �rocing sh wngon this d�rowip9 is �l' EEt I°I� y (772)4G4-4160 Fax:(772)318-0015 BRACING. Rffer to the Truss Plate Institute �TPI) publication BQCSI 2008 BUILDING \ (/ COMPONENT SAFETY INFORMATION. Guir�e o good practice far handling installing of met elate connected wood lr ssps . 1lPI��S0I9F6t�� c��1�18 N0"' l �Pj ��Plnsl.org Suite JI. Alexandria VA 2314. �ele hone: 33// E Read all manufacture s WARNINGS enclosed with drawin package. / TYPE: B6 OEFL . `loa) I/d.n L/d PLATES GRIP Vwl ll) -0:" 2 >999 360 Vw11rLl -O.l'A ti-f1 1601 21. ASZO 246/195 HwrrL 0.15 9 /e /. A510H 2451195 W 41LLI 0.30 12-14 >999 210 DATE: Feb 2012 To11_ann0 111ATPIVI Version: 10.2d SPACING 2-0-0 PI.I., Incr.a.. 1.00 Lumber Ineraaae 1.3] Rap Sir... Iner TES Cod. FBC20Io/TPI2007 r '10/11111111 QTY' 1 ARCE ENGINEERING STANDARD PACIFIC 6610 LUMBER BRACING TC 2 % 4 SP No.2 -Except- T3 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or NOTES 1)) Unbalanced root five loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph(3sae qusl)Vasd.132mph; h.2011; TCDL•6.Dpsl; BCDL•6,Ope1; Category il; E.p C; enclosed; MWFRS (low-rise) BC 2 X 4 SP No.2 •E!cepl• 82 2 % 4 SP SS 2-5-14 oc puffins, Rigid directly oppitetl or 4-1 I-14 oc LumberDOL.1.33 plate grip DOL•1.33. This truss is designed for C-C Jar members and forces. and C-C Inter WB 2 % 4 SP No.3 BOT CHORD ceiling bracing. reac)t'lonse; for WFRS d. OTHERS 2 X 4 SP No,3 _ SLIDER Right 2 x 6 SP No.2 2-8-2 3) provides has led design to prevent water bantling. 4) This truss has been designed for o 10.0 psi bottom chord live load nancancurcenl With any other live lootls. I -Ply REACTIONS (Ib/size) 8.1669/Mechanical• 2.1827/0-8-0 5 All plate mechanical laces Unle (by others) of icate to bearing plate capable of withstanding 496 Ib uplift of joint B and 5 NI oldies are A520 Plates unless y others) iof truss t Max Hors 2.119(LC B) 641 N uplift of joint 2. Mom Uplift 8.-496(LC 5). 2•-541(LC 4) LOAD CASE(S) Standard FORCES (lb) - Maximum Compression/MoArrum Tension TOP CHORD 1-2.0/21.2-3.-3929/1514, 3-4.-3071/1306. 4-5.-2816/129E.5-6.-3019/1296.6-7.-3464/1431. 7-6--3562/1416 WBOT EBSHOflD 3-13-0/253, 3583. 12� B20/35134612583411-12--1007/2837. /419,4-10--305/268,5-10--20/365?69f0.-477/292.262980/202229/3202 -1-40 6-0-1 12-8-0 19-0-0 25-7-14 1 30-9-0 1-4-0 6-0-1 6-7-15 6-4-0 6-7-13 5-1-3 4x10 AS18H = 4 5xB AS IBM = 5 40 = 13 12 11 IV - 1x4 11 3x4 = 3x4 0 3x8 = 1x4 II 6-0-1 12-8-0 1 19-0-0 25-7-14 1 30-9-0 6-0-1 6-7-15 6-4-0 -7-13 5-1-3 TYPE: 65 -ATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO R Tf C NTRACTOR �rL 1vI 1/a.11 "a PLATES GRIP SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\\ //� Tc 0.71 veto)) o.23 f:-13 >999 2ao t, Connector lutes are lubricated from 20 gauge ASTM A653 653M Crode A or better \ / ec 0.ee v.11n,12-13 ,s32 7.o As2o 2.6/195 hot-d�pe� alvonlzed steel, g 9 \ P wa 0.99 wrr((n 0.1a a /a /= ASIBH 246/19! a� wm4(LLI 0.77 f2_IS ,Y99 7.0 2. Conne for li2tes area lied to both faces of truss at each 'dint. Where .�, . • ��• J DATE: Feb 2012 dimensio spore not h v+n, plates are symmetrcally placed adoul joint or as i< LOADING indicale�b circles �of G� + Version: 10.2d 3. CC ttin on� fabri o ton shall be acc m lished usin a ui menl roducin snu CRITERIA: ANSI TPI 1-2007 (MATRIX) SOUTHERN 1i inggjoinls cindcfuFly embedded ppia,lesp 9 o p p g g • 0l n. 4. Unless otherwise noted, compression lop chord to be continuously braced by the Q h 0 1y LOADING (p.l) SPACING 2-0-0 TRUSS [oat sheathing. - LLI ; _ 7CLL 30.0 Plot , Inenau I,DO COMPANIES 5• the permanent structural restraint shown i to prevent buckling of individual truss ! _ TcoL L.mb.r in...... 1.33 member and is no( intended of a bracing gon for the root structure or as a plan = I-•• C _ BCLL 0.0 Rep SI....lncr YES for the attachment of the roo to the bud&Ing. to _ BCOL 10.0 code FBc2010/TPI2OD7 2590N.Kin Kings Highway CAUTION: Q 8 B y Trus�es cart qe Jan Lit and Gap copse damage apd pgerso0al injwylifEmp(�Q�ly � Fort Pierce, FI. 34951 hen ed Ins a le an or race rocin sh wn on Is rawlp9g is 0 Itt l U \ (772)4G4 4I60 Fax:(772)3I8-0015 BRACING. Refer to the Truss Plate Institute TPI) publication 6CSl 2008 BUILDING •, !tL •• y COMPONENT SAFETY INFORMATION. Gui4e to good practice for handlin installing ( 2 I e al late connected wood t sses , TPI I I f�eedd a • qq1@Nortjl�e treet FI- 7 $ulie S12P Alezondno VA ?2314, Telephone: ('7Ogf G63-1b10 E-mail: Into®lpinst.org �j Read all manufacture s WARNINGS enclosed with drawin package. / r/1111IIIIt", QTY: 1 ARCE ENGINEERING STANDARD PACIFIC 6510 LUMBER BRACING TC 2 % 4 SP No.2 •E.cepl• T3 2 % 4 SP SS TOP CHORD Structural wood sheathing directly applied. NOTES 133 Unbalanced root live loads have been considered tar this'design. IorcesFand(low-rise) 2" h(LumberuDOL� BC 2 % 4 SP No.2 'Except' BI 2 % 4 SP SS BOT CHORD Rigid ceiling directly applied or 5-2-6 oc ontl CA CC nleriar(1) zone; 1tlJ3 pule gr''p OOLw 1.33L Thislrusn �Otlea g^ed for C9C`for members ontl we 2 X 4 SP No.3 bracing. OTHERS 2 % 4 SP No.3 WEBS I Row al midpt 4-12. 8-12 for MWFRS for reactions specilietl. 3) Provide adequate drainage to prevent water pondinq. SLIDER flight 2 % 4 SP No.J J-11-2 4 This truss has been designed far a 10.0 psi bottom chord rive load nonconcurcenl with any other live loads. (by others) of (rues to bearing plot. capable or withstanding 4861b uplift of joint 10 and 1 - Piy REACTIONS (ID/six.) 10�1693/MeehOnical, 2•IB91/0-8-0 5 Provide mechanical connection 629 lb uplift at joint 2. Mae Harz 2w134(La 6) Max uplift 10w-486(LC 5). 2.-629(LC 4) LOAD CASE(S) Standard FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2-D/21. 2-3--3826/1439. 3-4w-3610/1461. 4-5w-2722/1156, 7-8--2717/1154, 8-9-3559/1442. 9-10w-J664/1419. 5-6.•-2495/1154, B-7--2495/1154 WEBS HOBO 4-14.0/J34/4-12w31140/46446/12w0-237/850,8Z12-31006/443, 8-11w%294'f0-11--1225/3328 17-0-1 -1-440 8-2-4 14-8-1 1 -140 23-5-12 31-0-0 1-4-0 8-2-4 6=5-12 1-1-15 6-5-11 7-6-4 1-2-1 '1.5x4 II 4.00 FT2- 3x6 _Z: 3x6 c 4x7 = 14 1.3 IZ 1 x4 II 4x5 = 1 x4 II 3x5 a 3x8 = 8-2-4 15-10-0 23-5-12 31-0-0 8-2-4 7-7-12 7-7-12 7-6-4 NG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO - CONTRACTOR -ATE: SIMPSON.STR0 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:\\ // rce 0.e4 I. Connectorslates ore fabricated from 20 gauge ASTM A653/653M Grade A or better \�\ P T C hot-dippe gUalvanized steel. `� \ 1� (Melri.I 2. Connector plates are applfed to bath faces of truss at each ' irfl. Where (limensions arp not �hpwn, plates ore symmetrically placed ovoid joint or as ,.' at t �+ ^+ �� LOADING indicated'by circles o . _�/'•`Gi V' SOUTHERN 3. ��i(ling qnd fabrication shall bbe occ1msplished using equipment producing snug CRITERIA: ANSI I tin joint, and lu I mbedded la e . Z C+ 4. Unlessjotherwise note, compression lop chord to be continuously braced by the Q r•0 411 LOADING (P.I) TRUSS Tool sheathing. _ LOA J0.0 COMPANIES s. The perman nl structural restraint shown i to prevent buckling of individual truss - LLJ : 5 - TCLL 30.0 Ior the uln isn oli iof theerool (olhe b uld ng, for the roof structure or as a plan _ r << - SCLL 0.0 N - scot o.a 2590 N. Kings Highway Trus es Fo a don erou and CAUTION: od mage a d p rsogol (n I i�pr Q ly - Fort Pierce, FI. 34951 honAed insgolled ens/or brace. racing sh wn on Phis 9r.wi�lq i9 (11 EFit_l:f (772)464-4160 F9x:(772)318-0015 BRACING. Rgler to the Truss Plate Institute �TPI) publication CSI 2 08 BUILDING \ (/ COMPONENT SAFETY INFORMATION. Guide to good practice Ior handlin installing �C ,•' glTneta1 plate connected wood t sses . TIPI I 4tCd a p1g Nortif t. Street Suite 312, Alexondrio VA Z2o314. Telephone: (?03� bii3-1b10. E-moll: In Atrl)inst.org Read all manufacture s WARNINGS enclosed wfth rlrr3wino package. TYPE: B4 DUL Sloe) Va.n t/a 300 'PLATES GRIP Vnl((ll) Vn1(ILI Ha. i.) -0.2J 1-12 -eel 11-17 0.19 10 >999 >60e /o 7.0 / 7.0 A520 245/195 AS18H 245/195 wildlLL) 0.25 11-12 >799 DATE: Feb 2012 ,...n,� Version: 10.2d SPACING 2-0-0 plot.. Intl.... 1.00 L.mav [-.as. 1.33 RepdStress 1ri` PBBC2010/TP120o7 IAI `TI1111111\\� ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 5 LUMBER BRACING TC 2 % 4 SP No.2 •Except• TJ 2 X 4 SP SS TOP CHORD Structural wood sheathing directly opplied. NOTES t))) Unbolonced roof live loads hove been considered for this desig. C; enclosed; (Iow-rise) 2) BC 2 % 4 SP No.2 'Except• Bl 2 % 9 SP SS BOT CHORD Rigid ceiling directly applied or 5-3-6 cc id : ACCnle-10; ) zone:LumberDDL•la3J pZnle grip DOL•1.33L This Irusa a0designed�forC9Crfolr members and loruaFand WB 2 X 4 SP No.3 brocu, OTHERS 2 % 4 .. No.3 WEBS 1 Row of midpt 3-9, 5-9 OTHER for MWFRS for reactions specified. 3)) This truss has been designed for a 10.0 psi bottom chord live load nenconcumenl with any other live loads. Right 2 % 4 SP No.J ]-11-2 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 620 lb uplift at joint 2 and 1 - Ply 477 Ib uplift al joint 7. REACTIONS (lb/slue) 2-1841/0-8-0. 7.1683/Mechanical Mae He,. 2.142(LC 6) LOAD CASE(S) Standard Max Uplift 2.-620(LC 4), 7.-477(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2.0/21.2-3•-3867/1451,3-4.-2693/1122.4-5.-2584/1119.5-6.-3578/1430, 6-7•-3582/1406 49, 7-8.-1275/3349 CHORD WBOT EBS 3-11.0/334/359•14. !228/50924459--266/910,5514 -9--1073/476, 5-80/291245/3514. -1-4-0 8-2-4 15-10-0 23-5-12 31-0-0 1-4-0 8-2-4 7-7-12 7-7-12 7-6-4 6x6 = 4.00 FM 4 N I O 4X7 = 11 10 9 0 - If 1x4 II 45 = 1x4 II 3x5 C 3x8 = 8-2-4 15-10-0 23-5-12 31-0-0 8-2-4 7-7-12 7-7r�, 7-6-4 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO DTI C NTRACTOR TYPE: 63 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\\ // es oLFL(( )) apse) ya.n 2.0L/d PLATES GRIP \ T� /� ec 0O6 Vwil(1L) -0 si !-9 ),Sgb jiU AS20 246/195 I. COnneptor lutes are fabricated from ZO gauge ASTM A653/653M Grade A or better (� / we o.44 Herr n o.w T y. •/• AS CH 246/195 • • • • e e a a9pp 740 hot -d�pe atvonized steel. 2. Corns for plates are applied to both faces of truss at each 'oint. Where dimensions arp not $hewn, plates are symmetrically placed a�Toul joint or as / , • �; ��. ,• �., �� �� (Melrn) wee LL b.T - LOADING DATE: Feb 2012 SOUTHERN indicated by circles lot. 3. (tin qnd labrico Ion shop bbe accCmplished using equipment producing snug FYlinggjoints and fu�ly mbedded dates. !, .�• �,• G� }j �_ CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d TRUSS 4. Unl ss otherwise note compression lop chord to be continuously braced by the rooef sheathing. — 3 Q- 0 �' LtJ : h LaolNc (pal) SPACING 2-0-0 30.o Pl...a la...... 1.00 COMPANIES 5• The permon nt structural restraint shown i to revenl buckling of individual truss member an is not intended a a bracing plan for the roof structure or as a plan = the the building. ; _ }- ! — TOLL TCOL 15.0 Lumb.r Incraaea 1.JJ BCLL Rep Slr.ae In., YES code FBC2010/TPI2007 for the attachment of roo�to CAUTION: (17 ; (G to BCDL 10,0 2590 N. Kings Highway B 8 y Port Pierce, FI. 34951 Trus a �o be dun erou and o copse dams e a d p rso0ol In I I Q I I hanesd ms�olled an�/or �brace� �rocmg sh wngon opderawl)�Q IsIYJ(�1' E�IV�I y R fer to the Truss Plate in TPI) publication SCSI 2008 BUILDING •.. e..•, �V \ (772)4G4-41GOFax:(772)318-0015 BRACING. COMPONENIg SAFETY INFORMATION. Guige to good practice for handling installin t QI mettal plate connected w ad Ir ses . TPI I I ab�eedd a`•. ZZ1g Norljl Ie Stree Alexandria VA 1pe�ephone: (YO3f 683-1010 E-mail: In�lo®Ipinsl.org / F� \ •' Suite 312. �2gS14. Read all manufacture s WARNINGS enclosed with drawin packag. 'r11111I110" QN' 1 ARCE ENGINEERING STANDARD PACIFIC 6510 r BRACING NOTES 1) Wind: ASCE 7-10: 170mph(35ec qust)Vosd. 132mph; b.2011: TCDL•6,Opel; BLOL•6.Opg1: Category 11; Exp C; enclosed: MWFRS (low-rise) forces, and LUMBER TOP CHORD Structural wood sheathing directly applied or TC 2 X 4 SP No.2 and C-C Inlerior(1) zone; Lumber DOL•1.33 plate grip OOL•1.33. This truss is designed for C-C for members and 2-2-0 oc Purling, except end verlieols, BC 2 X 4 SP Nc.2 SOT CHORD Rigid tailing tlireclty applied or 4-6-10 oc We 2 X 4 SP No.3 -Except- EV2 2 X 4 SP No.2 for MWFRS for reactions specified. 2 Provide adaquole tlfainoge to prevenl water ponding. any other live loads. bracing. OTHERS 2 X 4 SP No.3 WEBS 1 Row al midpl 7-8, 7-9 3 This Truss hog been designed for a 10.0 psi bottom chord live load nbnconcurrenl with bugs to bearing capoble o1 withstanding 565 lb uplill of joint 8 and I - Ply 4 Provide mechanical connection (by others) of plate REACTIONS (lb/size) 8.1675/Mechanical. 2. 1833/0-8-0 655 lb uplift at joint 2. Moe Marx 2.336(LC 4) Mom Uplift 8•-565(LC 4). 2•-655(LC 4) LOAD CASE(S) . Standard FORCES (lb) - Maximum Compression/Maximum Tension 1-2-0/21. 2-3.-3870/1465, 3-4.-0564'/1375. 4-5•-2677/1133, 5-6.-2492/1129, 6-7.-1978/899. 7-8.-1588/795 , TOP CHORD DOT CHORD 2-11.-1627 3524' 10-11.-1425/3105. 9-10.-899/1978, 8-9.-38/85 6-9.-1111/654, 7-9.-1034/2273 WEBS 3-11.-2821230, 4-11.-65/410. 4-10.-758/361, 5-10.0/326. 6-10.-279/625. -1-440 1 5-9-15 10-2-6 15-1-14 22-11-3 31-0-0 1-4-0 5-9-15 4-4-7 4-11-8 7-9-5 B-0-13 I tc I 1 0 5x6 = 3x4 = 4x6 = 4x7 = 11 1U ' 3x4' = 5x8 c 4x4 = 2x5 II PLATE: SIMPSON STRONG TIE 1. 2. SOUTHERN J. TRUSS 4. COMPANIES 5' 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 8-0-4 15-1-14 22-11-3 31-0-0 8-0-4 7-1-10 7-9-5 8-0-13 I TRUSS DESIGN TO - C17NTRACTOR FURNISH A COPY OF THIS USS DESIGN BASED UPON THESE DESIGN CRITERIA: ASTM A653/653M Grade A or better �� //// cs o.91 e 0.81 s are fabricated from 20 gauge \\��\� P ` / V 0 // (Met umzed steel. s are applied to both (aces of truss al each •oin``. Where not h wn, plates are symmetrically placed a�loul joint or as tog .... • \ \ �`,' ; �C,r �� i� LOADING .1es •Ica ton shall be act m lished using equipment producing snug i lu�ly 4, CRITERIA: At nJ embedded plant s noted, compression lop chord to be continuously braced by the r .,` _ _� Q� ; 0 W LOADING (psI) �1 Z structural restraint shown i9 to revent buckling of indivdual truss nott intended as a brocin plan for the roof structure or as a plan the to the b�ilding. - : 1 = TCLL ieo _ �.. ( - _ eCL o0 enl of roof CAUTION: den erou and a Cow ddomo e o p rso l0 l i I d an�l/or sbrace�. racing sh rijon this de[a OCII tojw& E 1°bw y �TPI) CSI 200E BUILDING U] to the Truss Plate Institute publicatfon FETY INFORMATION. Guile o good practice for handling installing :onnected wood t sses . TPI I a da • ZZ1g North 4e Street (�O�j 6t 3-1b10. E-mall: Info®lpinsl.org �$ '. i F� ndrlo VA �2314.elephone: facture s WARNINGS enclosed with drawing package. / TYPE: B2 DELL • {tor) 1/dsn L/4 PLATES CRIP Vrrl(lL) -0.21 0-11 D99 .16o vwlln))-03110-11 .7U i40 ASIo 245/195 w cILTL1 0.26 f0-11 499D 7i0 ASIBH 246/195 DATE: Feb 2012 ,..Ter, Version: 10.2d SPACING 2-G-0 Plot.. Increase 1.00 Lumber intteaee 1.33 NSP Stress Inez YES Code FBC2010/71,12007 In 1-4-0 5-10-14 -4-0 5-10-14 6510 4TY: 1 NOTES ' 1) and CACCnlerior(i) r—i LumberuDOL•1a33 plate 9r'Ip DOL-1.33L This truss designed for C9C'lor•membem and forces. and low -rice) for MWFRS for reactions specified. 2) Provide adequate drainage to prevent water ponding. 3 This truss has been designed for a 10.0 p51 bottom chord live load nonconcurrent with any other live to. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 572 Ib uplift at jolnl 9 and 647 It, uplift at joint 2. LOAD CASE(S) Standard 11-4-9 17-1-14 24-0-15 31-0-0 5-5-11 5-9-5 6-11-1 6-11-1 4x6 = 3x8 = 2.5x4 II 4x7 = 13 1/ iI - 3x4 = 4x4 = 3x5 = 1x4 II 3x4 = 8-1-0 17-1-14 24-0-15 31=0-0 8-1-0 9-0-14 6- 1-1 6-11-1 FURNISH A COPY OF THIS TRUSS DESIGN TO R - ITRACTOR 'PE: B1A RONG indicated TIE SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: A better \\ \ T /// / tsI To o.9+ BC a.96 out m<) V. r/a vwl((u)j-o.zoS1-13 >999 5so Vwl(iL)-U311-13 >550 Na PLATES GRIP A520 246/195 i. Connector ploles are fabricated from 20 gauge ASTM A653/653M Grade or \�\ -,` P V 0 // we 0.23 ram.I.1 Ho r4nj o.1s v /e /o w,aa a o.as 11-1> >D99 i,o As18H 246/195 hot -dipped alvanaed stgel. 2. Connector plates are applied to both faces of truss of each �oinl. "ere are symmetrically placed a out joint or as \j �� i )I LOADING DATE: Feb 2012 Qlmensions arc not h wn, plates b circles �o� `4/, �- G 7 1,AToiv Version: 10.2d ARCE ENGINEERING STANDARD PACIFIC LUMBER 'BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or BC 2 x 4 SP No.2 2-5-14 cc purlins, except and veriicols. W8 2 x 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 2-2-0 cc OTHERS 2 x 4 SP No.3 bracing' r - ply WEBS 1 Row at midpl 7-9 REACTIONS (lb/sire) 9.1675/Mechonicol, 2.1833/0-8-0 Max Harr 2.375(LC 4) Mo. uplift 9•-572(LC 4). 2•-647(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2.0/2t,2-].-3895/1430,3-4.-3566/tJt],4-5.-34B7/I]27,5-6.-2380/982.6-7.-2187/987. 7-8.-50/22, 8-9•-2,76/t86 BOT CHORD 2-1J.-164�3548.12-13.-1387/2973.i1-12•-13B7/2973.10-11.-714/1562. 9-10.-714/1552 WEBS J-13.-327 271, 5-13.-86/529. 5-11.-953/462. 6-11.0/273. 7-11.-363/831. 7-10w0/262, 7-9.-2010/920 I 1 1 0 PLATE: SIMPSON 3. fling, qnd lobri a ton shall be acc m lished using equipment producing snug f• tj CRITERIA: ANSI/TPI 1-Z00 SOUTHERN fiY`Inn )Dints and riuEly embedded la�esp Q ; J rO�J� 4. UnlQss otherwise noted, compres ion top chord to be continuously braced by the 1,I h LOADING (PSI) SPACING 2-0-1 TRUSS )aI sheathing. — W . - TCLL 30.0 'tofu In<nase I.OD COMPANIES 5. the permanQnt structural restraint shown i9 to prevent buckling of individual truss ! _ TCOL 1s.o lumber Increase 1.33 member an Yis not intended a a bracing plan for the root structure or as a plop = �-- < _ SCLL o.a R.p St.... I— ves for the attachment of the Too to the building. (!J ; _ BCDL 10.0 code FBC2010/TPRoa7 2590 N. Kings Highway CAUTION: I 8 8 Y Trus es cgrllle�ianI!CO and�a�1 copsne lfamage al+d p�Prsor�al to (�1'fE L �lY1 ly Fort Pierce, FI. 34951 hag ed Ins a le an /or race . racin sI1 wn on his rows gg is 41 (772)4Fort Pierce, Fl. 3495 8-0015 BRACING. Reler to the Truss Plate Institute TPI) publication 6CSI 2008 BUILDING ••'y COMPONENT SAFETY INFORMATION. Gui((e to good practice for handling installing 0I Jne`` I plate connected w od lry sses .TPI I9 abed `. p18 North 46 Street , 1- I�^ Sulfa 3�2, Alexandria VA �2gS14. Telephone: (03�683 �010 E-mail: inplo®lpinsl.org \ (cad all manufacture s WARNINGS enclosed with drawingacka e. ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 170mph(3sec 9usl)Vasd-132mph; h.2011; TOOL-6.Dpsh BCDL-6.Ops1; category n; Exp C; enclosed: MWFRS (low-rise) TC 2 X 4 SP No.2 2-2-0 oe pudins. except and verlicaie. and C-C Inleriar(1) zone: Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces. and BC 2 X 4 SP No.2 WB 2 X 4 SP No.3 DOT CHORD Rigid ceiling directly applied or 2-2-0 oc tar MWFRS for reactions specified. 2)) Provide adequate drainage to prevent water ponding. OTHERS 2 X 4 SP No.3 bracing. WEBS 1 Row at mid pl 8-9, 6-10. B-10 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurcenl with any other live loads. I - ply REACTIONS (lb/size) 9-1675/Mechonicoi. 2-1833/0-8-0 4 Provide mechanical connection (by others) or truss to hearing plate capable of withstanding 580 It, plilt at joint 9 and Man Horr 2-41%LC 4) 639 lb uplift at joint 2. Max Uplill 9--560(LC 4). 2--639(LC 4) LOAD CASE(S) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-D/21. 2-3--3862/1393. 3-4.-3539/1291, 4-5--3446/1304. 5-6.-2399/964, 6-7--1263/570. 7-8--1263/570. 6-9--1616/783 DOT CHORD 2-13--1647/3537, 12-13w-1315/2810. 11-12--1315/2810, 10-11.-866/1865. 9-10�-17/33 WEBS 3-13--405 315,5-13--183/670.5-11'-9J9/519,6-11.-309/930,6-10w-913/449.7-10w-546/379, 8-10-829/1842 -1-440 6-6-14 12-9-2 19-1-14 24-11-3 _ 31-0-0 1-4-0 6-6-14 6-2-4 6-4-12 5-9-5 6-0-13 4.00 fib' 5x5 - 1x4 II 44 = _ 4x7 = 13 12 11 10 V 3x4 = 3x4 = 3x4 = 4x8 = 1.5x4 II 8-6-0 16-8-9 24-11-3 31-0-0 8-6-0 8-2-9 8 -,�-10, 6-0-13 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TOER, ICNTRACTOR TYPE: B1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: fabricated from 20 ASTM A653/653M Grade A or better \ / �\\ T C /// l� cs BC 0.99 orFL M1lex) Vden vvilnl -°o:ei-,3 170 L/d 240 PLATES GRIP A520 2e6/195 1. ConnectporTlates are gauge hot -di a alvanized steel. P /, wB 066 ' wort(IL 0.1. 9 n/o w dILLI o.9� n- 3 >999 /o ieo A616H rx 6/195 2. Conne�tor plI les are applied to both faces of truss at each 'oinl. ilre dimensions orp not h wn, plates are symmetrically placed a�oul joint or as indicated by circles �o� ...... ♦ . \ LOADING LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. C cling qnd fabrication shall bbe occom lished using equipment producing snug 1'{i``In and fully mbedded late �+ Version: 10.2d TRUSS joints 4. Unl 5s otherwise note7, compression lop chord to be continuously braced by the oat sheathing. rn3� : Gj w LOADING nxq svbclxc 2-0-0 4a.a Pi91en [.Drxexe 1.00 COMPANIES 5. 4Tte ermonent structural restraint shown i to prevent buckling of individual truss member and is not intended o a bracing p)son for the tool structure or as D plan = . _ j- �S _ 1aLL TCDL i5.o Lamb.r Incr.oee 1.33 ecu o.o R.v res for the attachment of the roo�to the building. (BCDL N _ 10.0 Code FOC2010ITP12007 2590 N. Kings Highway TrusSes a ye den erou and a covse0oma e a d p rsonal 'a f i l �7roce� �rocing dvrawiLg islyil' y Fort Pierce, FI. 34951 Fax:(772)3I8-0015 hantlled Ins�alled an�f/or sh wngon is BRACING. Refer to the Truss Plate Institute ?TPI) publication CSI 2008 BUILDING �`,• (772)464-4160 COMPONENT SAFETY INFORMATION. Guide to good practice for handlin installing of metlal plate connected wood tr sses .TPI I l dd p18 Norlh�e Street guile VA ipelephonT: (70gf �g3 lb18 E-mall: invlo®lpinsl.org �f 312, Alexandria Z2314, Read all manufactures WARNINGS enclosed with drawing acka e. '/rrrllIIIW, ARCE ENGINEERING STANDARD PACIFIC. 6510 QTY: 1 LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing direany applied or NOTES 1 Special conneelfon required to dislribule bottom chord loads equally between all plies. 10d (D.1JI'x3-) nails os lollows: BC 2 x 6 SP No.2 •Except' B2 2 x 6 SP SS 3-1-15 oe purling, except end verticals, WB 2 X 4 SP No.J 'Excepl• EVZ 2 x 6 SP No.2, W 11 2 x 4'SP No.2, W12 2 X 4 SPA CHORD Rigid ceiling directly applied or 6-0-D cc Z; 2-ply truss to be connected together with Top chords connected as follows: 2 x 4 - 1 row at 0-9-0 cc. 2 x 6 - 2 rows at 0-9-0 cc. OTHERS 2 X 4 SP No.3-E... pl• W13 2 X 6 SP SS bracing. WEBS I Row at midpl 11-12. 10-13 Bottom chards connected as follows: 2 X 6 - 3 rows at 0-2-0 cc. Webs connected as follows: 2 x 4 - I row at 0-9-0 cc. 2 -Ply REACTIONS (Ib/site) 12.14747/0-B-11 (input: 0-6-0), 2•J917/0-8-0 J) Ali loads are considered equally applied to all plies, except if noted as front (F) or sack (B) lace in the LOAD CASE(5) to dislribule only loads noted as IF) or (B), unless otherwise Max Mar[ 2-4J0(LC 3) section. Ply to ply connections have been provided Mo. Uprll 12--5079(LC 3). 2--1355(LC 3) indicated. 4) wind: ASCE 7-10; 170mph(3eee gual)Vosd-132mph; h-201t: TCDL•6.Opsl; SCOL-6.Opef: Category 11; Exp C; enclosed; MWFRS (low-rise); FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/20. Z-3--906J/3201, 3-4•-9507/3058. 4-5--9424/J079. 5-6--8354/Z814, 5-7--7878/2736, 7-0--9464/J256, Lumber DOL-1.33 plate grip OOL-1.33. 5 Provide adequate drainage to prevent water pending. with any other live loads. 8-9.-9464/3256. 9-10•-9464/3256, 10-11--2186/745, 11-12--fOB40/J684 10-19•-J009/0941, 17-18--]OB9/0941, 16-17--JOB9/8941, 6 Thia truss has boon designed for a 10.0 psf bottom chord live load nanconcurrenl 7 All ore A5Z0 unless otherwise indicated. BOT CHORD 2-21•-J313/9155, 20-21--3097/8718, 19-ZO--J097/8718, 15-16--2193/6384. 14-15--2193/6364. 13-14--2094/6127. 12-I3--481/166 ploles ploles 8 WARNING: Requtr-d bearing st[e of joint(.) 12 greater than input bear si a. o1 withstanding 5079 lb uplift at joint 12 and WEBS 3-21--266/27d, 5-21--31/486, 5-19--1057/464. 6-19--579/2029. 7-19--1652/655, 7-18-0/228. 7-16--442/817, 9 Provide mechanical connection (by others) of truss to bearing plate capable 0-16•-517/274, 10-16--1586/4541, 10-IS--IZ]/605, 10-13--6235/2151, 11-13--3565/10669 135510 uplift al joint 2. device(s) shall be provided sufficient to support concentrated loads) 3529 lb down and 10) Hangarup ar other connection 10133 to down and 350E lb up at 43-6-8 on bottom chord. The design/selection of such 1225 to up at 31-1-8. and eannection device(.) is the responsibility of others, LOAD'CASE(S) Standard 1) Regular; Lumber Increase. 1.33. Plot. Increase-1.00 , Unilorm Loads (pl1) Vert: 1-6--90, 6-11--90, 2-12--20 Concentrated Loads (1b) Vert: 16•-3529(F) 13--10133(F) -1-4-0 7-1-6 13-0-14 19-9-6 25-6-5 31-1-8 1 37-4-0 44-8-0 1-4-0 7-1-6 5-11-8 6-8-8 5-8-15 5-7-3 6-2-8 7-4-0 PLATE: SIMPSON STRONG TI 1. 'Adighbhh" 2. SOUTHERN 3, TRUSS 4' COMPANIES 5. 2590 N. Kings Highway Fort Pierce, FI.34951 (772)4644160 Fax:(772)318-0015 4.00 (TT 4x9 5x5 = 3xB = 2x4 II 3x6 = I a a 1n 7x8 AS18H 11 w I O 4x9 = 21 20 19 18 17 16 15 14 1J 12 4x4 - 5x6 = 4x8 = 2x4 II Sx6 =7x8 = 2x4 II 7x8 II 1206 = 10 3 6 19-9-6 25-6-5 31-1-8 37-4-0 1 43-6-8 4q-8,-0 10-3-6 9-6-0 5-8-15 5-7 3 6-2-8 6-2-8 1-1-8 TYPE: A6G - 2 ply - FURNISH A COPY OF THIS TRUSS DESIGN TO - CONTRACTOR JG OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ��% // csr Tc 0.99 0cr M(KK) Vwl ll -0.]e 1D-21 v4�a fro 999 ]60 PLATES GRIP ieclor ploles qre fabricated from 20 gouge ASTM A653/653M Grade A or better di ed alvanaed steel �� T L �� V'^ r .. // // ec o.s0 II..j'ao owl % -0.e1 i9-12 m lul °oiu 19-21 > /a 24o a"9cv Z40 As2o 246/I95 AS1BH 245/195 ieC,tor plates are applied to both faces of Iruss at each joint. Where nsions arg not yhpwn, plates ore symmetncally placed about )oml or as ,.' c j� 3� + i LOADING . DATE: Feb 201 sled b circles loll. ."�,� Version: 10.2d i9g gnVfabri a}lyn shall �e acclm�llished using equipment producing snug �, r CRITERIA: ANSI TPI 1-2007 (MATRIX) join s gndcfu I embed ad plo e , nj ss otherwise noted, compression lop chord to be continuously braced by the Q �r 0 \yi sheathing. I (� LOADING (Pei) PI.I..ISPACIN2-0-0 permanent structural restraint shgwn i to revent buckling of individual truss - lit : L '7 '_ TCLL ]o.o L.mb iI.... 1.0a iber and is no tt intended as a bracing p)san for the roof structure or as a plan _ F �C - 8CLL 10.0 Reabs`rr." In" 1 NO he ottochmenl of the root to the building. N _ ecDL 10,o coax rBctolo/rPxoo7 ses can be don ,rou5 and co CAUTION: and p rso0al In r 1 ittrr�1pp ly [led installed ana/or braced. racing sh wn on lhls drawipgg isWaj Efftjr bg LING. R fer to the Truss Plate Institute TPI) publication eCSI Z008 BUILDING 4/ PONEN SAFETY INFORMATION. Gui4e to good practice for handlinq installing k� �`,•' \ e al I to connected w2odd t 9ses .TPI I F fed ot. p1g North Le Street ." F L V �12P Rlexandna VA Z2J.14 Telephone: (is0�) a83-1010. E-malC-Ineio®lpmst org i/ _ • . , , ���^ \� -- ES S `i-, \\0 "//II IIII\\" ARCE ENGINEERING STANDARD PACIR LUMBER BRACING TC 2 X 4 SP No .2 'Except' T2 2 X 4 SP SS. T4 2 X 6 SP SS. TS 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied, BC 2 X 4 SP No.2 'Except' B1 2 X 6 SP SS, B2 2 X 4 SP SS. B5 2 X 4 SP SS e... pl and verticals. We 2 X 4 SP No.3 'Except' EV2 2 X 4 SP No.2, WCR2 2 X 6 SP No.2 SOT CHORD Rigid ceiling directly applied or 2-2-0 oc 1 - Ply bracing. WEBS 1 Ro. of miapl 4-196-18, 8-151 15-10. 10-N, 12-13 2 Rows at 173 pis 10-13 REACTIONS (lb/size) 2-25BO/0-8-0.13-2428/0-6-0 Max Harz 2w456(LC 5) Mo. Uplift 2w-986(LC 4). 13.-801(LC 4) FORCES (lb) - Maximum Comprenion/Maximum Tension TOP CHORD 1-2�0/]0. 2-3.-8812/3504, 3-4.-8185/3346. 4-5�-5618/2282. 5-6.-5447/2296, fi-7w-4229/1828. 7-0--3924/1802, 8-9�-.3338/15J4, 9-10�-JSJB/15J/, 10-11.-67/52. 11-12�-I.2/109. 12-1' .--4/ 0 BOT CHORD 2-22.-36548103,21-22w-]085/6798. 20-21._JOBS/6798, 19-20.-JOBS/6798. 18-19.-2346/5164, 17-1B�0/169, 7-18.-120 608. 16-17.-299/751, 15-16.-299/751, 14-15.-1068/2J58, 13-14.-1068/2358 WEBS a-93�-1140/659+19j18w 99219/2593?1100/245. 4-19464160 174.0/32J. 10100375J019/15701480/678, 8-18�-360/788. NOTES 1) Unboloneed roof live foods have been considered for this design. 2) and Wind: ACClnleriar(1) zone; g.,t)v er 1d-1 pZale ,: P DOL.I.33`This Iru.sis designed forC-CrI., members and forces. and low-rise) for MWFRS for reactions specified. 3 Provide adequate drain.,. to prevent .afar Ponding. 4j Thfs truss has been designed Ior a 10.0 Psl bottom chord live load nonconcurrenl with any olber rive loads. - 5 Pll plates are A520 plates unless olhernise indicated. 6 B.or(ng al joint(.) 2 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verily capacity a( bearing surlace. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 886 lb uplift at joint 2 and 801 lb uplift at joint 13. LOAD CASE(S) Standard 3-2-0 _' 4{ 3 �8 2 3 14 4-10 14 1 21 5 14 29-3-3 35-11-2 43-6-2 4#- Fo 1-4-03-2-0 5-0-3 6-2-8 0-3-7 6-9-13 7-9-5 6-8-0 7-7-0 1 1 14 I I 2 tOI 0 3x5 II 4.00 FT 6x6 : 3x5 = 3x6 = 4x8 = 3x6 A a 10 11 t� ZZ n - ,I - 17 16 15 I,+ 3 5x12 AS18H : 5x12 AS18H W8 = 3x5 II 3x6 = 2x4 II 6x6 8x10 AS18H = 2x4.11 3x5 = 7x10 c 5x8 2.40 FF 14-4-10144-120-4-0 29-3-3 1 35-11-2 44-8-0 3-2-0 5-0-3 6-2-8 0-3-7 5-7-15 8-11-3 . r 5 8-0 8-8-14 _ATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER - C NTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \% /// � D.99 I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better\\ -;1 P T // e o:ui hot -dipped galvanized steel. .,V 0 . • • • • • . caal,i•I 2. Connector plates are applied to both faces of truss at each 'ointt. Where i dimensions arg not Shpwn, plates are symmetrically placed a�7ou1 jolnt or as _� ; �CiF: �� LOADING indicated by circles loll. 3. � fling, q I fabrics Ian shall bbe Gccqmp)ished using equipment producing snug ` �� ,• C �' G3 •y� i CRITERIA: At SOUTHERN Ifr ling joints and fir ly mbedded plates. ti rnJ 4. Unss a herwise notes, compression lop chord to be continuously braced by the _� Q. 0 111 TRUSS �oa�sheathing. _ ul GO LOADING (pro 5, a permanent structural restraint shown i to prevent bucklin of individual truss _ TCLL 15.0 COMPANIES member and 1s not intended a G bracing p)San for the to structure or as a plan _ )- �( _ rcDL 10.0 for the attachment of the too to the building. N _ BCU. 0.0 CAUTION: _ ecDL +o.o 2590 N. KiDgs Highway Trus es fo be don erou§ rind o capse ddemo e a rJ persooal inle ,�fEI7]pf�gly � Fort Pierce, FI. 34951 hood d Installed anVl .0r br.ce , �rac ng sh wn9on i 1s derOWIP0, Is Htl U v ` (772)4G4 41G0 Fax:(772)318-0015 BRACING. Rgler to the Truss Plate Institute �TPI) publication [OjCSI 2008 BUILDING •'� ` 4COMPOttNENT SAFETY INFORMATION. Guide 10 good practice for ghandlingLinslollinpp buite J12, Alexandria VA 72gS14.lrMe',h neP1(T93f %t1�3-1�101E Nmail info®lpinst.org Read a1I manufacture s WARNINGS enclosed with drowin acko e. / t I I I 0 I P° 0 TYPE: A5 DUL f- 1/44h L/a PLATES GRIP Vwlllll -0.51 e-1D ,,,, 7,a V.I R-1.1910-19 >447 2/40 AS20 746/195 N.r.(RI 0.40 a WON 245/195 Yrtna ll 0.01 10-19 >0e! NO DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 plot.. Inenon I.GD Lumb.r tomes. 1.33 Rap Stress Incr Its Code rSC2010/TP12007 7,0 r//IIIIIII%IL ARCE ENGINEERING STANDARD PACIFIC (6510) QTY: 1 LUMBER BRACING TC 2 X 4 SP No.2 •Except• T4 2 x 6 SP SS TOP CHORD Structural wood sheathing directly applied or verticals. NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-10; 170mph(3see gust)V-d-132mph; h-20I1: TCDL-6.Opsl; BCDL-6.Ops1; Col.gory R; Exp C: enclosed; MWFRS (low-rise) B1 2 % 6 SP SS. B2 2 X 4 SP 55, 83 2 % 4 SP SS 2-0-2 oe purling. except and BC 2 X 4 SP No.3 'Except- B4 2 x 4 SP No.2, B9 2 X 4 SP SS, 810 2 X 4 SP No.230T CHORD Rigid ceiling directly applied or 2-2-0 oc and C-C Inlerior(1) zone; Lumber DOL-1.J3 plate grip OOL-1.33. This Truss is designed for C-C for members and tortes. one WB 2 X 4 SP N0.3 bracing. WEBS 1 Row al midpt 4-21. 6-20. B-18, 11-18. for MWFRS I., reactions ap,.ifi.d. 3) Provide adequate drainage to prevent water ponding. I - Ply 13-37. 12-15. 11-16. 12-16 4 This truss has been designed for a 10.0 pit bottom Chord live load noneoneurrent with any other live loads. REACTIONS (lb/size) 2-2580/0-8-0, 37.2428/0-6-0 - ize) 5 NI plates ore A520 plates unless otherwise indicated. 6 Bearing of joinl(a) 2, 37 considers parallel to grain value using ANSI/TPI 1 ongle to grain formulo. Building designer Max 2-4710LC 6) Max Hors 2-47i(LCC 4), J7.--773(LC 4) - should verily capacity of bearing surlace. 7) Provide mechanical connection `by others) of truss to bearing plot. capable of withstanding 883 lb uplift of joint 2 and FORCES (lb) - Maximum Compression/Maximum Tension, - TOP CHORD 1-2-0/30, 2-3--8800/3475. 3-4--8186/3322. 4-5--5613/2260. 5-6--5450/2274, 6-7--4442/1889, 7-B--4206/1893, 773 lb plilt at joint 37. _ 6-9--3619/16B4, 9-10--3619/1604, 10-11--3619/1684. 11-12--2612/1233. 12-13--10BB/496, 14-37--2428/1073, LOAD CAS%S) Standard 13-14--2396 1072 BOT CHORD 2-24--3527/5100, 23-24--3056/6797; 22-23--3056/6798, 21-22--3056/6798, 20-21--2342/5214, 19-20--1902/4251• 18-19--1789/4020, 17-18--1165/2612, 16-17--1165/2612. 15-16--463/1047, 14-15--7/14 WEBS 3-24--314/963,4-24--503/1oao.4-23-0/260,4-21--1693/763.6-21--1B3/706,6-20--1356/617. 7-2D--175/112. 7-19--341/247. B-19--511/1338.6-18--602/297. 9-115--556/389, 11-18--677/1516, 13-15--971/2209, 12-15--1092/938. ' 11-16--1676/876, 12-16--1067/2391 I a 0 PLATE: SIMPSON STRONG TIE SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 3-2-0 4T 0 i8 2 3 14-4-11 1 20-4-0 23-5-14 2T 9-7 11 3�5-7 13 1 41 -6 2 44�8Z 1-4-0 5-0-3 6-2-8 5-11-5 3�1-14 6-1-13 6-0-1 5-10-5 3-1-14 3-2-0 2x4 II 4.00 rf2- 5x8 = 5x5 ' 3x6 = 3x5 = 024 23 22 21 20 7x8 = 4x8 - 3x6 = 2x4 II 406 = 5x12 AS18H WB = 500 AS18H = 2x4 = 4x5 = 2x4 = 800 AS18H = 2x4 11 3x5 = 2.96 J 4T II 2x4 II 2.40 FT2- 2x4 11 2x4 II 2x4 II 2x4 11 4x5 2x4 II 2x4 II 3x4 = 24-8-0 42-2-C2x4 = 3-2-0 8-2-3 1� 4-4=11 20-4-0 24-0-0 i 29-7-11 1 35-7-13 41-6-0 144-8-,0 3-2-0 5-0-3 6-2-8 5-11-5, 3-8-0 4-11-11 6-0-1 5-10-30-870 0-8-0 2-6-0 I FURNISH A COPY OF THIS TRUSS DESIGN TO E 1 EConlNG OF eclorr l TRUSS fabricated ed from 20 gougeGN BASED ASTM STM A6 3/653M Grade AN THESE OF-51UN Kor better ���\\- `�` " j T E hot -dipped galvanized steel. 2. Connector plates are app)ied to both laces of truss at each 'oin.11, Where dirgenslons Drg not h wn, plates are symmetrically placed o�1Dul joint or as indlcoted by �og I Vtl . • . circles J. �tting, and fabri aflon shall �e act m fished using equipment producing snug )antsand cluly tubed edpla�w �... CI r•0�� 4, �In n�e5s a e(wise note compression top chord to be continuously braced by the sheathin . The structural restraint shown is to prevent buckling of individual truss the _ w 5 5. permanent member and 1s not intended o a bracing plagn for the roof structure or as a pion for the attachment of the to the _ _ Cf] Trus es ca a {anaerou and Ca co se lama a or1 erso of N�yJI l i1��ppe�I e...-.11-.s ... � �1a.7' ..n41 /... 1'..,.�-.1 li.n.•u n l.nwn9nn Ihaeprlrnw nn ic'N(TT FRf C I ION y � CIONTRACTOR csI Itc (u I'h0.e8 3� l LOADING 1j CRITERIA: Al •.' LOADING (pet) TCLL 30.0 TCDL 15.0 BCLL 0.0 (�. ..: BCDL 10.0 TYPE: A4C DEFL (lee) Ve.0 L/a PLATES GRIP 9wi((ll)) -OA2 0-21 vwt(n).-1.1920-21 >999 0447 780 240 AS20 245/193 Nart((n 0.s1 37 n/o /. 2.0 ASIBH 245/195 wir.(1.8 a.52 2a-21 >030 DATE: Feb 2012 Version: 10.2d TP11-2007 MATRIX SPACING 2-0-0 Plot.. Incn... 1.00 Lumbu Incr.ase 1.33 Rip Site is Inez YES Cod. FBC2010/TP12007 , Z\ ARCE ENGINEERING STANDARD PACIFI BRACING LUMBER TC 2 X 4 SP No.2 •Except• T4 2 % 6 SP SS TOP CHORD Structural ward sheathing-excep directly applied or B12%65P SS.B22x45P55.B 4 X45PS5 2-1-2 oe purlins, except end verlicvis. BC 2 % 4 SP No.] -Except- B4 2 % 4 BP No.2. B9 2 % 4 SP SS. BIO 2 X 4 SP No.230T CHORD brolc rig ceiling directly applied or 2-2-0 cc WB 2 X A SP No.3 - WEBS 1 Ron of midpt 4-18, 6-17. B-15, 10-15, 1 - Ply I1-35, 10-13 REACTIONS (lb/site) 2-2580/0-0-0.35-2428/0-6-0 Mox Harz 2.465(LC 6) Max Uplift 2•-043(LC 4). 35.-653(LC 4) FORCES (ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2-0/30.:Z-8808/3262, 3-4.-6164/3124. 4-5.-5611/2080, 5-6.-5448/2094, 6-7.-4444/1719, 7-8.-4236/1704, 0-36.-2948/1267, 9-36.-2947/1267. 9-37.-2947/1267. 10-37.-2948/1267. 10-11.-1616/64I, 12-35• . 420/929, 11-12•-2378 946 SOT CHORD 2-21.-3430099, 20-21w-2878/6799. 1,9-20•-2878/6799, 10-19•-2878/6799, 17-70.-2171/5211, 1.6-17.-1741 /4271, 15-16.-1424/3600. 14-15.-566/1509, 13-14.-566/1509. 12-13.-13/25 -17 __ WEBS 7-16.-367/292. e-I6.-557/1493:5 15� 902/392.9-15.9664/436 10-15.756. 9854/2133, 11 -13•/831/2237 10693•51592/711 TY:1 NOTES I)) Unbalanced roof live hoods have been considered for this design. 2) Wind: ASCE 7-10; 170mph(Jsac qusl)Vasd.132mph; h•2011; TCDL•6.Opsf: BCDL•6.Opsf; Category II; Exp C: enclosed: MwFRS (low-rise) and C-C Inlerior(1) =one; Lumber DOL•1.33 Plate grip DOL•1.33. This truss is designed for C-C for members and tortes. and for MWFRS for reactions specified. 3j Provide adequate drainage to prevenl water ponding. 4) This truss has been designed for a to .0 psi bottom chord live loud nonaoncurcent with any Diner live hoods. 5 All plates are AS20 pieces unless otherwise indicated. -signer 6 Bearing at joinl(a) 2, 35 considers parallel to grain value using ANSI/TPI 1 angle to groin formula. Building d should verily capacity of beorinq surface. 7) Provide mechanical connection (by others) oI truss to bearing plate capable of withstanding 0431b up611 0l joint 2 and 653 Ili uplift at joint 35. LOAD CASE(S) Standard 3-2-0 -4-0 8-2-3 14-4-11 1 20-4-0 25-5-14 32-6-0 1 39-6-2 44-8-0 1-4-05-0-3 6-2-8 5-11-5 5-1-14 7-0-2 7-0-2 5-1-14 3-2-0 4.00 FM 5x5 = 2x4 II 5x5- - I 2 0 I I I 0 Ill. 35 4x16 �: 5xl2 AS1BH WB = 5x10 A518H = zx4 = 4x8 = Yx4 = 8x10 AS18H = 2x4 II 3x5 = 2X2.961 PW II 2x4 II 2.40 FT7 2x4 11 2x4 II 3x4 = 2x4 II 2x4 = 24-8-0 44-8-0 $'-2-0 8-2-3 14-4-11 20-4-0 24-0-0 32-6-0 41-6-0 42- -0 3-2-0 5-0-3 6-2-8 5-11-5 3-8-0 7-10-0 9-0-0 0-8-0 0-8-0 2-6-0 FURNISH A COPY OF THIS TRUSS DESIGN ATE: SIMPSON STRONG TIEcsi SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector ptoles are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dl ped ivanized steel. 2. Connector pI les are applied to both faces of truss at each 'Din``. Where dimensions org not hewn, plates are symmetrically placed a6oul joint or as TO - �INTRACTOR ���� �� �1 P T � �31 V" • • • • • • / \� 3t / \ , •' �c (^� I ^r �/ V' I o:oo o.e7 (a n•) LOADING CRITERIA: At indicated b circles O/. SOUTHERN a. Rtling, i fabricaflyn shall ge occim�lished using equipment producing snug ttm n s and fu I embed If la If . f. ,• C�!r �(� y� '� r 4. UnIPes�s otherwise noted, compression lop chord to be continuously braced by the =_ IQ • D lyl _ M to �_ W LOADING (Poll mu 30.0 TRUSS Lao sheathing. _ C 0 M P A N I E S 5. the permanent structural restraint shown is to prevent buckling of indiv dual truss - member and is not Intended a a brocinq RIon for the roof structure or as a plan to the bUit Ing. : !S = - BCLL 0.0 BCDL +o.o for the attachment of the room CAUTION: �pT 2590 N. Kings Highway Trus es ca 6e den erou and oC1 copse �Dmoge otld p�PrsoOal Njif(�1ifEKtt ��ly honed'irorMled an�/or �braceo. tfractnq s gwn)opn his r.ifiq Is Htt (f] C/ \ Fort Pierce, FI. 34951 772 464-4160 Fax: 772 318-0015 BRACING. Rgfer to the Truss Plate Institute ITPI publication BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. CuiSje to good practice for handling installing QI me`al late connected w od t saes .TPI 1 a a p1g Narlj I e Street yelephone: (O�j 663-1010 E-moll: Inei0(4lpinage'. '. Q`,• \ i FL quite J1[, Alexandria VA �2�514. Read,all manufactures WARNINGS enclosed with drawin acka e. /////IIIS111111\\\ TYPE: A46 DEFI. M Slce) VolL/d PLATES GRIP VvI((IL)) -0.•0 7-16 >999 360 vvi(TL) -1.1617-1e >xee 2x0 A520 2451195 1brlEL) 0.J9 3! /a /o A518H I461193 Wmd LL 0.ae I7-le >916 2e0 DATE: Feb 2012 .,,, , ., +9ATa1v Version: 10.201 SPACING 2-0-0 Piale> Inenrse 1.00 Lumbar Incr M 1.33 Rap Slrese I^cr TES Code FBC2010ITP12007 7- ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TC 2 x 4 SP No.2 'Eeeept• Tl 2 x 4 SP SS, T4 2 x 6 SP SS TOP CHORD Structural wood sheathing directly applied or B1 2 x 6 SP S5, 82 2 x 4 SP SS. B3 2 x 4 Sp ss 2-2-0 oc purlins, except and verlieala. Bc 2 x 4 SP No.3'Eecept' 84 2 x 4 SP No.2, B9 2 x 4 SP SS. B10 2 x 4 SP No.ZDT CHORD Rigid tailing directly applied or 2-2-0 cc We 2 X 4 SP No.3 •Except• Egg 2 x 4 SP No.2 bracing, 1 _ply WEBS 1 Row al midpl 4-18, 6-17, B-16. 8-15, 10-15. 11-1J, 10-IS 2 Rows al 1/3 pis 11-35 REACTIONS (lb/size) 2-2580/0-8-0.35-2428/0-6-0 Mow Harz 2-495(LC 6) Mow Uplift 2--858(LC 4), 35--669(LC 4) FORCES (16) -Maximum Comppression/Mbximum Tension TOP CHORD 1-2-0/30. 2-3--8805/JJ41. 3-4--8178/3196. 4-5--5603/2143, 5-6--5439/2157, 6-7--4458/1796, 7-36--4235/1783, 8-36--4027/1785. e-9--2655/1221, 9-10--2665/1221.10-37--1797/e48,11-37.-1997/846. 12-35--2428/984. 11-12.-2346 1016 DOT CHORD 2-21.-3SO4Y097, 20-21--2952/6806, 19-20--2952/6806, 18-19--2952/6806, 17-18--2228/9199, 16-17--1820/4295, 15-I6--1320/3188. 14-15--7J0/1827, 13-14--730/1827. 12-13--29/66 WEBS 7_16:_473%328.5-16--657971. /1713.8-155. .01009/464257. e9-15-8408/245!10-115-/653/1663 111 13/5894/2258. 1074. 4131-81347/651 6510) QTY: 1 NOTES 1) Unbalanced root live loads have been considered for this design. 2 Wind: ACCnlerior(1)eowh(LumbeuDOL 1a33plategrip DOL-I.JJ�Thia/rues eDdeaigned'forC9Crlolr members and forcC: enclosed; es, and(low-rise) for MWFRS for reoclions specified. 3 Provide adequate drainage to prevent water ponding. e Thia trues has,been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 5)) All plates are AS20 plales unless otherwise fndicoled. 6 Bearing al joinl(s) 2, 35 coneidera parallel to grain value using ANSI/TPI 1 angle to grain lormula. Building designer should verily capacity al bearing surlace. 7) Provide mechonicat connection (by others) of truss to bearing plate capable of withstanding 858 lb uplift at joint 2 and 659 Ib uplift at joint 35. LOAD CASE(S) Standard 3-2-0 -4-0 8-2-3 14-4-11 20-4-0 27-5-14 32-6-0 i 37-6-2 44-8-0 1-4-0 5-0-3 6-2-8 5-11-5 7-1-14 5-0-2 5-0-2 7-1-14 3-2-0 5x6 = 4.00 � 2x4 II 5x5 = 4x16 :::: 5xl2 AS1BH WB = 500 AS16H = 2x4 = 4x8 = [x1f = 8x10 AS18H = 2x4 II 36 0 24.981 FW II 2x4 11 2x4 II 2.40 FM 2x4 11 2x4 II 2x4 3x4 = II 2x4 = 24-8-0 44-8-0 13 2 0� 3 } 14-4-11 20-4-0 24-0-0 32-6-0 41-6-0 44i-0 3-2-0 5-0-3 6-2-8 5-11-5 3-8-0 7-10=0 9-0-0 0-8-0 0-8-0 2-6-0 PLATE: SIMPSON STRONG L E TIE FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector ptotes are fabricated Irom 20 gauge ASTM A653/653M Grade A or better hot -dipped olvanized steel. 'oin``. T0� - CI�NTRACTOR // // ,\ -, ` P T / V 6 • • • /j TYPE: A4A cv ovl m p«) I/adl r/a PLATES GRIP Ic O.e6 vwl((lt)) -o.xe 1e >999 sea ec 1.00 V=11n8 -I.1I 17-15 N1e 7x0 -20 N6/I95 we o.el 1wr n a.xv a5 /a /a AsleH 246/195 lwalr.) waa�u� o.57 1e >935 i.o 2. Connector III tes are applied to both faces of truss at each Where oirgenslons orp not hpwn, plates ore symmetrically placed a�out joint or as ... ' ` \' ' �C, t ^+� i �J'."{�^( LOADING DATE: Feb 2012 SOUTHERN indicated b circles o . 1 J. � tling.On yfabrl a =shall be act m fished using equipment roducin snug ` fii andcluFly embedded la�esp gP g g W •' 4' �(0 CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d TRUSS Ing joins 4. UnlBess othe(wise noted, compression top chord to be continuously braced by the _� 001 sheathing. truss — r d • '� 0 ly j ^� h lit TOLL G 30.0 SPACING 2-0-0 1 3 COMPANIES 5 �Tle Permanent structural restraint shown is toyrevenl buckling of individual member onA is not Intended o o bracing plan ror the roof structure or as a pion _ the the building. F.. C _ TCDL i�:o Lumeer Increaeo scLL o.o Rep 5lrrrs Iner YES Tecxolo/rpaoo7 for the attachment of roohlo CAUTION: _ ewL +o.o teas 2590N.Kin Kings Highway 8 8 y Fort Pierce, FI. 34951 Tr es co a don rou and op copse dame e a d P rsopol ID' f i 4 I hon N installed anV/or �brace� tfroang ,, wo on this �mwlpg Is (�1' E �V y Plate Institute TPI) CSI 2008 BUILDING (772)464 41GO Fax:(772)318-0015 BRACING. Refer to the Truss publication COMPONENT SAFETY INFORMATION. Guile to good practice for handling instollinq f met I plate connected wood lr sses . TPI I I9 t d 1, 2I North I e Street quite 112, VA ('103f %t �010 E-mall: In1alt lnsl.org / Alexandria 72314. TeNIghone: Read all manufactures WARNINGS enclosed with drawin acka e. �\ / /rLt -) I ,0 r//11111114�� �' 1. ARCE ENGINEERING STANDARD PACIFIC 6510 LUMBER BRACING TC 2 % 4 SP No.2 'Excapl• T4 2 % 6 SP SS TOP CHORD Structural wood sheathing directly applied. NOTES 1) Unbalanced root live loatla have bean conaitlered Ior Ihia design. 2 wind: ASCE 7-10; 170mph(3eec qusl)Vaa0�132mph; h�201t: TCDL�6.Op.1; BCDL�6.Op31; C.I.gory II; Exp C; enclosed; LIWFRS (law -rise) B1 2 % 6 SP SS. B2 2 % 4 SP SS. B3 2 % 4 SP SS except and verticals. 4 S No.710T CHORD Rigid ceiling directly applied or 2-2-0 ac and C-C Inleriar(1) rune; Lumber DOL-1.33 plot. grip DOL-1.33. This truss is designed for C-C for members and tortes, and BC 2 % 4 SP No.J 'Except' B4 2 x 4 SP Na.2, B9 2 % 4 SP 55, SIC 2 % 4 SP for MWFRS for re.clione apeciliad. WB 2 % 4 SP No.3 -Except- EV2 2 % 4 SP No.2 bracing. 1 WEBS 1 Row al midpl 4-18, 6-17. B-15, 10-15. 3 Provide adequate drainage to prevent water ponding. a This truss has bean designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. -Ply 11-35, 11-13, 10-13 5 All plole3 are AS2D plates unless otherwise indicated. REACTIONS (lb/sire) 2-2580/0-8-0, 35-2428/0-6-0 6 Bearing of joint(.) 2. 35 conelder3 parallel to grain value using ANSI/TPI I angle to groin formula. Building designer Me Horr 2�495(LC 6) Mox uplift 2w-874(LC 4), ]5.-7J1(LC 4) should verily aapoptly of bearing 3urloce. 7) Provide mechanical connection (by .!hers) of truss to bearing plate capable of withstanding 874 lb uplift at joint 2 and 731 W uplift of joint 35. FORCES (lb) -Maximum Compr..aion/Maximum Tension TOP CHOflD 1-2�0/J0, 2-Pr-lo 6/J42J.3-4.-8181 /J272. 4-5�-5606/221J. 5-6 6-7w-4453/1059, 7-8.-4234/1857. LOAD CASE(S) Standard i-5442/2226, 8-9�-2746/1J16, 9-10�-2746/1316, 10-IB91/841. 1-2 J1! 2428/10}g, 11-12�-2355/1067 17-1e�-2295/5203, 16-17.-1e00/4287, :9218. BOT CHORD 3544J/J36120+215:3-1'/6738. 1J-i4�-740�738, 12�13�-24/5]/6803, WEBS 11 13w717. /951/2245 l0793-26,415/719 �9-15w� 9B/315 . 7-126w-442/]05.8-16.-635%164�1, 8-I5w-993/464257. 10 15.5742/1797. 3-2-0 - 1 -4-0 8-2-3 1 14-4-11 1 20-4-0 1 26-10-8 1 32-6-0 1 38-1-8 44-8-0 1-4-0 5-0-3 6-2-8 5-11-5 6-6-8 5-7-8 5-7-8 6-6-8 3-2-0 5x6 = 4.00 [TT-2x4 II 5x5 = -21 20 19 18 I 7x8 = 3x5 - 4x5 = 406 � 5xl2 AS1BH WB = 5%IO AS18H = 2x4 = 4x8 = 2x4 = 2x4 II Bx10 AS18H = 2x4 11 3x5 = 2x9.961 FW II 2x4 II 2.40 PY 2.4 11 2x4 II 3x4 = 2x4 11 2x4 = 24-8-0 44-8-0 3 2 0 8-2-3 14-4-11 + 20-4-0 24-0-0 32-6-0 41-6-0 42-i-0 . I-----i 3-2-0 5-0-3 ----T-- 6-2-8 5-11-5 3-8-0 7-10-0 9-0-0 0-8-0 0-8-0 2-6-0 SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS D CC At Il.lr` nC TDI K :I nGar_M PAUR 5PnNI THFSF DESIGN CRITERIA: ..A� SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)319-0015 I. Conneplor Iaaes are fabricated from 20 gauge ASTM A65S/bJJM (;rose A or Detter hot-dppe� galvanized steel. 2. Conn. for plates are applied to both laces of truss al each bin``. Where dirgensions Drp not h wn, plates are symmetrically placed a6oul joint or Gs indicated by circles �a J. �rt.ling. qnd lobr'I allon shall �e occm fished using equipment producing snug 1 mg joints andIfly embed ed p10, e . 4. Un� ss otherwise noted, compression lop chord to be continuously braced by the L)a sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracingq pIon for the roof structure or as a plan for the attachment of the roof to the blfI Ing. CAUTION: Trusses can be dangerous and can cause damage and perso0al (nj(lryjl�i y0.g(ly I - I9 ESIGN TO ER \\\\ � Q : • � � r0()J L 'C(NTRACTOR is ass a obi 3{ // (Nebh) 1 LOADING i yj CRITERIA: Al LOADING (p.0 = TOLL 30.0 TCDL 15,0 . BCLL 0.0 BC DL 0.0 F 1- TYPE: A4 DEn(. (lo.) Vd.D t/d PLATES CRIP )) ve, TL) 1." 17 1E '1612 2100 AS20 246/193 Nerr(R) Wnd ll D.r9 ]3 0.60 17-is /a >e69 /o 240 A516H 246/195 DATE: Feb 2012 _ .. ,...., Version: 10.2d SPACING 2-0-0 plot.. Increase 1.00 Lumber Inttw.. 1.33 RIP Slr... Mcr YES Code FDC2010/TP120D7 2-11 if®®11 ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING TC 2 X 4 SP SS •Except• T2 2 x 4 SP No.2. T3 2 X 4 SP No.i TOP CHORD Structural wood sheathing directly applied or X 4 SP No.2 2-2-0 cc except and verticals. NOTES 1)j Unbalanced roof five loads have bean considered for this design. 2) Wind: ASCE 7-I0; 170mph(3.ae qusl)Vasdw132mph; hw20fl: TCDLw6.ape1; BCDLw6.Opsf; Category 11: Exp C: enclosed; MWFRS (low-rise) BI 2 % 4 SP SS, 84 2 % 4 Ste No.2, B5 2 pur6n5, BC 2 X 4 SP No.3 'Except- 910 2 X 4 SP SS, Bl1 2 X 4 SP No.2 SOT CHORD Rigid ceiling directly applied or 2-2-0 cc and C-C Interar(1) zone; Lumber DOLw1.33 plot. grip DOLw1.33. This truss is designed for C-C for members and forces• and wB 2 % 4 SP No.3 •Except• W4 2 % 4 SP No.2 bracing. Except: for MWFRS for reactions epeeilied. OTHERS 2 X 4 SP No.3 1 Row al midpl 7-16 31 Provide adequate drainage to prevent water ponding. I - Ply 10-0-0 cc bracing: 16-17 4 This truss has been designed for a 10.0 psr bottom chard live load -concurrent with any other live loads. WEBS 1 Row at midpt 4-18, 16-16. 6-I6. 8-15. 5 All plates ore AS20 stales unless otherwise indicated. 11-30 6 Bearing at joint(s) 30 considers parallel to groin value using ANSI/TPI 1 angle to grain formula. Building designer 2 Rows at 1/3 pis 9-13 REACTIONS (lb/sitte) 2w25B3/0-B-0, 30-2427/0-6-0 should veriy capacity of b.orin surface. 7) Provide mechanical connection (by others) or truss to bearing plate capable of withstanding 883 lb uplift at joint 2 and Max Hart 2w473(LC 6) 756 Ib uplift at Joint 30. Max Uplift 2w-B83(LC 4), 30w-756(LC 4) LOAD CASE(5) Standard FORCES (III) - Maximum Compression/Maximum Tension TOP CHORD 1-2w0/21,2-3--5716/2162.3-4w-5738/2207.4-5w-4913/1943.5-6--4720/1959,6-7--4290/1847. 7-13w-4158/1914, 8-9.-3074/1449,9-10.-1428/718,10-11w-1550/702,12-30--2427/1059, 11-12w-2386/1072 BOT CHORD �1342/304118Z19- 822/5423. 17-13w-63/185, 16-17-0/169, 7-16w-336/311, 15-16•-1552/3736, 14T/5w2386/5304119-20- 14 WEBS 66-16-615/1541 97/354, w-941/422, 9-15--202/845, -2264/100233, -13w0998/166, 9-13 1,w10 11-13w6989/2272. 3-20wa39/23143. -)-4-04-6-6 8-2-4 15-8-8 24-10-8 32-2-1132-4-14 40-1-8 44-8-0 , t� 1-4-0 4-6-6 3-7-14 7-6-4 9-2-0 7-4-3 0-3-3 7-7-10 4-6-8 3x4 II 4.00 PT 5x6 - 3x5 - 5x5 = 5x9 = 20 19 18 17 3x5 = 4x6 = 4x10AS1BH = 3x5 II 3x5 = 500 = 6x10 = 2x4 = 2x4 II 2x4 II I I I I O 30 la 2x4 II 3x4 c 2x4 II 2x4 = 2x4 II 5x8 0 42-2-0 8-2-4 15-8-8 24-0-0 2.44-0 32-2-11 32-4-14 40-1-8 4r-6T^ 8-2-4 7-6-4 8-3-8 0-8-0 7-6-11 0-3-3 7-7-10 1-4-82-6-0 0-8-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO CONTRACTOR TYPE: Al SECoanect OF TRUSSDESIGN5M Grade CRITERIA: O STM THESE \�\` 1 `` /// re°c oN, v��n� V>eei 3;o PLATES GRIP I fabricated from 20DUPON I. p gauge hot-dl pert goalvanized steel. 'ointt. \ �\ . ,1 P T E I� // ° /� we OAS (uatd.t 0.939 615-'s W, IL i o.1e w /o /a Mnd M ON le-2o .99u 240 As2a 246/195 AS18M 24e/195 2. Connet,for pRlles are applied to both faces of Iruss at each Where Oirnenshons erg not h wn, plates are symmetrically placed o out joint or as Indicated by circles �of V • ..... 1 fir )i i . LOADING DATE: Feb 2012 Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. ��hllinq and fabricallyn shot[ be acc7mSplished using equipment producing snug i In joints and fu I embedded la e •' {r� i :/'• .; �,• Gj y1 nj TRUSS 4. Un� 5s otherwise noted, compression lop chord to be continuously braced by the Z rooPf sheathing. Q- � r 0 - LOADING (p.l) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown ig to prevent buckling of individual truss = member and is not intended of a bracing pplan for the roof structure or as a plan _ a Jr� 4j - )-^ ( - C - TcU. 30.o I Plal..ln...... 1.00 TCOL 13.0 Lumber Incr.oe. 1.33 SCLL 0.0 R.p Sir... In YES for the attachment o the roo to the bullain CAUTION: 'n : BCDL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, FI.34951 Trus es aft 4e ytan Qerouj and co[1 coNsle ama a o 4 grsoOal f I handed Inslalle0 anif/o bracetl, bracing s� wngon (r is tlrawl�g is'Wd1' Efi��I y BRACING. Refer to the {fuss Plate Institute TPI) SCSI 2008 BUILDING (772)464-4I60 Fax:(772)3I8-0015 publication COMPONENT SAFETY INFORMATION. Guise to good practice for handlin Instolliny ` �i ,• of me al plate connected wood ty see . TPI 1tss 19 aced a� �18 Nortjl�ePl Street buile �12, Alexandria VA 72314. Telephone: (103�693 1 1 E-mail: In o®Ipinst.org , tj• Read all manufactures WARNINGS enclosed with drowina oockooe.is i 1 //!llllllltt�� ENGINEERING STANDARD PACIFIC (6510) QN' 1 LUMBER BRACING TC % 4 SP No.2 •Except• Tt 2 X 4 SP SS, T4 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or Z; yUgnd:lASCE 7� 10r 170mph(]eae qu 1)Vaad�132mph 1hw201bTCDLw6.Opel; BCDLw6.Ope1; Category 0; Exp C: eneloaed; M1YFR5 (low -rive) forces, ; AC 2 81 2 X 4 SP SS, 84 2 X 4 SP No.2. B5 2 X 4 SP No.2 2-1-14 at purlins, except end vertical.: Rigid directly applied or 2-2-0 ae and Interior 1 [one; Lumber DOLw 1.33 plate grip DOLw 1.33. This truss is designed lot C-C for members and on BC 2 % 4 SP Na.3 •Except• 810 2 X 4 SP 5S. 811 2 X 4 SP No.2 SOT CHORD ..M.g Except: for MYIFRS for reactions epeeilied. WO 2 % 4 SP No.3 •Except' W1 2 % 4 SP No.2, WS 2 %ASP No.2 brocing. 10-0-0 oe bracing: 17-19 J Provide adequale drainage to prevent water bonding. for 10.0 bottom chord live load nonconcumenl with any other live food.. OTHERS 2 % 4 SP No.3 Ply WEBS 1 Row of midpl 6-17, 1720, 10-16, 10-14. 4 This buss has been designed o psi 5 All are AS20 plates unless otherwise;ndicated. 1 - 11-19, ti-33. 11-13 plates 6 Bearing a1 joint(s) J3 considers parallel to groin value using ANSI/TPI 1 angle to groin formula. Building designer REACTIONS (Ib/ai[e) 2�Z592/0-B-0. J3w24J8/D-6-0 its) should verily capacity of bearing surface. of truss to bearing plate capable of withstanding 861 to uplift a1 joint 2 and Noe 2-25B(LC 6) Max Uplift 2-45B( (LC 4), JJ�-776(LC 4) 7) Provide meehanital connection (by others) 776 to uplift al joint 33. FORCES (lb) - Maximum Compreasfon/Maximum Tension 1-2-0/21. 2-3�-574 /2173, 3-4.-5748/2205, 4-5w-5017/1980, 5-6-4843/1994, 6-7--4510/1926, 7-8--4197/1901, LOAD CASE(S) Standard TOP CHORD 8-g.-3783/1728, 9-10--3703/1728, 10-11.-2677/1233. 11-12.-59/32, 13-33w-2438/1073. 12-13--55/20 . Bar CHORD 2-22--2396/5238.2122w-2416/3428.20-21--2416/5428.-1920w-70/241.18-19.0/0. 17-19-0/211. 7-17w-175/727, 16-17w-1674/3783, 15-16w-1179/2676, 14-15w-1179/2676, 13-14--402/874 6/595, 8-I6w-981/563. wE85 10:16w/705/1580 10 -14--1720/907. 362. 1B-14w-1119/2605. 11-13--2454/1191/3 22w-22/2249 -ATE: SIMPSON STRONC SE 1. 2. SHE HERN 4. TRUSS 5. COMPANIES 5. 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 -jam O1 6 4 1 8-2-2 15-0-1 22-10-8 29-5-4 1 35-10-4 42-1-8 44-8-P 1-4-0 4-6-4 3-7-15 6-9-15 7-10-7 6-6-12 6-5-0 6-3-4 2-6-8 4.00 IT7- 50 = 36 = 3x6 =34 = 5x5 = o a 1n 11 3x4 II I I I 1 0 I' 1 33 5x9 = 22 21 20 1918 3x5 = 3x6 = 2x4 = 4x10 AS18H = 2x4 11 4x5 = 2x4 II 3x5 = 5x10 = 2x4 = 2x4 11 2x4 II 4x6 = 3x5 II 2x4 = 6X10 = 2x4 h-5-4 44-8-0 5-2-2 15 -0-11 24-0-0 24-$-0 35-10-4 41-5-0442-0 , 8-2-2 6-9-15 8-11-15 0-8-0� 4-9-4 6-5-0 5-7-120-8-0 2-6-0 t URNISH A COPY OF THIS TRUSS DESIGN TO44-SIGN BASED UPON THESE DESIGN CRITERIA:��:aled A653/653M Grade A or better �� T C from 20 gauge ASTM id to both laces of buss at each int. Where plates ore s)mmetrlCally placed about joint or as \ . r,� 4J. III b using equipment producing snug 4 . G • �� es.,• ppcic9mplished mpres5ion lop chord be continuously braced by the _� 0 r7 pto dsaf °o bracing plsanolorelhe fOOI 6lIfUGtUTB individual UI plans roo� to the bulWing. � ^ LLJ 1-- ) C(] CAUTION: V andsos souse °rn°ge °('?.pS �W�'al 1.�'tit'lF TgZ,y CONTRACTOR i csl IC 0.07 we 0.95 LOADING CRITERIA: AP Ly3�1L LOADING (ps0 TOLL 300 . TOOL 15:0 BCLL 0.0 (�,. •, _ BCDL 10.0 TYPE: A1A OUL( j la Pod VwIRI . -0.97 fe 17 Nor1(TLI O.0 77 Mmai(LL 0.e1 le Va.n X 9 >= l/a 7e0 n/o 2.0 PLATES GRIP A520 216/195 AS 18H 246/195 DATE: Feb 2012 TPI1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plates Incre9ee Lumber Increase 1.00 Bop Slnn YES Code FBCZ YES BC2010/TPI20D7 261 ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING TC 2 % 4 SP SS •Excepl' TJ 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind; ASCE 7-10; 170mph(3sec gust)Vosd-132mph; h.201h TCDL-6.Opsf; BCOL-6.Opsl; Category It: Exp C; enclosed; MWFRS (low-rise) Bf 2 % 4 SP SS. BS 2 % 4 SP S5. B10 2 % 4 SP SS 2-5-I oc purfins, except end verlieols. BC 2 % 4 SP No •Exd.pl• B11 2 X 4 SP No.2 BOT CHORD Rigid teeing directly applied or 4-3-0 oc and C-C Inleriar(1) tons; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and WI 2 x 4 SP No.2, WS 2 x 4 SP No.2, EV2 2 X 4 SP No.2 bracing. Exeepl: -Except- 10-0-0 oe bracing: 17-19 for MWFRS for reactions specified. 3 Provide adequate drainage to prevent water ponding. o. WCR2 2 x 4 SP SS WB 2 % 4 SP No.3 WEBS' 1 Row of mitlpl 17-20. 8-17. 10-16. 12-33 4 This truss has been designed for o 10.0 psf bottom chord live load nonconcument with any other live lead,. OTHERS 2 % 4 Na.3 WEDGE 2 Rows at 1/3 pls 10-13 5 All plates are A520 proles unless otherwise indicated. 6 Bearing at )oinl(s) 33 considers porollel to grain value using ANSI/TPI 1 angle to grain formula. Building designer Left: 2 X 4 SP Na.3 I -Ply should verily capacity of boor;ny Surloce. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 872 lb uplift of joint 2 and REACTIONS (Ib/site) 2-2613/0-8-0. 33-2457/0-6-0 797 lb uplift at joint 33. Mo. Hart 2:444%c 6) Mo. Uplift 2�-87(LC 4). 33w-797(LC,4) - LOAD CASE(S) Standard , FORCES (Ib) - Maximum Comp-lion/Mosimum Tension TOP CHORD 1-2-0/21. 2-3.-5792/2155. 3-4w-5619/2197, 4-5--5055/1948. 5-6w-4959/1971, 6-7.-5027/2069, 7-8--4755/2043, , 8-9--4379/1914.9-IOw-4379/1914,10-11w-69/39,11-12w-L74/I01, 13-33�-2457/1081, 12-IJe-324/216 BOT CHORD 2-22w-2J79/52B0, 21-22�-2412/5500, 20-21.-2412/5500, 19-20e-148/156, 18-19w0/0. 17-19w0/254, 7-17w-246/946, , 16-17�-1905/4J79, IS-16--12J8/2817, 19-15w-12Je/Ze17, 13-14�-12Je/25,7 WEBS 22234736/26�--1955/46S9,e-17w-251/469. 8-16w-9B8/5e4• 1aj16!/8J2/19471a65/386.6-20-56/351.5-7--428/1507. - j-�-04-6-4 1 8-2-2 1 15-0-1 20-10-8 28-10-4 36-8-4 44-1-8 444 -0 1-4-0 4-6-4 3-7-15 6-9-15 5-10-7 7-11-12 7-10-0 7-5-4 0-6-B 3x5 = 3x4 II 4.00 rTF 5x5 = 3x6 = 4xB = 34 = Sx9 = 22 21 20 19 18 3x5 = 4xb = 2x4 11 2x4 = 3x5 =4x10 AS1BH = 3x4 II 2x4 II 2x4 II 6x10 = 2x4 = 2x4 II 2x4 II 4x5 = 6x10 = 2x4 = 2x4 II 28-10-4 42-2-0 8-2-2 t 15-0-1 24-0-0 24-$-0 36-8-4 41-6-0 144-8-p 8-2-2 6-9-15 8-11-15 0-8-0 7-10-0 4-9-120-8-0 4-2-4 2-6-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TOJ - N 6ONTRACTOR TYPE: Al SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ / ea pert (ie.) ve.n t/4 PLATES GRIP / rC 0.7! Vet(Ll -OA7 fe >999 360 I. Connector Dlutes are fabricated from 20 gauge ASTM A653/653M Grade A or better �� T [ ,ram, // Be o.99 vet{n� -1.14 Ie 1455 740 Aszo 246/195 hat -di etl alvonized steel , \ -�` r^ rC (U o.99 N>rtrL 801f 33 /a /a ASIBH 245/195 �P qy ♦ V' . • • • • 1 (um.l.) yr a`LL� 0.57 1e >vt6 iA 2. Conne for plhtes are applied to both faces of (ruse at each •oin``. "ere \ , • ' • � Dimensions are not h wn, plates are symmetrically placed a�lout joint or as fit^ ^+i LOADING DATE: Feb 2012 ICndicated b circles �a �!f ,• ��" W i SOUTHERN 3. f�`(tingg, n�fabrirfaflyneshcII�e �cqmbplishedusingequipmentproducingsnug CRITERIA: ANSI TPI1-2007 MATRI% Version: 10.2d 1 In In s and u ll Ad robed ed Ia a •� 4. Un gss otherwise no e , earn res Ion lop chord to be continuously braced by the TRUSSCoo sheathing. I LOADING (P.0 SPACING 2-0-0 5. the permanent structural restraint shown is to prevent buckling of individual truss - _ TOLL 30.0 Plet..In...... 1.00 COMPANIES member end is no, In)ended alp a bracing plan for the roof structure or as o plan _ !� _ TCDL 15.0 Lumber loan... 1.33 for the atlachmen o1 the roe to the bmleing. _ SCLL too R.p eho. lacr YES (n _ eCDL 10:0 Code FBC2010/TP12007 2590 N. Kings Highway Trus es pa a den erou and o AcopseOd me e o d p rsonal Fort Pierce, FI.34951 handed Insgalled an�l/or �brace� �raung sh wn on ills drowipg (772)464-4160Fax:(772)318-0015 BRACING. Rg ter to the Truss Plate Institute TPI) publication SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION, Guide o good practice for hondling installinG 3 Q`,•' \ f mettal late co netted wyQ lrasses . 11PI I o`,• pIg Narl(1 4e gtreet �/ quite 312PAlexanarfo VA �2314. Telephone: (D���63-1010 E-mall: 1npf0®lpinsl.arg F� Read all manufacture s WARNINGS enclosed with drawin acka e. \ /I. S S\� `/'11111101 ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TC 2 1I 4 SP No.2'E•Cepl' T2 2 X 4 SP SS, T3 2 X 4 SP Ss TOP CHORD Structural wood sheathing directly applied,' Bl 2 X 4 SP SS. B5 2 X 4 SP SS. 810 2 X 4 SP SS e.cept end verlicab. BC 2 X 4 SP No.3 'Except' BI 1 2 X A SP No.2 ROT CHORD Rigid ce0inq diraelly opPlied or 2-2-0 oc WB 2 X 4 SP No.3 'Except' EV2 2 X 4 SP No.2, WS 2 X 4 SP No.2, WI 2 X 4 SP No.2 bracing. Excapl: OTHERS 2 X 4 SP No.3 10-0-0 ac brocng: Ili-17 WEDGE WEBS 1 Row al midpl 11-J0, 5-18, 8-13 Left: 2 X 4 SP No.3 2 Rows at 1/3 pis 10-12 I - Piy RFJ�CTIONS Nox Hart 2.409(LC04) -0, 30.2427/0-6-0 Max uplift 2•-895(LC 4), JO._61a(LC 4) FORCES (lb) - Maximum Comprm.s:on/Maximum Tension TOP CHORD 1-2•0/21, 2-3•-5938/2J51, 3-4.-556t/2193. 4-5.-5476/22141 5-6.-4366/1877, 6-7.-5164/2350. 7-Bw-5208/2369, B-9•-2610/1277.9-10.-2810/1277,10-11.-69/31.12-30.-2427/1103. 11-12.-290/196 BOT CHORD 2-20.-2534/5453, 19-20.-2260/4940, 18-19.-2280/4940, 17-18.-123/169, 16-17.0/63, 7-16.-498/347, 15-16.-2062/4534, 14-15w-2062/4534, 13-14.-2062/4534. 12-13•-1277/2810 05, I WEBS 8-15.0/29026013- 2155/981010-13•-490/I428 01e2•-74 8/1SSB-16•-1774/4021.6-16.-745/1617. 6-16.-364/643, 6510) QTY' 1 NOTES 1) Wind: ASCE 7-10; 17Omph(3sec qusf)Vasdw132mph; h.2011t TCDL•6.Opa1; BCDL•6.Opal; Category I1; Exp C; enclosed: MwFRS (low-rise N and C-C Inlarior(f) [one; Lumber DOL•1.33 plate grip DOL•1.13. This truss is designed for C-C for members and [areas, and for WWFRS for reactions specified. 2) Provide adequate drainage to prevent water pending. 3{) This truss has been designed for o 10.0 psi bottom chord five load noncencurrent with any other live foods. 4 NI plates are AS20 plates unless otherwise indicated. 5 Bearing at joint(s) 30 considers parallel to groin value using ANSI/TPI 1 angle to grain formula. Building designer should veri�y capacity of beorinq surface. 6) Provide mechanical conneclton (by others) of truss to bearing plate capable of withstanding 895 It, uplift at joint 2 end 810 lb uplift at joint 30. LOAD CASE(S) Standard -4-0 6-5-12 1 12-5-4 18-10-8 30-8-15 37-7-9 44-8-0 1-4-0 6-5-12 5-11-8 6-5-4 11-10-7 6-10-11 7-0-7 cr I 27 I 0 3X8 = 4.00 PY 5x8 = 3x4 II 3x6 = 4x5 = 3x4 II 0 I d� I 30 5x9 = 20 19 18 17 3x5 = 2x4 = 4x8 A518H = 4x10 = 3x4 II 2x4 II 3x5 = 6x10 = 4x5 = 2x4 = 2x4 = 2x4 II 2x4 II 42-2-0 9 6 15 18-10-8 24 0 024--030-8-15 37-7-9 41-6-0, 44-8-? 9-6-15 9-3-9 5-1-8 0-8-0 6-0-15 6-10-11 3-10-7 2-6-0 0-8-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:\\\ I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dippeG 0olvanized steel. 2. Connector pliltes are applied to both faces of truss at each ' in`. Where jJjnjensions erg not phpwn, plates are symmetrically placed avout joint or as b TO ER - I'CbNTRACTOR //// �\ -,�1 P T [ �i V 0 ..... lj r,Ir �� % 1Cl.. '.G� �� TYPE: A1C cy pErt(( ((1mr) t/d PLATES GRIP gc a.96 Vwl(RI -° �Se-70 >�ei 7�0 AS20 246/195 we a"o N>r n o.30 /_ 10 AS18H 245/195 (u.1r.) mndltLl o.45361s-1e 'uu39 i4o LOADING DATE: Feb 2012 Version: 10.2d ndicated circles o11. 3. t,ting, qn y fabrl a ion shot, �e accr�meplished usin a ui men( roducin snu ` mbeded lee. g 9 P P g 9 S O UTHE R N d at �. ,• C,•� r•�� •y\ '. CRITERIA: ANSI TPI 1-2007 MATRIX 0l`ingjointsandcluEly 4. lSnl@ss otherwise note caecpr lop chard to be continuously braced by the _� TRUSS CCpp01 sheathing. Q '�• O W.1 ^ % W LOADING (P.i) SPACING 2-0-0 TCLL 30.o Pia1..lner.a.. i.00 5. the permanent structural restraint shgwn i to prevent buckling of individual truss - 1 P - COMPANIES member ontl is not intended a o bracing p1�an for the tool structure or as o Ian building. _ _ )-' i - icoL ls.o . Lambs tncr.oa. t.33 BCLL 0.0 ReP Sln.. Iner vE5 Cod. FBC2oIo/TP12OO7 for the attachment of the roo(�to the CAUTION: ^ N / V BCDL 10.0 B & Y Tr es Fa be den erou9 and o -apse .(wogs o d p rsapg (n f i ly 2590N.Kin Kings Highway - Fort Pierce, Ft. 34951 hond�ed ns�alled an�l/2r brace �roemg sh wn on �115.fowl[ q iI (772)464-4160 Fax:(772)318-OO15 BRACING. Rgle� to the truss Plate Institute TPI) publication CSI 2008 BUILDING'. COMPOtNENT SAFETY INFORMATION. Guise to good practice for handling installing f met3 I plate connected w od t sses .TPI IggFate 1 Nort(I I ee Street ��t� i Re-4 I�malnufacture�sgWAR6NIPNGS eOSJ s8 rawlinnlo®acika @tpinst.org / \ ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: I LUMBER BRACING TC 2 % 4 SP No.2 -Except- T2 2 % 4 SP SS, T4 2 % 4 SP SS TOP CHORD Structural wood sheathing directly applied, NOTES 1) Wind: ASCE 7-10; 170mph(3sec qu3l)Vastl�IJimph; h�201t; iCDL�6.Ops1; BCDL�6.Opsl; Category 0; Exp C: eneloled: MWFRS (law-riea) C-C Interior(1) Lumber DOL-1.33 grip DOL-1.33. This truss is designed for C-C for members and forces, and 91 2 % 4 SP SS, 95 2 x 4 SP SS, B9 2 % 4 SP No.2 except and vertical,. BC 2 X 4 SP No.3 •Except• B10 2 x 4 SP 55, 811 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-10 .c and :one: plate tar MWFRS far r... Van, 1p..;Ii.d. we 2 % 4 SP No.7 *Except EV2 2 % 4 SP No.2, w5 2 % 4 SP No.2 bracing. WEBS 1 Row al midpt t t-14, 24-26, 6-24, 8-20 2 Provitle adequate tlrainage to prevent water ponding. 33 This trots has been designed lot a 10.0 psi bottom chard live load nonconcumenl with any other live loads. OTHERS 2 % 4 SP No.3 WEDGE 2 Row, of 1/3 ple to-12 4)) al plot•. ore AS20 plat.' unless othem 3. indicated. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 805 It, uplill at joint 14 and Lail: 2 X 4 SP No.3 900 lb uplift at joint 2. 1 - Ply REACTIONS (10/ai.e) 14-2427/0-6-0. 2-2553/0-8-0 LOAD CASE(S) Standard Max Mori 2-370(LC 4) Max uplill 14.-8a5(LC 4). 2.-900(LC 4) FORCES (lb) - Mo.imum Compression/Moximum Tension TOP CHORD 1-2-0/21. 2-30-5931/2364, 3-4--3663/2274, 4-5--5586/2288, 5-6w-4665/2022. 6-7w-5958/2693, 7-8n-5966/2695, 8-9--4229/1856.9-10--4229/1856, 10-11--84/0, 12-14w-2387/1122, 11-12w-226/145 SOT CHORD 2-28--2504/544Z 27-28--2327/5051, 26-27--2327/5051, 25-26--153/171, 23-25-0/125. 23-24w0/333, 7-24.-548/381, 19-207-0350,?425156-19--13 523925, 13-16--1389/2828. 12-13--1363/2941, 21-IBw-2456/53210/0 2820/136-2s56/5322, WEBS 3-28�-195/2J2.5-213-64/438.5-26w-843/427.6-26--186/217,24-26--1850/4259.5-24.-862/1913. 8-24.-296/825. 10-20--704/1910.8-2D•-1600/878.10-12--3547/1708. 21-22w-181/34 - -4-0 5-11-4 1 11-3-1 1 16-10-8 1 24-0-0 1 29-11-11 38-4-13 44-8-0 1-4-0 5-11-4 5-3-14 5-7-7 7-1-8 5-11-11 8-5-2 6-3-3 6x10 AS18H = 4.00 PT 3x4 II 3x5 = 3x6 = 4x8 = 5x9 = 28 27 26 25 ­4x6 c 3x5 = 4x8 AS18H = 5x9 = 3x4 11 4x5 = 7x10 = 3x4 = 2x4 II 2x4 II 0 12' 3x4 11 15 14 3x4 11 3x5 II 3x4 = 3x4 II 3x4 11. 4x5 = 44-8-0 8-1-4 16-10-8 24-0-0 24i:2-0 34-2-4 41-6-0.42- -0 1 1 8-1-4 8-9-4 7-1-8 0-8-0 9-6-4 7-3-12 0-8-0 2-6-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER - �'CbNTRACTOR TYPE: AID SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ \ / \ / '(' c51 It O.a. D,ErL llec} Vd,6 VnI Ll -0.56 0-21 >94] L/d 36a PLATES GRIP I. Connector places are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-diea alvanized steel. PP 'oinl. \\ // \ P \ DC al. e o.v4 (umr;.} vw11n3-1.3020-21 >39! Ho.r(nI o.s2 14 /e w e u o.ae to-21 >ns 240 a/e 2.0 AS20 216/19a w51 eH 246/19! 2. Connector pl�tes are applied to both faces of (russ at each Where dimensions are not h wn, plates ore symmetrically placed a6cul joint or as indjcated by circles �op � ,. r� (-: �� i LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN 3. �V\ling qnd fabri allan shall �e acc,7mSplished using equipment producing snug joints andcfu ly mbed ed la e . ' �� ,' C: 10.2d TRUSS 4. lSling nlBss otherwise noter, compresEion lop chord to be continuously braced by the roof sheathing. r�J� Q O �_ SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown i to prevent buckling of individual truss - member and is Z intended op a bracing )Jan for the roof structure or as a plan for the attachmen of the roe to the bull&In 1ia • — 7 LL 30:0 00 TCLL 30.0 L—bplot.l 1—. 1.33 g��� 10:o Rep Sln,. ape a 1re9 8CLL 10.0 cod. rI c,oto/rplzoo7 CAUTION: co 2590N.Kin Kings Highway 8 61 Y Fort Pierce, Fl. 34951 Trus a Fa be din erou and a❑ copse ddame a afflId personal 'nlUr f l I hand�esd Installed an�l/or �brace� tlracing sh wngon Ih1s tlrawi�lq is fJci>' Efi�FJ y BRACING. Refer to the Truss Plate Institute �TPI) publication 8C51 �008 BUILDING \ (/ (772)464-4160Fax:(772)3I8-OOt5 COMPONENT SAFETY INFORMATION. Guile o good practice for handling installing 1 me`al�plate connected nod tr sses . 1lPI I 1g North 4e Street quite t1Y, VA 1Delephone: (is0�yb83 �010 E-moll• meta®lpmst.org Ti Q� •' � F 'V `�q Alexandria ?2g314. Read all manufactures WARNINGS enclosed with drawing package. �V .1 \ � \ /]. 5 5�\ 'QIIIIIII\\" ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING TC 2 % 4 5P 55 TOP CHORD Slruelurol wood sheathing directly applied, NOTES 1) Wind: ASCE 7-10: 170mph(3e.c gust)Vasd.132mph; h.201t; TCDL•6.Opsh BCDL•6.Op5l; Cotegory 0; Ewp C; enclosed; MWFRS (low-rise) forces, 91 2 x 4 SP SS, B5 2 x 4 SP SS, B9 2 % 4 SP No.2 ewcept end verticals, and C-C Interior(I) zone: Lumber OOL.1.33 plot. grip OOL• 1.33. This truss is designed for C-C for members and and BC 2 % 4 SP Na.3 •E.c.pt• 810 2 % 4 SP SS, B11 2 X 4 SP SS SOT CHORD Rigid ceiling directly applied or 3-10-3 cc for MWFRS for reociiors specified. 2) Provide adequate drainage to prevent water pending' WB 2 % 4 SP No.3 •Escept• EV2 2 X 4 SP No.2. W5 2 % 4 SP SS. 9r10 2 x 4 SP No.2 bracing. WEBS 1 Row at midpl 10-13 3 This truss has been designed Ior a 10.0 psl bottom chord live load nunconcurrent with any other live loads. OTHERS 2 % 4 SP No.3 2 Rows at 1/3 ppis 9-11 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 800 lb uplill at joint 13 and WEDGE Left: 2 % 4 SP No.3 JOINTS 1 Brace at Jt(s): 23, 12 905 lb uplift at joint 2. 1 - ply REACTIONS (lb/size) 13.2427/0-6-0. 2.2583/0-8-0 LOAD CASE(5) Standard Mow Hors 2-330(LC 4) Mow uplift 13•-B00(LC 4). 2•-905(LC 4) FORCES (lb) - M..imum Compression/Maw:mum T.nsion TOP CHORD 1-2.0/21.2-3.-5873/2390,3-4.-5732/2420,4-5.-5502/2307.5-6w-5105/2299.6-7.-6959/3131, 7-6--7042/3156, 6-9•-5000/2205, 9-10.-121/29, 11-13.-2391/1121. 10-11.-299/197 SOT CHORD 2-27.-2497/5414.26-27.-2133/4626.25-26.-2133/4626.24-25.-203/154.22-24-0/53, 22-23•-7/249. 7-23.-528/369. 20-23.-2783/6056, 19-20.-2783/6056, 18-19.-1746/3751. 15-18.-1746/3751, 12-I5w-1775/3677. 11-12•-1750/3782, , 15-17.-26/16.16-17-0/125.14-16•0/16,12-16.-1/56. 13-14.-34/3. 21-22-0/0 WEBS 4-27.-430/362, 5-27w-205/721. 5-25.-255/737. 6-25w-1867/909. 23-25.-2184/5158, 6-23.-1087/2422. 8-23.-441/1129. 9-19.-687/ 1869. 8-19w-15 B 1 /684. 9-11.-4156/ 1966. 20-21.-190/52 _ -1-4-0 7-6-15 14-10-8 1 19-3-8 30-8-15 37-7-9 1 44-8-0 1-4-0 7-6-15 7-3-9 4-5-0 11-5-7 6-10-11 7-0-7 I 1 21 I 0 4.00 FTT 5x6 = 4x5 = 3x4 II 5x6 = 4x9 = 5x9 = 27 26 25 24 4xb = 5x6 WB = 600 = 3x4 II 3x6 = 3x5 = 1002 = 3x4 - 2x4 II 2x4 II 3x4 II 3x4 II 1413 3x5 II 3x4 II 3x4 = 3x4 II 3x4 II 4x5 = 0 II 24-8-0 44-8-0 9-10-12 1 16-10-8 24-0-0 11 34-2-4 41-6-0 42-2-0 9-10-12 6-11-12 2�5-0 4-8-80-8-0 9-5-4 7-3-12 0-8-0 2-6-0 ftNTRACTOR PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER Q-4 TYPE: A2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\. // cS o.v3 /d VaiLu-o.sifly'°`-ia1/4>e1e L360 PLATES GRIP i. Conneptor plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot-dlppetl alvanized steel. \\. P T E // ,�\ �� rx o.v0 a i (uelri.) vwi(nl-1.s319-20 >J4e 24o w.r4(n) o.s4 20 53 .. w,na LL o.Te 19-20 >se3 i4o As2o 246/193 ASION 246/193 2. Connector pll tes are applied to both laces of truss at each •pint. "ere dimensions ore not h, plates are symmetrically placed about joint or as ?of... � ' \ � \ ` �o LOADING DATE: Feb 2012 SOUTHERN indicated by circles 3. CCuutting qnd labr ca ion shall bbe acc0m lished using equipment producing snug fitting and luilysmbedded plalesp `Z' C, 1� 10.2d CRITERIA: ANSI TPI 1-2007(MATRIX)Version: TRUSS joints 4. Via otherwise note , compression lop chord to be continuously braced by the � L00 sheathing. the nt slrupturol restraint shgwn is to revent buckling of individual truss - .' c5bb 4 � 0 �J (� 1I1 . _ LOADING (p4Q SPACING 2-0-a TOLL .10.0 Plot.. In I.Oa COMPANIES 5. perman member anL�ls not intended a a bracln� plan for the root structure or as o plan _ F !� _ TOOL 15.0 Lumb.rIncr.as. 1.33 BCLL 0.0 St.... Ire,OC2 1'ES I for the attachment of the roo(� to the building. CAUTION: CG _ U] _ CodR.p BCDL 10.0 Cotl. FBC2010/iP12007 2590 N. Kings Highway Fort Pierce, Ft. 34951 Trusses a be don erou and o co se damn a afld p rsonal jn f i I honaled Ins; ailed an�l/ar sbrace� �racing sh wngon this �rawlpg 1's�f' �1' Ek' $bFJ y BRACING. Refer to the Truss Plate Institute ?TPI) BgC51 2008 BUILDING (772)464-4160 Fax:(772)318-0015 publication COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing f mett I late eanr{ected w od t ses .TPI I lea at. p1 North 4e Street �uite �e�ephone: E-ma'I � Q`,•' � V i� F� 3o 3�2PAlezondna VA ?20314, (is0���83-1010 Inelo®Ipmsl.org Read all manufacture s WARNINGS enclosed with drawin acka e. �^ \� / ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING TC 2 % 4 SP SS -Except- TS 2 % 4 SP No.2 TOP CHORD Structural Wood sheathing directly applied, NOTES 1) Wind: ASCE 7-10; 170mph(33ec gusl)Vo5d-132mph; h-2011: TCDL-6.0psf: BCOL-6.0ps1; Category 11; Exp C: en.1-d; WWFRS (low-rise) B1 2 % 4 SP SS, 84 2 X 4 SP No.2, BS 2 x 4 SP SS e...pl end verlicala. and C-C Inlsrior(1) cone; Lumber DOLw1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and 8C 2 % 4 SP N.." •Except• 510 2 X 4 SP SS. 911 2 x 4 SP No.2. 812 2 x 4 SP NOW CHORD Rigid ceiling directly applied or 2-2-0 oc for MWFRS for reactions specified. WB 2 X 4 SP No.3 •Except• W5 2 x 4 SP SS, W6 2 x 4 SP No.2. WB 2 x 4 SP No.2 bracing. Except: 2 Provide odequale drainage Io prevent water pending. OTHERS 2 X 4 SP No.3 10-0-0 oc bracing: 16-17 WEBS 1 Raw at midpl 12-30. 16-I8, 5-16, 8-15. 3 All plates are AS20 ploles unless otherwise indicated. 4 Bearing at );c;nl(s) 30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer WEDGE Left: 2 X 4 SP No3 11-13 .I should verify capacity of hearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 909 Ib uplift of joint 2 and - ply REACTIONS (ib/aise) 2:25B3/0-8-0, 30W2427/0-6-0 7951E uplift of joint 30. . Mox Hart 2290(LC 3) Mao Uprft 2w-909(LC 3), 30w-795(LC 3) LOAD CASE(S) Standard FORCES (lb) - Ma.imum Compraaaion/Maximum T.in an TOP CHORD 1-2�0/21,2-J�-9960/2473,3-4.-9610/2366,4-SW-5745/2591,5=6�-8]96/J800,6-7.-8487/3813, 7-B�-B487/J813, 8-9�-6163/27J9.9-10�-6163/27J9. 10-11�-616J/27J9, 11-12�-108/B. 13-30�-2427/1100, 12-1J�-2J1/148 BOT CHORD 2-20. 2515/5477,19-2a�-22J4/486�.18-19--2234/4664,17-18--169/260,16-17-0/71.6-I6--507/353. 15-16W-3532/7693, 14-15--1647/3519, 13-14.-1647/3519 , WEBS 3-20!-335/JIS, 4-20�-139/563, 4-I8--4B4/1196. 5-18--1880/963, 15-18W-2480/5616. 5-16--1364/2991, B-16.-330/932. ' 11-15w-1201/3102. 8-15--1795/931. 11-13 W -4003/ 1924. 10-15 W-462/315 -1-4-0 6-6-15 12-10-8 i 17-9-7 29-0-4 39-4-4 44-8-0 1-4-0 6-6-15 6-3-9 4-10-15 11-2-14 10-4-0 5-3-12 3x4 II 4x6 = Sx5 = ann Fi'i-' 4x5 = 4x6 = 3x5 = 2x4 11 4x12 = 3x4 p 0 co 111 30 1? 0 5x9 0 20 19 18 17 4x0 = dx•r II 4x8 AS18H = 600 = 3x4 11 4x9 - 2x4 3x5 = 10015 AS18H = 2x4 II 2x4 = 4x5 - 2x4 2x4 II II 44-8-0 8-11-8 16-10-8 17-9,-7 24-0-0 244-0 34-2-4 1 41-6-0 44i-0 B-11-8 7-11-0 0-10-14 6-2-10 0-8-0 9-6-4 7-3-12 0-8-0 2-6-0 'PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO EFL_,44 CONTRACTOR TYPE: A3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ / \\ / 'r // Cs1 rC a.9. pErL `test v11 Lid vvl((a)) -o.B. a -le ll Leo PLATES CRIP 1. Connector plates are fabricated from 20 gauge ASTM A553/653M Grade A or better hot -dipped aolvanized steel, 'oin``. \\ t �\ P rT /� Eic, 0.e6 MI; )•07 V.r&(I-2.a715-1e >2e3 240 "".Win.[TL i:oi 1>-,e >512 j:o A520 246/19S A510H 246/195 2. Conneclor plates are applied to both faces of buss at each "fire dimenslans are not h wn, plates ore symmetrically placed o�oul joint or as Indicated b9 c rclesog � �T �� i , LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. � ding, and fobr•ca Ion shot[ bbe accpmnlished using equipment producing snug 1j�fing pints an � fuF[ygmbeddad p10te5. `�' , , (, Version: 10.2d TRUSS 4. Untilo herwise note , compression top chord to be continuously braced by the 001 sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss - rnJ� Q •,; O •, I : lij , - LaAanc (p.1) SPACING 2-0-0 TCLL 30.0 Plot., teen... 1.00 COMPANIES member and 1s not Vended o a bracln Ion for the root structure or as o plan _ for the attachment o� the roo�to the b 1lding. r„ !� - TCDL 15.0 Lumber Increase I.33 BCLL 0.0 Rep str... Iner YES CAUTION: ^ to _ BCDL 10.0 Code FBC2010/1P12007 2590 N. Kings Highway Fort Pier ce, FI. 34951 Trus es a 6e danUerouS and Gap copse dams e o d p¢rsonal ln'Riry f 1�pry1� I handed 1n51alled onU/or bracetl. tlrocfng sh wngon This arawlpg 15'NUl' ERCI:IIV y BRACING. Rgfer to the Truss Plate Institute TPI) BaC51 BUILDING \ (/ (772)464-4160Fax:(772)318-0015 publication .008 COMPONENT SAFETY INFORMATION. Guige o good practice for handling installing f metal I to connected w2od lr sses .TPI I cried D • 21g N0rtj1 I,e Stree( guile Alexandria VA �elephone: (O�f 683-1b10 E-mall: lnelo®Ipmsl.org >� '• .' 31Z, Z2J14. Read all manufacture s WARNINGS enclosed with drawing package. \ /, �\ "//IIIIII\\1 ARCE ENGINEERING STANDARD PAC LUMBER BRACING TC 2 X 4 SP No.2 'Except' T2 2 X 4 SP 55 TOP CHORD Structural wood sheathing directly applied. BC 2 % 4 SP SS except end verticals. WB 2 x 4 SP No.3 'Except- W14 2 x 4 SP No.2 BOT CHORD Rigid caging tlireclly applied or J-B-12 oc OTHERS 2 x 4 SP Na.3 bracing. WEDGE WEBS 1 Row at mtdPl 12-13. 11-15, 12-14 Lett: 2 x 4 SP No.3 1 - Ply REACTIONS (lb/site) 13.2427/0-6-0.2-2553/0-8-0 Mox Horx 2-251(LC 4) L1ox uptilt 13•-792(LC 4). 2•-913(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension _ _ TOP CHORD B 1:29 228599218(/ 28/30a 1581/23965337/2418ag j296Z:5]650/1427,2-81}�72357/te 19001, 7-8--6628/3001, BOT CHORD 16??7. 22458/4337?1S?16.?2418/5337214 �15•�ta27/3150t93204.iJ4%73142,18-t9•-2962/6545, 17-18•-3188/7040, WEBS J-22.0/20fi,3-21.-323/228.4-21.-21/316.4-19.-706/1687.5-19.-0}6/499,5-18.-274/601, 6-1B•-224/219• 6-17•-500/227. B-17.-499/344. 10-17.-708/1566. 10-15.-1386/743. 11-15•-1203/2654, I1-14.-2021/1042, 12-14.-1690/3735 PLATE: 6510) QTY' 1 NOTES 1) Wind: ASCE 7-10: 170.ph(390c gu,t)Voed•132mph: h.2011; TCDL•6.OpsF BCDL.6.Op,1; Category R; Exp C; enclosed: MWFRS (tow -rise and C-C Inlertor(1) an,; Lumber DOL•1.33 plate grip OOL•1.33. This truss is designed for C-C for members and forces, and I., MWFRS for raaclio specified. 2 Provide adequate drainage to prevent water, ponding. 3 This truss has been destgn.d for o 10.0 p,l bottom chord live food nunconcurrenl with any other live load 4 M plate, ore A-. plot., unless otherwise irull.0 d. 5 Provide mechanical connection (by others) or truss to bearing plate capable of wilhslanding 792 Ib uplift of joint 13 and 913 It, uplift at joint 2. LOAD CASE(S) Standard -1-4-0 5-6-15 10-10-81 16-7-4 22-2-4 27-9-4 33-4-4 1 38-11-4 44-8-0 1-4-0 5-6-15 5-3-9 5-8-12 5-7-0 5-7-0 5-7-0 5-7-0 5-8-12 SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 5x9 = 36 4x6 = = = 3x5 - 4x6 = 2x4 II 3x5 = 4x5 4x6 5x9 = 22 21 20 19 18 1716 Io 11S 2x4 II 4x8 AS18H = 3x5 = 3x9 = 44 = 4x6 = 3x5 II 3x5 = 3x5 = 4x10 AS18H = 5-6-15 10-10-8 16-7-4 22-2-4 27-9-4 33-4-4 38-11-4 1 44-8-0 5-6-15 5-3-9 5-8-12 5-7-0 5-7-0 5-7-0 5-7-0 5-8-12 TYPE: A7 JG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO E - CONTRACTOR L/e GRIP SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Grade A better C51 \\\ /// o:'si T C�+ /i� DVL (I.c1 I/ddl PLATES vRi(nl :ei+7 is iiii i:o A520 246/195 I. Co(Ivector plates are labricaled from 20 gauge ASTM A653/653M or hot -di ped alvanized steel. Wjlere �\ -,` P we o.95 V ° , (u,v;.) Iar(n) 0.33 a /. n/' AS ON 246/195 wad{LL) o.ep a >;ve 240 2. Conhec�lor plsles are applied to Both faces of truss at each I'oin``. dimensions arg not h wn, plates are symmetrically placed oNu1 Jolnl or as far LOADING DA1E: Feb 2012 10.2d indicated b circles (�a 3. �Ytlinq an fabr+caflon shall �e occge6 fished using equipment producing snug f �,; C4� CRITERIA: AN51 TPI 1-2007 MATRI% Version: t lIn o n s qnd lu I embed Ed pia e. 4. Unless a herwlse noted, compression lop chord to be continuously braced by the ool sheathing. r _� a :• J LOADING (psi) - 1i) 7CLL 30.D SPACING 2-0-0 vto+., Incr.a,. +.00 s. a ermanEnt structural restraint shgwn is to prevent buckling of indiv dual truss Ter, ber antl is not Intended o a braclnaQ pp)on for the roof structure or as o plan . _ TOOL 15.0 _ I- C BC II 0.0 L.mb,, lne - 33 Rrp $I..s, In,, YES FBc2oto/Tp12oD7 for the attachment of the Too to the bliltling. CAUTION: N = ecDL 10.0 C.d4 Tr es cDr� qe �ant�eroLit and gag copse Painge a�ld pgers000l topg( 1'fE $��IY ban ed insole an /or race . racing s wn on his rawlpg +s ?TPQ OCSI 2008 BUILDING BRACING. Refer to the Truss Plate Institute publication ` COMPONENT SAFETY INFORMATION, Guide to good practice for handlin Installing Q 4I me al plate co necled wood lasses . TPI I a 1g Norlj+te Street F�- �\ 512, telephone: (03f663 ��10 E-mall: Inefo®lpinsl.org 3 � Suite Alexandria VA 72314. Read all manufactures WARNINGS enclosed with drawinq package. i ///�jllllllltl\\\\ QTY• 1 STANDARD PACIFIC 6510 ARCE ENGINEERING C; MWFRS (low-rise) NOTES or C-Crf ll; E.p 1 Wind: ASCE 7-10; 170mph(3see gusl)Vosd-132mph; h-201- TCDL . and force,. Truss is designed for C-C for members and forces, and ) If ; is designed LUMBER TOP CHORD TOP Structural wood sheathing directly applied of This and C-C Inlarior(1) tone; Lumber DOLw1.33 plate grip DOL�1.33. This TIC 2 % 4 SP No.2 BC 2 % 4 SP No.2 BOT CHORD 3-4-7 ac purring, accept end verticals. Rigid ceiling directly applied or 5-9-15 oc for MWFRS for reactions specified. provide adequate Drainage to prevent water ponding. live loads. wB 2 % 4 SP No.3 Dr°clog' 5-7 y) 3)) This truss nos bean designed fora 10.0 psf bellam chord five load noncancurrenl with any other of wilislanding 3751b uplift at joint 7 and OTHERS 2 % 4 SP No.3 WEBS 1 Raw of midpl 4 Provide mechanical connection (by olhara) of Truss to bearing plate capable 1 - Ply REACTIONS (lb/size) 7-1127/0-3-8, 2-1289/0-8-0 493 lb uplift al joint 2. Mo. Hart 2-214(LC 4) Mo. Uplift 7--375(LC 4). 2--493(LC 4) LOAD CASE(S) Standard FORCES (Ib) - McArnum Compression/Mo.imum Tension 4-5.-1571 714, 5-6�-84/S5, 6-7w-248/166 Top CHORD 1-2�0/21, 2-3.-2361/924, 3-4w-19761800, / SOT CHORD 2-102-963/2120,9-10w-800/1845,8-9'-800/1645. 7-8--715/1571 WEBS 3-f0-330/242.4-10w-21/386,4-8--311/124, 5-6.0/324, 5-7w-1693/773 I I 1 0 -1_4_ ' 5-7-8 9-0-0 1-4-0 5-7-8 3-4-8 4x8 = 15-0-E 6-0-8 3x4 = 21-1-0 6-0-8 2x5 II a 44 - 3x4 = 3x4 = 3x4 = 3x4 = 9-0-0 15-0-8 21-1-0 9-0-0 6-0-8 6-0-B � FURNISH A COPY OF THIS TRUSS DESIGN TO CONTRACTOR TYPE: E1 _ATE: SIMPSON STRONG TIE OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\�__l�111 l� / o.e: / 19.145 F'L '/�, e.e RIP aLrLI(Ioc) / PLATES cSEALING v.,l(4a3 -o.1i :-+>B99300V"P 2-'1 ' �AS2D 2.6/195I. Connector places are fabricated from 20 gauge ASTM A653/653M Grade A or better 0: �\ V -1 .. '(1-0.0 wmau o.n a-10 >999 z40 1 AS1eH 246/193hot-dippetl GGalvanized steel. 2. Connector plates are applied to both faces of Truss al each 6oinl. Where dimensions are not h wn, plates ore symmetrically placed o out joint or as J� �, . „G�. l� LOADING V3 DATE: Feb 2012 Version: 10.2d indicated by circles �a 3. C (ling, qnd lobri a ton shall be acc mplished using equipment producing snug embedded pla�e5. CRITERIA: ANSI TPI 1-2007 MATRIx d r0 SOUTHERN filing joints gndcluFly 4. UnlBss olherwlse noted, compression top chard to be continuously braced by the ; h LOAaNc (p.l) - 111 : TCLL 30.0 SPAaINa x-D-O Pmt.. ma.... 1.00 TRUSS root sheathing. 5. The permanent structural restraint shown i5 to prevent buckling of individual truss for the structure or as a plan _ ( _ TCOL 15.0 _ f^ S o.o Lamar 1nar.ae. 1.33 a.p Slr.ae incr YES COMPANIES member and is not Intended a5 a brocing Ion roof for the attachment of the root to the bull&In - eCU. ( Cn V - BCDL 1o.o v c9ae FBC201a/TPI2Da7 2590N. Kings Highway Fort Pierce, FI. 34951 CAUTIONS Tr us a co fie don erou and og copse �omage a�d pgrso ool Inlui��(EKtI[�Ig ly hand�esd Ins�olled an�l/or �brace� tfracing s wn on 1s ravel q Is �TPI) CSI 2008 BUILDING \ (/ !�L 772 464-41G0 Fax: 772 318-0015 BRACING. Refer to the Truss Plate Institute publication COMPONENT SAFETY INFORMATION. Guide to ood roctice for handlin instollln f metal plate connected wood lr sses . Plg I a al 1g NDrI(1 I e Scree ,• ' F Lam' 33 �uile 117, Alexandr'la VA �2314, luelephone: (03�683-1b10 E-mall: Invlo®lpinsl.org �j \ Read all manufactures WARNINGS enclosed with drawin ocka e. ////1/11111111�\\ CE ENGINEERING STANDARD PACIFIC n :1 M BRACING NOTES LUMBER TOP CHORD 5lructuroi naod he directly applied or 1) Wind: ASCE 7-10: 170mph(Jsac guat)Vasd-132mph; h-2011; TCDL-6.0pa1; BCDL-6.Opa1: Category II; E•p C; enclosed; MWFRB (low-riaa TC 2 x 4 SP No.2 1-6-10 oc pwlins. e•tept end verticals. Lumber DOL-1.3J plate grip DOL-1.33. BC 2 % 4 SP SS BOT CHORD Rigid ceiling directly apple or 4-6-10 Go 2) Provide adequate drainage to prevent water ponding. wB 2 % 4 SP No.3 •E•eept• EV2 2 % 4 SP No.2 Rioting J finis Iruv . been designed for a 10.0 Fell bottom chord live load nonconcurrent with any other live loads. OTHERS 2 % 4 SP f;E, WEBS I Row al midpt 6-0 4 All plates are A520 plates unless olherwiee indicated. 1 - PIONS 5 Provide mechanical connection (by Others) or truss to bearing Plata capable of nilhatontling 1070 Ib uplift at joint D and REACTIONS (lb/sire) 8-2541/0-3-8. 2-2286/0-8-0 960 fib uplift al joint 2. Maa Harz 2-174(LC 3) 6) Han, b'PI or other connecton device(a) shall be provided aullicient I. support toncentraled load(,) 108 D down one t42 lb up of Mo• Uplift B--1070(LC 3). 2--960(LC 3) It, up o1 7-0-0. 1Be III down and 147 Ib up at 9-0-12. 1081b down and 142 Ib up at 11-0-12, 13-0-12. $38 lb down and 142 ID up at 15-0-12. 188 ro down and 142 It, up al 17-0-12, and 1B5 It, down and 142 Ib up at FORCES (lb) -Maximum Compreeaian/Maximum Tension 19-0-12, and 16B lb down and 142 lb up al 20- Dan on lop chord, and 4701b down and , down25 It, at 1 down 92 Ib down of TOP CHORD 1-2-0/21, 2-3--4787/IB50. ]-4--4984/1969, 4-14.-4731/1917, 14-15.-4731/1917, 5-IS--4730//g . 5-I6--3609/1504. -0-1 2, and do wn dawn al' 20-0-12 on aollam chord. The dasign/selection 01 such connection device(s) is the _ 16-17/-J609/1504, 6-1758, 3-4/1504, 6-169, 4-I49a, 18-191!l7 /9I 19-20--201/90, 7-20--201 /90. 7-8--500/291 9-0-12. 921b down of 11-0-12. 92 Ib down al 13-0-12, 92 Ib down of IS-0-12. 921b down al 17-0-t2. and 921b down a SOT CHORD 2-10--1790/4J21, 12-21.-21J7/51]5. 11-2f.-2131/51]5, 10-11w-21]�5135, 10-22w-2131/5135, 22-23�-2131/S1J5, respanaibilily of olhars. 9_2J--2131/5135, 9-24--1504/3609. 24-25--1504 3609, 25-26--1504 3509, B-26--1504/J609 7 In the LOAD CASES) soelion, loads applied to the loco of the Truss are noted as front (F) or back (B). WEBS 3-12--179/392. 4-12--133/743, 5-12--462/275. 5-to-0/386, 5-9--1744/717, 6-9--260/1009. 6-B--3B96/1616 LOAD CASES) Standard 1) Regular: Lumber Increase-1.33. Plate Increase-1.00 ' Uniform Loads (pit) Vert: 1-4--90, 4-7--90. 2-8--20 , Concentrated Loads (Ib) 1-188_ _ Vert: 446(B) 22) 1146(46S 1- 46(B)(24.Q 46(B) 25•-46(B) 2B6-646(B) 19w-108(B) 20--I88B -1-4- 3-7-11 7-0-0 11-8-15 16-4-1 21-1-0 1-4-0 3-7-11 3-4-5 4-8-15 4-7-3 4-8-15 4x6 = 3x8 = 3x6 = 3x5 II 15 5 16 17 6 18 19 20 7 4xg = 4x8 AS18H - 3x4 = 5x/ _ 3x8 = 1x4 II 1) Regular: Lumber Increase-1.33. Plate Increase-1.00 ' Uniform Loads (pit) Vert: 1-4--90, 4-7--90. 2-8--20 , Concentrated Loads (Ib) 1-188_ _ Vert: 446(B) 22) 1146(46S 1- 46(B)(24.Q 46(B) 25•-46(B) 2B6-646(B) 19w-108(B) 20--I88B -1-4- 3-7-11 7-0-0 11-8-15 16-4-1 21-1-0 1-4-0 3-7-11 3-4-5 4-8-15 4-7-3 4-8-15 4x6 = 3x8 = 3x6 = 3x5 II 15 5 16 17 6 18 19 20 7 4xg = 4x8 AS18H - 3x4 = 5x/ _ 3x8 = 1x4 II 7-0-0 11-8-15 16-4-1 21-1-0 7-0-0 4-8-15 4-7-3 4-8-15 �C FURNISH A COPY OF THIS TRUSS DESIGN TO ER - NTRACTOR PLATE. SIMPSON STRONG TIE SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\\� //� a� o.» T C /�� I. Connector lutes ore fabricated from 20 gouge ASTM A653/653M Grade A or better \ P J we Ir �.9a hhot-dippe�galvanaed steel. 2. ConneL�lor plates are applied to both faces of truss of each 'ain``t Where dimensions erg not h wn, plates are symmetrically placed o6cul )olnl or as . ` 3{ i `' . ' �Sr ( I� LOADING �� indicated b circles �o� 3. (tin gnd�yfobricatlon shall �e ocegmsplished using equipment producing snug toe ' V f. yj CRITERIA; ANSI r �J� S 0 U TH E R N TRUSS fintliss jot eS and fully embed ed . 4. Unl ss oI erwlse noted, comprestion lop chord to be continuously braced by the , shingeathing. truss •�O;' _� Q 5 111 `_ LOADING - w : cot is:o COMPANIES a S. the permanent structural restraint shgwn i to revent buckling of individual member and is no` intended a a bracing plsan for the roof structure or os a pion bulldln �� = = f - eC L NO - Bcol Io.b I for the attachment of the roofs to the . (0 2590 N. Kings Highway Fort Pierce, Fl. 34951 CAUTIOf Trus es con ble an erou and cog copse damage a d pgersonal Inygi �'fE�11Y d o racing sh wn on t8q hond�ed inand/or raced. Truss Plate Institute �TPIj publication CS] I CSI 200E BUILDING 772 4G4-41G0 FBx:(772 318-OO15 ( ) ) BRACING. Refer to the COMPONENT SAFETY INFORMATION. Guide to good practice for handling installinc] QQf I4tto congecled Qod 1 ses . TPI I9 fed h Z1g N0"' Le Street ?e�ephone: '• •, _ F�- )Hel1ot (05��83-a1010 E-mall: m�io®tpinst.org yulte 312P Arexandna VA ?W2314. e. Read all manufacture s WARNINGS enclosed with drowin ocka - \ I///!l111110 0\x TYPE: E2G bcrl m par) t/e•n l/e PLATES GRIP Vwl((tl) -0.21 ;a if a919 de0 vwl(rtl-0.a0IO-12 a499 NO A520 216/I93 Norr(rU 0.11 B n/a n/o ASIBN 246I195 wiM ll 0.23 10-12 >999 210 DATE: Feb 2012 o, Version: 10.2d SPACING 2-0-0 Plat., I_- 1.00 Lumber Inc - 1.33 Rep Situ. Incr N0 Code FBc2010/TP12007 31� ARCE ENGINEERING LUMBER TC 2x4SP No.2 BC 2 x 4 SP Nc.2 OTHERS 2 x 4 SP No.3 1 - Ply REACTIONS (lb/size) 3-278/Mechonicol, 2-532/0-6-0. 4-66/Machonical Max Harz 2-1721 4) Mos Uplift 3- 1681 4). 2- 2421 4) Max crav 3-278(LO 1).2-5321 1).4-13212) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/21. 2-3--113/78 BOT CHORD 2-4-0/O STANDARD PACIFIC (6510) QTY: 9 BRACING NOTES TOP CHORD Slruclurol wood sheathing directly applied. 1) Wind: ASCE 7-10; 170mph(Jsae gual)V-1.33 late g h-201h TCDL-6.D truss Bis designed Category 0; Eep C: enclosed: MWFRS (low-rise) BOT CHORD Rigid tailing directly applied or 10-0-0 oc and C-C Interior(1) zone; Lumber DOL-1.33 plate grip DOL-1,33. This buss is designed for C-C for members and larces, and brocing. for MWFRS for reactions specified. 21 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loods. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding I, lb uplift at joint 3 and 242 lb uplift at joint 2. LOAD CASE(S) Standard -1-4-0 7-0-0 1-4-0 7-0-0 2x4 = 7-0-0 7-0-0 SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO Ti CONTRACTOR -ATE: SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\\ P r ///� is I. °o.ou i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better �\ • fQ / e "' hot-dippetl galvanized steel. 2. Connector plates are applied to both faces of truss al each 'oinl. Where dimensions arp not plates are symmetrically placed about joint or as �� , . �j ,. �� 4 . 3� lueul.) 1 LOADING SOUTHERN �hpwn, indicated by circles oJ). 3. cutting , qnd fabrl a Ian shall bbe acc mplished using equipment producing snug mbedded Ia�es. �.' G� ` :4^ CI' �Gj y1 i CRITERIA: Al TRUSS fingjoints anit5ully 4. Uni= otherwise note compression lop chord to be continuously braced by the Lao? sheathing. 4 0 WAGING (PxI) TOLL 30.0 COMPANIES 5. We permanent struplural restraint shgwn is to prevent bucklingof individual truss member and is not Intended o a bracing pplan for the roof strcture or as a plan the bulltlIng. = 1-- : — �C — TCOL Ia.o (G _ BCVL 10.0 for the attachment of the roo�to CAUTION: (j) 2590 N. Kings Highway B B y Fort Pierce, Ft. 34951 Truges call �e � in copse r�amage opq pg000l inj TifEmpf�Il�ly hen ea Insole an /or race . racing s wn on his rawi�9g Is V Rtt U Truss Plate Instllule �TPI) fiC51 �008 BUILDING !�L \ (772)464-41 G0 Fax:(772)318-0015 BRACING. Rgter to the publication COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing ' •• F L y \ 4t metal pI to connected wood lr sees . e: I I9 4t d al 1g North I e $(reef Suite Jlf. Alexandr'la VA ?2314. �sses ne: (03�6�3-101� E-mall: meio®lpinst.org , . Read all manufacture s WARNINGS enclosed with drawing ocka e. i.j75 r\ TYPE: J7 OEFL( ) I Ga•1 1/ta11 95 1/6d PLATES GRIP 11 North.) -0.22 2-I '11 B 2x0 AS20 246/193 Nttc(rt1 -0.00 J A510H 246/195 W all 0.00 2 " 220 DATE: Feb 2012 „era, Version: 10.2d SPACING 2-0-0 Plalxx Incrxaxa 1.00 Lumbar lncreaee 1.33 Rap St.... Iner YES Coda FBC2010/TP12007 3T� ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 6 BRACING NOTES LUMBER TOP CHORD Structural wood sheathing directly applied. 1) wind: ASCE 7-10; 170mph(3eec gusl)Yasd•132mph; h-2011: TCDL-6.Opsl: BCOL-6.Opsl; Category it: ESP C; enclosed: MWFRS (low-rise TC 2 % 4 SP No.2 ..Copt end verticals. and C-C Interior(1) cone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C tar members and forces, and SC 2 x 4 SP No.2 SOT CHORD Rigid ce0ing directly applied or 10-0-0 oc for MWFRS for reactions specified. WB 2 % 4 SP No.2 bracing 2) This Truss has been de OTHERS 2 % 4 SP No.3 signed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2051b uplift at joint 5 and 1 - Ply 167 Ib uplift al joint 3. REACTIONS (lb/sire) 5-525/0-7-4.3-269/Machanical. 4-85/Mechanical Ma. Harr 5-1BY(LC 4) LOAD CASE(S) Standard Mo. Uplift 5--205(LC 4). 3--167(LC 4) Mae Grain, 5-525(LC 1). 3-269(LC 1), 4-130(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5--475/411. 1-2-0/44. 2-3--106/661 SOT CHORD 4-5-0/0 -1-4-12 6-11-4 1-4-12 6-11-4 2.5x6 II 6-11-4 6-11-4 1 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO LIT CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \��\ � —p� //� 06� I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better i� 7T // wa D.Oo hot-d petl galvanized steel. 2. Conn. for plates are opplled to both faces of Truss a( each �oint, Where \ • t�('_ . „I_ �� LOADING dimensions arts not h wn, plates are symmetrically placed a oust joint or as �/ • .•� •• V' indicated by circles �04 CRITERIA: At 3. �p (ling, an labrlca Ion shall be arc m fished using equipment producing snug �f,' (;'' ��j 1� SOUTHERN fjf Ing joints and lu�ly embedded to It - q • '< �j Ly 4. MISS otherwise noted, compression top chord to be continuously braced by the : ^ / � LOADING (PSI) TRUSS rooe( sheathing. _ w - TCLL 30.0 COMPANIES s• The perman nt structural restraint shown i to prevent buckling to individual truss �( - rcoL 15.0 member onisnot in a5 a bracingq pon for the roof structure or as a plan = N - ecoi ao for the attachment of the root to the to Ilding. CAUTION: 2590N. Kings Highway Tr us es po be don erou5 and cat3 capse Vmage ag p¢rs000l Iniory�lEmpr.�R ly ` Fort Pierce, FI. 34951 hOnsAeN ms�alled -nWN race tlmcing s wn on It is arawi gg is'Nu 772 64-4160 Fax:(772 318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication F6CSI 2006 BUILDING �• ( W COMPONENT SAFETY INFORMATION. Guide to good practice for handling instollinq F 4 4f metal plate connected w od lr sses . TPI Is 4�ed a 221g North 4e Street t� 1 Suite 312. Alexandria VA �2a314, 1pelephone: (0�bB3-1b10 E-mall: inelo®lpinst.org Read all manufactures WARNINGS enclosed with drawing acka e. Soon //�IIIIIIIll1\\\ TYPE:J7H DEFL( ) to D.d V°,u l/d PLATES GRIP vw+((L) -0.29 4-5 1279 2.0 A520 246/+95 her 111. 0.22 3 -A /n ASIOH 246/195 ll 0.11 4240 -0 >466 DATE: Feb 2012 r cAYaiv Version: 10.2d SPACING 2-0-0 Plot., Incna.. 1.00 Lumb.r Inc,.... 1.33 Rep """ Incr YES Code FBC2010/TP12007 3`60 ARCE ENGINEERING LUMBER TC 2X4SP No.2 BC 2X4SP No.2 w8 2 X 4 SP No.3 OTHERS 2 X 4 SIP No.3 I - ply REACTIONS (Ib/site) 5-421/0-7-4. 3w 183/Mechanical. 4.54/Mechanical Max Hart 5-142(LC 4) Max Uplift 5.-179(LC 4), 3-116(LC 4)' Max Ciav 5w421(LC 1). 3.163(LC 1). 4.90(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2--301/357, 1-2-0/44. 2-3•-77/44 BOP CHORD -5 .ATE: SIMPSON STRONG TIE SEALING OF TRUSS 1. Connector ptales are hot-dIppetl olvanize. 2. d,mensioar spa�rgenalrel SOUTHERN i�ndicated b circles fl 3. )iVtng%jontsand`fully Unl Otherwise not! TRUSS 4• ss ooe( sheathing. COMPANIES 5. Tembemod4snot n for the attachment 0 2590 N. Kings Highway Trus es co be danq l� hNed an Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 Installed COMPIONENT SAFETY STANDARD PACIFIC 6510 Q7-1d BRACING NOTES ' TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-f0: 170mph(3sec gusl)Vosd-132mph; h-201t: TCDL-6.Opef: BCOL-6.Opsl; Category a: Esp C: e71.rew 4-11-4 oc puffins, except end verticals. and C-C Inlerior(1) ton.; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members SOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS Tor reactions specified. bracing. 2) This Truss has been designed (or a 10.0 psl bottom chord live load nonconcurrent with any other tive loads. 3 provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 It, uplift at )oi fill It, uplift at joint 3. LOAD CASE(S) Standard -1-4-12 4-11-4 1-4-12 4-11-4 4-11-4 4-11-4 ftNTRACTOR FURNISH A COPY OF THIS TRUSS DESIGN TO E - _SIGN BASED UPON THESE DESIGN CRITERIA:\\ Grade A better /// T � // c tiro e 0.00 icated from 20 gauge ASTM A653/653M or \\\ - �` P R ....fuxhl.) eel. lied to both faces of russ al each 'oin``. Where 1, plates are symmetrically placed a�oul joint or as \ '\ \' C,� �� „r % LOADING loll be acc m fished using equipment producing snug be platesil f. �' 'a r� •• CRITERIA: At ompresslon lop chord to be continuously braced by the d • •.•� ! w �.J _q � r LOADING (pe) TCLL 30.0 restraint shown is to prevent buckling of individual truss Jed a a bracing pplcn for the roof structure or as a plan bullaing. _ _ �( _ TCDL 15.0 ecDL 0.0 10.0 e too to the CAUTION: - (n (. V _ BCD. stand log copse r omoge apId p3PrsoOol jni ffp ET fffg�ly race . roc)ng s qwn on his fcwl(1�r1' a KKcn n, n,Mr \ TYPE: J5H DER(. ) . (Tor) 'den t/d PLATES GRIP Vwl(R) /-! >!]! NO A520 246/195 Hort(rL) -0.Or 3 n/o /. ASIBH 746/195 W d(Ll) O.OS 1-! >999 710 DATE: Feb 2012 .r.Tary Version: 10.2d SPACING 2-0-0 plates Inrnoe. 1.00 Lumber Increase 1.33 Rep stress Inc, YES Code FBC2010/TP12007 ARCE ENGINEERING STANDARD PACIFIC 6510 QTY' 4 LUMBER BRACING NOTES TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or I) Wind: ASCE 7-10; 170mph(3sec gusl)Vasd. 132mph; h.2011; TCDL-6.Opsh BCOL.6op' l; Category 11; Eep C; enclosed: es. an (low-rise BC 2 % 4 SP No.2 2-11-4 oc purling, except end verticals. and C-C Inlerior(I) zone; Lumber DOLw 1.33 plate grip DOL•1.33. This truss is designed for C-C for members and lorcea, and WB 2 % 4 SP Na.3 BOT CHORD Rigid ceiling directly applied ar 10-0-0 oc for MWFRS tar r.aclione specified. bracing. 2) This truss has been designed for a 10.0 Psl bottom chord live load nonconeurrenl with any other live loads. OTHERS 2 X 4 SP No.3 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstandingI 158 lb uplift at joint 5. 63 1 - ply to uplift at joint 3 and 3 Ib uplift at joint 4. REACTIONS (lb/size) 5�328/0-7-4, 3w88/Mechanical, 4.23/Mechanical Moe Harz 5:102(LC 4) LOAD CASE(S) Standard Mao Grovl S.320(LC C1).)_3w80(LC(_1), 4-50(LC (2) LC 4) FORCES (III) - Maximum Compression/Maximum Tension - TOP CHORD 2-5--296/309. 1-2w0/44. 2-3w-50/20 BOTCHORD 4-5-0/0 -ATE: SIMPSON STRONG TI SEALI I. Con hob z. Con dim SOUTHERN indl 4. �Pyr TRUSS 5. �°e COMPANIES fart 2590 N. Kings Highway Fort Pierce, Fl. 34951 Tru, BRi (772)464-4160 Fax:(772)318-0015 CO) -1-4-12 2-11-4 1-4-12 2-11-4 1.5x4 II 2-11-4 2-11-4 FURNISH A COPY OF THIS TRUSS DESIGN TO CONTRACTOR =SIGN BASED UPON THESE DESIGN CRITERIA: ASTM A653/653M Grade A or better ��� T // t4 / DC o.el -icated from 20 gauge V� •.",• e eel. lied to both laces of cuss at each I lou Where 1, plates are symmetrically placed about joint or as \ �,: ,.��. ,•�,jl LOADING 'loll �e appc''cgmsplished using equipment producing snug .�• C, 'Gj y1 i CRITERIA: At ompresslonetop chord to be continuously braced by the w "` �0 LOADING (Pit) TOLL 30.0 I restraint shgwn is to prevent buckling of individual truss led as a brocln pion for the roof structure or as a plan = — )-• ( — _ TCDL Is.o BCLL e roof to the bjlding. CAUTION: N — 0.0 BcoL D.o $ and `op copse dome a oP7d p rsopal In I i, Im Uracetl. tlracmg sh p, or, lhls 51Owl(,1gg Is f`IV I EKCI.IIUN y �TPI) 9C51 2008 BUILDING C(L 41 \ uss Plate in., publication )RMATION. Guige,(o good practice for handlinginstalling '2 lr 66ses . PI I at a1, p1g N0rl' Creel 1pelephone: (OJ�6213-1010 E-mall: mI.WtpmsLorg ,• v '• F�- �j/ h, 1 ?2J14. s WARNINGS enclosed with drowin acka e. TYPE:J3H DEFL 0•=) Ve>999 rn L/e PLATES GRIP Vnlllll vni R -0.00 .-> -0.01 .-S >999 ]60 2.0 A520 N6J 19S tiorrfFL) -0.01 J /a /o ASIBH 2.6/19S DATE: Feb 2012 r , .hIlTDIVI lVersion: 10.2d SPACING 2-0-0 Plat.. IncnOu 1.00 Lambs Incre 1.33 Rap St.... Incr YES Cod. FBC2010/TP12007 r////IIIII\\T' ARCE ENGINEERING STANDARD PACIFIC 6510 QN: 4 LUMBER BRACING NOTES TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing direclly oppled or 1) Wind: ASCE 7-10; 170mph(3see gust)Vasd-132mph; h.2011: TCDLw6.Op5l; BCDL-6.Opsh Category 0; Exp C; enclosed; MWFRS (low-rise BC 2 % 4 SP No. 0-11-4 oc purlins, except end verticals. and C-C Inlerior(1) zone; Lumber DOL- 1.33 plate grip DOL-1.J3. This trues is designed for C-C for members and forces, and we 2 X 4 SP No.J BOY CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions speciaed. bracing. 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrenl with any other live toads. OTHERS 2 % 4 SP No.3 3 Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 174 lb uplift al joint 5. 27 1 - Ply lb uplift at joint 4 and 81 Its uplift at joint 3. REACTIONS (lb/ei[e) 5.319/0-7-4. 4w-1J/Mechonieal• 3� 81/Mechonicol Max Horz 5:64(LC 4) )_ 7_B(LC I) LOAD CASE(S) Standard Max Grwt 5-319( CL 1).4-0(LC2). 3 -C7(LC ; FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5--290/357. 1-2w0/44, 2-3w-46/30 BOT CHORD 4-5-0/0 -1-4-12 0-11-4 1-4-12 0-11-4 1.5x4 II 0-'1-4 0-11-4 -TO STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN PLATE: SIMPSON S -ONTRACTOR TYPE: J1H ; I/a.n L/a GRIP SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Grade A or better ��� // T [- �/ ts1' oTsl (foe) PLATES TG axle 9wl((u)) a.00 5 >999 3a0 BC 0.09 Vvl(il) 0.00 5 >999 210 A520 246/195 t. Connector ptales are fabricated from 20 gauge ASTM A653/653M �� -, ` P I V 6 // wB o.oG 1k 1 rl -0.01 3 /e /e As2:15 145 (ueleq wine Lli o.00 s >svo ilo hot-dI peA golvoni2ed steel. 2. Connector plates are applied to both faces of truss of each 'ointt. Where dimensions orp not h wn, plates ore symmetrlcallyplaced a�2oul jo1n1 or as • .... \ ••'\r,(� 3.L / I ^++ LOADING DATE: Feb 2012 SOUTHERN indicated by circles �o� J F�kting,gnd labri afion shall$e accim�plished using equipment producing snug Lting gndcfuly embed ed to e . f. ,• 4 �� y� r CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d TRUSS joints 4. Unl ss otherwise noted, compres?ion lop chard to be continuously braced by the _� Oa@ sheathing. ^ / ( [ I g. — I.L,f 'J •• _ shgwn i4 to prevent buckling of individual truss !S LOADING (psi) SPACING 2-0-0 TCLL 30.0 Plalee Income 1.00 Increase 1.33 COMPANIES 5. 1h l perman nt structural restraint _ member ands 1s not Intended a a bracing Ian for the root structure or as a pion the bull�Ing. _ _ Tcol 15.o Lumber "LL o.o Rep Slrsse Incr YES lo.o coos FBC20ID/TP12007 for the attachment of the roo�to CAUTION: = N _ BCDL 2590 N. Kings Highway g y Fort Pierce, Ff. 34951 Truses car] qe (lanr�eroust and Goo copse damage a�1d p�ersapal in, 1�1ilEtnpT�gly han etlD Ins a lea an /or racetl Crocing sh wn on his rawl�lq Is (ck( Plate Institute �TPI) 9SCSI 2008 BUILDING (772)464-4I60 Fax:(772)318-0015 BRACING. Refer to the Truss publication COMPONENT SAFETY INFORMATION. Gui a �o ood racllce for hondlin installing 4f metlal late connected w22od lrysses . Plg I9 atQd a p1g North�e Street •. /j �`.' y \ F�- \� 3� 9 Suite 312PAlexandrla VA �2J14. le(ephone: (OJ�683-1011) E-mall: InPlo®tpinst.org / Read all manufacture s WARNINGS enclosed with drawin acka e. rr!lllllll��t ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or BC 2 x 4 SP No.2 5-7-8 oc purlins, except and verticals. wB 2 % 4 SP No.3 SOT CHORD Rigid [ailing directly applied or 6-0-0 cc OTHERS 2 % 4 SP No.3 bracing. 1 - Ply REACTIONS (Ib/lixe) 8.803/0-10-4. 4a250/Mechanical, 5-437/Mechanica1 Mox Harz Bw18D(LC 3) Mox Uplift 8�-394(LC J), 4w-156(LC 3), Sw-16O(LC J) FORCES (lb) - Maximum Compression/Maximum Tension .TOP CHORD DOTC1:8�-773/357,1-2.0/44.2-fOw-840/294.10-11w-756/311.3-11w-756/299, 3-12w-87/7, 4-12w-43/47 WEBS HORD Z=7�-3J2/858IJ-7.-40/168, 3-6--8703 4407-15w-393/780, 6-15w-393/780. 5-6w0/0 PLATE: SIMPSON STRONG SE i. 2. SOUTHERN TRUSS 4. COMPANIES 5. 2590 N. Kings Highway Fart Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 4-8-11 4-8-11 NOTES C; enclosed: MWFRS (lo. 1) Wind: ASCE 7-10; 170mph(3sec gual)Vasdw132mph; hw2011: TCDLw6.Opsl; BCDL.6.Opa1; Category 0; Esp Lumber DOL-1.33 plate gnp DOLw 1.33. 2) This Irus! has been designed for a 10.6 psi bottom chord five load nonconcurrenl with any other five loods. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplill at joint 8. 156 ID up"" al joint 1 and 160 Ib up011 0l joinI 5. 0) Hongsr(,) or other connection devices) shall be provided sufficient to support cancenlroled lood(a) 3 ID down and 37 Ib up at 4-2-15. 3lb down and 37 to up at 4-2-15. 93 Ib down and 92 Ib up at 7-0-14. 93 ID down and 92 ib up of and 39 lb down at 1-4-15, and 39 Ib down at 1-4-15 on top chord, and 10 lb down and 15 lb up at 4-2-15. 10 lb down and 151D up at 4-2-15, SO Ib down at 7-0-14. 50 Ib down al 7-0-14, and 39 Ib up u1 1-4-15. and 39 lb up at 1-4-15 an bollom chord. fie design/selection of such connection devices) is the responsibility of others. 5) In the LOAD CASES) section, loads applied to the face or the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increasew..33, Plate Increase.1.00 Uniform Loads (oil) Vert: 1-2 -90, 2-4w-90, 5-8•-20 Concenlralad Loads (Ib) Vert: I I-4(Fw2. B-2) 12�-187(Fw-93, B�-93) 14w-5(F'-3. B'-3) 15'�69(F'-34, B'-34) 9-8-4 4-11-8 1.5x4 II 3x4 = "' - 4-8-11 4-8-11 I 'URNISH A COPY OF THIS TRUSS DESIGN TO R 51GN BASED UPON THESE DESIGN CRITERIA: :oted from 20 gauge ASTM A653/653M Grade A or better ��\ \\ P r4 >d to both faces of truss at each 'oinll, Where•fir plates are symmetrically placed a�lout joint or as \� \ �f. •'�\V III �e acc,7m fished using equipment producing snug mp�esfionei6p chord to be continuously braced by the - w -eslraint shgwn is to prevent buckling of individual truss Id as a bracing Ion for the roof structure or as a plan roof to the bull ing. - }-•• N !G CAUTION: and o copse damage op d p rsopal in f Imps ly roce� �rac ng shgwngon his drawlpQQ Is IJyl' Efffib •s Plate Institute `TPI) 9C51 2008 BUILDING < publication MATION. Guile to good practice far handl'ny instolli,n �Lood lrlllssps . TPI IS��b83 al: Z18 North 4eel ®!reel ' F� L314. ale hone: 0 1 1 E-malt: in c Ipinsl.org s WARNINGS enclosed with drawing acka e. I 9-8-4 4-11-8 ITRACTOR TYPE: CJ7H cy perL (tor) 1/a.n >999 L/e 34a PLATES GRIP fC 0.93 0.67 WB 0.47 V.rl((LLjj -0.03 6-f VM(1L) -0.14 6-7 a006 Nor[ Tl)) 0.01 3 n/a 240 n/o A520 A51 &I 246/193 246/195 (Yalris) dl1.8 O.OD 6-7 >DDD 710 1 i LOADING DATE: Feb 2012 y1 % CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d • .- LOADING (pl) 'CU.30.0 SPACING 2-0-0 Plates Increase 1.00 ' 711L 15.00 D LVmasr Iscnnae1.33 9rsrecLL NO I - BCDL 0.0 Code FSC2010/TP12DO7 4/ "T//lull" ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 - Purlins. BC 2 % 4 SP No.2 we 2 % 4 SP Na.3 BOT CHORD Rigid ceiling directly applied or 9-B-1 oc OTHERS 2 X 4 SP No.3 bracing. 1 - Ply REACTIONS (lb/size) 4-202/Mechanical• 2066/0-11-5. 5-444/Mechanical Mae Horz 2-171(LC J) Max Uplift 4--123(LC 3). 2--298(LC 3). 5--113(LC 4) FORCES (lb) - Maximum Compression/Maximum Teneian 80 9 4-11-- TOP CHORD 1-2-0/21,2-9•-1171/266,9-10--I1101203. 3-10--1064/289. 3-11-- / 35/38 WEBS HORD 3-7-0/326/3-6- 12145/J7498/1066.7=1J•-348/1066,7-14.-J4B/1066. 6-14.-340/1066, 5-6-0/0 6510) QTY: 1 NOTES 1) Wind: ASCE 7-10; 170mph(J.ee qual)Vasd-132mph; h.2011; TCDL-6.Opsh BCDL-6.Op31; Category 11; Exp C; enclosed: MWFRS low-ris Lumber DOL-1.JJ plate grip DOL-1.33. 2) This Irws has been designed for a 10.0 psl bottom chord five load nonconcurrent with any other live loads. 3 Provide mechanical connection (by others) of trues to bearing plot. capable of withstanding 123 It, uplift al joint 4, 298 Ib uplift of joint 2 and I I3 Ib uplift al joint 5. 4) H.nger(.) or other connection tlevice(s) shall be provided sufficient to support concentrated tood(s) 4 Ib down and 21 lb up at 4-4-0. 4 Ill down and 21 It, up at 4-4-0. 90 lb down and BI Ib up at 7-1-15. 90 lb down and Bl Ib up al 7-1-15. and 45 It, down at 1-6-1. and 45 Ib down at 1-6-1 on top chord. and 22 lb up at 1-6-1, 22 lb up of 1-6-1. 12 lb down at 4-4-0. 12 It, down at 4-4-0. and 52 It, down at 7-1-15. and 52 Ib down at 7-1-IS on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ' 1) Regular: Lumber Increase-1.33, Plate Increase. 1.00 Uniform Loads (pit) Vert: 1-4--90, 2-5--20 Concentroted Lood, (Ib) 26, B--26) Vert: 10•42(F-21, B-21) I1--180(F--90, B•-90) 12-22(F-11, B-I1) I3--12(F--6, 8--6) 14.-52(F-- -1-10-10 5-7-1 9-9-5 1-10-10 5-7-1 4-2-4 3x4 = 5-7-1 9-9-5 5-7-1 4-2-4 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER - C - NTRACTOR TYPE: CJ7 L/d GRIP Oulatees are fabrriicated from 20 gougD Ue A6 3 653M Crude N THESE DESIGN CRITERIA: I. SEALING better g 9 / csr ,��\\ P T C //// ee o:ss `_ly1 we 0.42 PPE: OEFI (1.4) 1/d.n v�iiL -0..10 e6--1 >999 110 A520 246/195 rwrr(rl) 0.02 5 n/a /a AS 'a246/195 240 hot -dI pe galvanized steel. 2. ConneL�for plates are applied to both faces of truss at each �oinl. Where dimensions are not h wn, plates are symmetrically placed a ou1t joint or as V - . • • • �j (uuu;.) � � � � �� � LOADING wn.(LL) 0.04 6-7 >999 DATE: Feb 2012 indicated by circles %ol. 3. CC Cling gnd fabrics Ion shall be acc m lished using equipment producing snug .3. G� �• CRITERIA: ANSI TPI 1-2007 MATRI% Version: 10.2d SOUTHERN fl'ling joints and fu�Iy embedded ?[a�esp a. Unss otherwise noted, compres ion lop chard to be continuously braced by the oo� sheathing. ffhe g' ` rn3� Q O L51 y _ LOADING (psi) = li.! -' '; Tall 30.0 SPACING 2-0- N.M. Incr.a.. 1.00 COMPANIES 5. perman nl slrupturol restraint shgwn ig to prevent buckling of individual truss member an � Is no` Intended as a bracnn Ian for the root structure or as a pion = )- _ _ TCOL 15.0 < _ ecLL o.o Lumber In ... a,. 1.33 R.p St.... loci No FBC2010/TP12007 for the attachment of the root to the b if�Ing. CAUTION: �j _ BCDL 10.0 ced. 2590N.Ki11 Kings hwo B B y Fort Pierce, FI. 34951 Trus es pon be danq�erouS and Ga ca se ddams a and persopal Nnf.Y f itnpt a I y handed Installed anal/or traced. gracing sh wngon this drawl�0q is NVl' EKt BUILDING �TPI) CSI 2008 BUILDING •, � 41 (772)4G4-41G0 FBx:(772)318-0015 BRACING. Refer to the Truss Plate Insl(lute publication COMPONENT SAFETY INFORMATION. Guile a to ood ractice for handling installing f lnet I plate connected wood lr ses . TPI9 ID o�ed `. Z18 North 4e Street quite 14el�ephone: (03�683 �010 E-maA; meta®fpinsLorg i �j Q`.' v F,- L 3�7, Alexandra VA ?2314. Read all manufacture s WARNINGS enclosed with drawin acka e. ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TC 2 % 4 SP SS TOP CHORD Structural wood sheathing directly. applied or BC 2 % 4 SP Na.2 •Except' B2 2 % 6 SP No.2, 84 2 % 8 SYP' DSS. B5 2 % 4 SP SSBOT CHORD RigidOceilingadirectly applied or 10-0-0 cc we 2 % 4 SP No.3 bracing, Except: OTHERS 2 x 4 SP No.3 8-10-3 oc bracing: 10-11. 1 - PIy REACTIONS (Ib/size) 6�-68//Mechanical. 2w766/0-11-5, 7w715/Mechanic0l Max Hortft 2w171(LC 3) max up6 Mox orr- 6-1 (LCL 6).)2Z766(LC(1), 7LC )w715(LC 1(LC J) FORCES (lb) - Maximum Compression/Maximum Tension ) 4-15.-1037 295. 5-iS--987/301, 5-6w-58/3 TOP CHORD 1-2w0/T1,2-19w-1120/194,3-14w-1055/218. 3-4�-1496/387, / SOT CHORD 9-17w-J642/ 094, 8-17.-36%1094�7�8.0%� /90,3-11�-167/108, 10-11w-924/1446, 9-IOW-54/226, 9-9.-86/401, WEBS 5-8--1255/410 -1-10-10 4-4-4 1-10-10 4-4-4 6510 QTY• 1 NOTES 1) Wind: ASCE 7-10; 170mph(35ea gust)Vasdw 132mph; h-2011: TCDLw6.0pel: BCOLw6.Ops1: Category II; Exp C: enclosed: MWFRS (low -rice Lumber DOL-1.33 Plate grip DOL-lio.6 2) This Truss has been designed fora 10.0 psi bolt chord live load nonconcurtenl with any other live loads. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift of joint 6, 289 Ib uplill of joint 2 and 209 Ib uplill al joint 7. 4) Hanger(s) or other connection device(e) shall be provided sufficient to support concentrated lood(s) 4 Ib down and 21 Ib up al 4-4-0. 4 Ib down and 21 Ib up al 4-4-0. 33 Ib down and 21 Ib up al 7-I-I5, 331b down and t Ib up al 7-1-15, and 45 Ib down at 1-6-1, and 45 It, down al 1-6-1 on lop chord, and 22 Ib up al 1-6-1, 221b up at 7 I-1, 12 Ib dawn of 4-1-8, 12 Ib down al 4-1-8, and 96 It, down and 44 Ib up at 7-1-15, and 96 Ib down and 44 Ib up al 7-1-IS on bollom chord. The de iign/seleclian of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) seoffon, loads applied to the loco of the truss are noted as front (F) or back (B). LOAD CASE(5) Standard 1) Regular: Lumber In5reo3-1.33, Plate Increa-1.00 Uniform Loads (pit) 7-9�-20 V.1-6--90, 2-I2w-20, 10-11�-20, Concentrated Loads (lb) Vert: 12--12(Fw-6. D-6) 3-42(Fw 21, Bw21) 15.-40(Fw-20. B•-ZO) 16w22(F-I1, Bw I1) 17--192(F--96. 8--96 5-9-3 7-10-9 9-9-5 1-5-0 2-1-5 1-10-12 4-4-4 5-9-3 9-9-5 4-4-4 1-5-0 4-0-1 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO - C NTRACTOR TYPE: CJ7T cst OCrt( 1 m D,•) I/a.n L/dTAS LATES GRIP SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\\ //� � o;�� VIVVII -o:ii B 4 >i» 24z0 z+6/19a 1. Connectorelutes are fabricated from 20 gauge ASTM A653/653M Grade A or better \\ ` PT +� /� we o.:3 xerrtrLl 0.07 7 /aa/aS16H 246/195 hot2dippeG alvonized steel. V e • • • • 3� // la,h;.) xad(a) 00, a-v aeet z,o z. Connector plates are applied to both faces of truss al each 'oinl. Where . \ 1 + LOADING DATE: Feb 2012 dimensions ore not h wn, plates ore symmetrically placed about Joint or as �� ,.�ac7 \lr Version: 10.2d indicated b circles (so� J. t,linI'n fabr cci Ion shall be occ m fished using equipment producing snug ` �('^ �,•' r�Gj tij CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN RY ,ri )olnts anr� fully embedded pla�esp TRUS33 S 4. Unlesgs otherwise noted, compression lop chord to be continuously braced by the Q :' 0 ty LOADING (p,l) SPACING 2-o-a LLoop( 'sheathing. - / . % _ TCLL 30.o pmw mar.a,e 1.D0 COMPANIES 5. 1he permonenl structural restraint shgwn i to prevent buckling of individual truss ( _ TOOL 15.0 Lumber InerIncr,aee 1.NO member and Is not intended a a bracmg pan for the roof structure or as a plan ~ N ` < _ BCLL o.o Rep St re.e 8C2 NO for the attachment of the roo� to the budding. V _ BCOL 0.0 Cade reczolo/TPlzoo7 CAUTION: 2590 N. Kings Highway Tr us es co bbIle ddon erou acid a copse dhama9 o d p rs000ll inj'&'fEmpt�g9ly Fort Pierce,FI.34951 hanBRAeG�Reolertol�h�Tru�asPla-telnslllule�TPI)opubliCa�ionlP6CSIfV2V00BFFiiBttUIIILDINC (772)464-4160 Fax:(772)313-0015 COMPONENT SAFETY INFORMATION. Guige to good practice for handlin Installin g 4f mettal plate connected w22od Ir sses . TPI I I9 at 1g Nortjlle Street F� Juite 312, Alexandria VA ?2J14. RTelephone: (03� 613 �010 E-mall: lnlo®Ipinst.org �j .C1 Read all manufacture s WARNINGS enclosed with drawin package. / f ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or SC 2 % 4 SP No.2 'Except- B2 2 x 4 SP Na.3. 84 2 x 4 SP No.3 5-0-0 oe purrnS. OTHERS 2 % 9 SP No.3 BOT CHORD Rigid coiling directly applied or 10-0-0 oc I — Ply orating. REACTIONS (lb/size) 5-110/Mechanical• 2-430/0-8-0. 6.116/Mechanical Mo. Harz 2.133(LC 4) Max Uplift 5--47(LC 4). 2--221(LC 4). 6w-32(LC 4) FORCES (lb) — Maximum Compression/Maximum Tension TOP CHORD 1-2.0/21. 2-3-294/17, 3-4--223/49, 4-5-22/32 SOT CHORD 2-10--62/211,9-10-0/56.3-9--94/101,8-9-80/204.7-8.-39/135. 4-7-0/51, 6-7-0/0 6510 QTY' 2 . NOTES i 1) wind: ASCE 7-10; 170mph(3see gusl)Vasd-132mph: h�20rt; TLDL�6.Dps1: BCDL�6.Ops1; Category II; Exp C: enclosed: MWFan (low—rise and C—C Werior(1) zone: Lumber DOLw1.33 plot. grip DOL-1.33. This truss I, designed for C—C for members and lore.., and for MWFftS for r.aelions�speci6etl. 2) This truss has been designed for a 10.0 psi bottom chord live lead nonconcurrenl with any other live leads. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 5. 221 lb uplift at joint.2 and 32 lb uplift al joint 6. LOAD CASE(S) Standard -1-4_0 3-2-0 4-2-0 5-0-0 1_4_0 3-2-0 1-0-0 0-10-0 0 0 2x4 = 3-2-0 4-2-0 5-0-0 3-2-0 1-0-0 0-10-0 ATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO CONTRACTOR csI AFL is (rax) I/a.n SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ASTM A653/65JM Grade A or better ��\ P TCh' ///�� `�` o:io v. iln) .Of 1929 9 >999 Me tL 0.00 . I. Connector plates are fabricated from 20 gauge hot—�dlppea Sigel. •oin``. ,\ we o.OG �// (M.1N.1 r 999 wnalul o.or 9 .999 galvanized where 2. Connector pltlles are applied to both faces of truss at each dimensions Grp not h wn, plates are symmetrlcallyplaced a�loul joint or as 3� , •' �r 1 ��. •. LOADING SOUTHERN indicated by circles �o� 3. RI ling qnd tabrica�lon shall $e acc�glished using equipment producing snug ` :r .' Or' �4j y1 CRITERIA: AN51 TPI 1-2007 MATRIX `ff mbeded Ice. Q 0 TRUSS )onisandfuly a, lSnl z�s olhetwise notedP compression lop chord to be continuously braced by the _� ooef sheathing. herng. — ; LOADNG (Psi) W — 1cLL 30.o SPACING z-o-o Pmw ma..xe 1.00 COMPANIES 5. fD1 f perman nl structural restraint shgwn is to prevent buckling of individual truss member on is not intended as a bracing plan for the roof structure or as a plan = ! _ TCDL NO f-- < _ 3CLL o.o 10.0 Lamb.r Iner.aea 1.33 Rep Slrxas ncr res Coda FBC2010/TPI2007 for the attachment of the roof to the building. to — BCDL 2590N. Kings Highway Fort Pierce, Fl. 34951 CAUTION: Tr us es pan 6e d IngerouS and yag copse Bdoma a or d, personal ln)ur {(E (�i8 ly honed Installed anti/or braced. tlracing sh wngon IhIS �rawlpg rs t3CSl 2008 BUILDING \ (/ !�L (772)4G4-41G0 Fax:(772)]18-0015 BRACING. Refer to the Truss Plate Institute TPI) publication COMPONENT SAFETY INFORMATION. Guige `o good practice for handling installing I metal plate connected wood trysses .TPI is ID algd of p1g North 4e Street 112, ,• V ' • F 1�, ,� I,// 1 guile Alexandria VA �2314. Ieiephone: (/OSf 6C3-1810 E-mad: Ineio®tpinst.org Reod all manufacture s WARNINGS enclosed with drawing acka e. \ ///Illllllltl�\\ TYPE: J5T L/a PLATES GRIP xo A520 746/195 ./. AS IDH 246/195 240 DATE: Feb 2012 Version: W.2d LI 3 ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 6 LUMBER BRACING NOTES TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or I) Wind: ASCE 7-10: 170mph(3sea gu31)Vu3dw 132mph; h-2011; TCDLw6.Op31; BCDL-6.Op31; Calegory 11; Exp C; enclosed: MWFRS (low-rise) BC 2 % 4 SP No.2 'Except• B2 2 % 4 SP No.3, B4 2 X 4 SP No.J 6-0-0 oc puritns. and C-C Inlerior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and OTHERS 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oe for Mruss for bee. de!e specified. I _Ply bracing. 2) This Truss has been designed IDr o 10.0 psf bottom chord live load capable of withstanding with any 100 live boas. REACTIONS (Ib/size) 5�206/Mechanical, 2�532/0-8-D, 6w1]B/Mechanical 3 Provide mechanical conneclian (by others) of !toss to hearing plate copobla of wilhslonaing t001b uplift at joint S. 242 Moe ;ze)Har2-172(LC 4) ID uplift at joint 2 and 28 lb uplift at joint 6. Mae Uplift 5�-100(LC 4). 2--242(LC 4). 6--28(LC 4) LOAD CASE(S) Standard FORCES (to) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/21.2-3w-544/52. 3-4--607/179. 4-5-50/57 SOT CHORD 2-10--151/435.9-10-0/62,3-9--171/129,8-9--244/544,7-8--72/221. 4-7--2/164, 6-7-0/0 PLATE: SIMPSON STRONG ISE 1. 2. SOUTHERN . 13 TRUSS 4. COMPANIES 5. 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 -1-4-0 3-2-0 4-2-0 7-0-0 1-4-0 3-2-0 1-0-0 2-10-0 2x4 = 3-2-0 4-2-0 7-0-0 3-2-0 1-0-0 2-10-0 FURNISH A COPY OF THIS TRUSS DESIGN TO ERCGjtgr� MNTRACTOR S DESIGN BASED UPON THESE DESIGN CRITERIA: fabricated from 20 gouge ASTM A653/653M Grade A or better ed steel. 6 applied to both faces of Truss at each 'oin . Wjlere ihppwn, plates are symmetrically placed oBou joint or as ���" "'''�/ \�\� P T � R //// / / ,. ' Sl: J� t �� ri 0b! B °p:oo (Nabi•) LOADING CRITERIA: At ion shall be accpmplished using equipment producing snug y embedded ulale9. `C .' C ! ed, compression lop chard to be continuously braced by the - .,,,� LU LOADING lost) TCLL 30.0 :turol restraint shgwn i to prevent buckling of individual truss nfended a a bracing p)son for the roof structure or as o plan = ; !S = BaU 100.00 of the room to the building. N ; _� BCDL 10.0 Beroustand goCLlcoopse�r�omage opq p8Prs000l Inj �tifE�(�� ly /or race t ratio s wn on his raw! qq 1s TO Plate In., �TPI) publication FDCSI 2008 SUILQING \ (/ '• ie INFORMATION. Guile o good practice for handling installingSi •cled wood tr�dsses . PI 1 I of dd ql 1g North I ee Stree E-mail: Q` •' F \/ a VA ?2314. telephone: ( 03f693-11j16 iota®lpinsl.org tore s WARNINGS enclosed with drawina ciackwe, L b Iv� TYPE: J7T pert Doll 1/4sa "1 PLATES GRIP Vrtl((ll -p.OB 6-7 )99Y 360 Vrtl(nl -0.19 6-7 >U] 710 AS20 N6/199! Wn0.05 /a ASI&1 246/5 0-,LL .10 7>7a1 740 DATE: Feb 2012 .,a v Version: 10.2d SPACING ncrean 2_0 plot•.i.00 Lumber vlcreaee 1.33 Rep 61nae Mcr A Code FBC2010/TP12007 '//111111o" ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING' TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 % 4 SP 65 2-1-8 oc ieurlins, except and verticals. BC BC 2 x 4 SP SS BOT CHORD Rigid ceiling directly applied or 4-7-3 oc Ply bracing. 1 - WEBS I Row al midpl 2-13. 6-6 REACTIONS (llax ize)Har183255o(LC 6) 1, 13-2570/0-7-4 Max Uplift e--1031(LC 4)• 13--1031(LC 3) FORCES (Ib) - Maximum Ccmpres'fon/Idoximum Tension Top CHORD 1-2--326/105, 2-3w-4551/1926, 3-19--6 22/1868. t4-15•-4322/1868. 4-15--4322/1868, 4-16--4325/I868, 16-17--4725/1668.5-17--4J25/1B6B,5-6--4SS4/1926.6-7--327/105. 1-7J--294/132. 7-8--294/132 BOT CHORD 52IOw-20916 30s 6, 1 61 J61/3J62105, 11-16--2096/5105. 10-11•-2096/5105. Ill-19•-2096/5105, 19-20•-2096/5105, WEBS 2-12--480/1204, 3-12--f01/6t6. 4-12--1072/466, 4-10-0/413, 4-9--IOSB/466, 5-9--101/617. 6-9--480/1285, 2-13w -3806/ 1621. 6-8 w-3B 10/ 1621 3-8-14 6-11-4 1 11-7-4 3-8-14 3-2-6 4-8-0 6510) QW• 1 NOTES I) Unbalanced roof livs loads hove been considered tar this design. 2 Wind: ASCE 7-10; 17amph(3sec gusl)Vosd-132mph; h-201t: TCOL-6.OpsY BCOL-6.Opsf; Category 11; Exp C; enclosed; MWFRS (low-rise Lumber DOL-1.33 plot- grip 00L-1.3J. 3j Provide atlequale drainage to Orevenl water pending. 4) This truss has been designed fora 10.0 pal bollom chord five toad n-concurrent with any other live foods. 5 All plates are AS20 plates unless otherwise indicoled. 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1031_ Ib uplift at joint B and 1031 Ib up611 of joint 1]. 7) Honger(') or olhar connection device's) shall be provided sufficient to support concentrated food(,) 400 IO down and 272 Ib up al 6-I1-4. 179 Ib down and 141 Ib up at 9-0-0. 179 Ib down and 141 Ib up of 11-0-0, 179 Ib down and 141 to up al 12-2-8. and 179 lb down and 141 lb up al 14-2-8. and 400 Ib down and 272 Ib up at 16-3-4 on lop chord• and 482 Ib down and 172 Ib up al 6-11-4, 90 Ib down of 9-0-0. 90 Its down al 11-0-0. 90 Ile down al 12-2-0, and 90 It, down at 14-2-0. and 482 Ite down antl 172 Ib up al 16-2-8 on bollom chord. The design/selection of such connection device's) is the responsibility of others. B) In the LOAD r/SE(S) section, loads applied to the face of the truss ore noted as front (F) or bock (8). LOAD CASE'S) Slontlard 1) Regulor: Lumber Increase-1.JJ, Plate Increase-1.00 Uniform Lpit Veods 1-3. -90, 3-5--90, 5-7--90, B-13•-20 Concentrated Load' (Ib) Vert: 5 1 20F' S65340(F) 11--65(F) 12--482(F) 9•-482(F) 14--179(F) 15--179(F) I6--179(F) 17--179(F) IB--65(F) 15-3-4 19-5-10 23-2-8 4-8-0 3-2-6 3-8-14 45 = 3x8 = 4x5 = 4.00 FM ;. 14 15 4 16 17 5 5x6 = 3x8 = 4x8 AS1811 = 3x8 = " 1x4 II 6-11-4 11-7-4 16-3-4 23-2-8 6-11-4 4-8-0 4-8-0 6-11-4 �Cf�NTRACTOR PLATE. SIMPSON STRONG N TIE FURNISH A COPY OF THIS TRUSS DESIGN TO - SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Grade A better �\ \� � is o.ea T S �/ M 1. Connector plates qre fabricated from 20 gauge ASTM A653/653M or -,,` P V' ,D,ca 0.73 /j (Wt. hol-divvpetl galvanized steel. 2. ConneC,(or plates are applied to both faces of Iruss of each 'Din``. 1Hjlere 0imenslons are not h wn, plates are symmetrically placed adoul joint or as �o� - \ 3 / \' . �_ 1� + LOADING SOUTHERN Indicated by circles 3. �p (ling, q 1 tobri a Ion shall ye accGGm lished using equipment producing snug fillngjointsandcfullyembeddedplate. r�(0 yj CRITERIA: AI TRUSS 4. Uni7ss otherwise noted, compression top chord to be continuously braced by the roof shealhln . The r�l structural restraint shown is to revent buckling of individual truss ` _� Q , 5 - W : 0 1]1 LOADING (p.l) J 7cLl 30.0 ( _ TcoL 15.0 COMPANIES 5• perman member Dorf Is notl intended a a bracing plan for the roof structure or as a plan the to the building. = I- C ecLL o.o = ecDL 10.0 for the ottachmenl of roofs CAUTION: (fJ (� 2590 N. Kings Highway Fort Pierce, FI. 34951 Trusses pan be danUerou and Cap copse damage onq persopal Inj 1 ��fE�n r�g ly handled Installed antl/2r braced, gracing sh wn on this drowlpq 1s Institute �TPI) 9SCSI B BUILDING (772)4G4-41G0 Fax:(772)3I8-0015 BRACING. R Nr to the Truss Plate publication . COMPONEN1gSAFETY INFORMATION. Gui4e to good practice for handltng installing f mett I pI4to connected w od tc� sex . PI I fed t, p1B Nortjl 4e Street �010 '• i •, e`.' \ FL guile 3�"[, Alexandria VA z2gS14. telephone: (is0���83 E-matl: Ineio®(pmsLorg ri-in ocka e. / Read all mont.fa f.jr. s WARNINGS enclosed with (1ar) 1/6.11 1/1 PLATES GRIP Vel(lll -0.10 la >999 mo A520 246/195 Vwl it -0.41 D-10 >e.. 24a Har(fl1 0.11 6 /e / A518H 246/195 161xI LL 0.19 f0 >999 210 DATE: Feb 2012 " ,a,� Version: 10.2d SPACING 2-0-0 Plat.. Incr.a.. 1.00 Lumber Incr.ea. 1.33 Coed. St-, In.r NO F8C2010/TP12007 15 r/1111111011 Fs STANDARD PACIFIC 6510 QTY: 1 ARCE ENGINEERING - , BRACING NOTES LUMBER TOP CHORD Structural wood sheathing directly applied or 1) UnDalaneetl root live load. have been considered for Ihis design. C; ...lewd; MWFRs (low-riaa) TC 2 % 4 SP No.2 3-6-5 oc pur6ns, except end vertical.. 2 Wind: ASCE 7-10; 170mph(3sec 9us1)Vasd.132mph; h.2011: iLDL•6.Dps1; BCDL•6.Ops1; Calegary II; Exp BC 2 % 4 SP No.2 and C-C Inierior(1) sons; Lumber DOL• 1.33 plate grip DOL• 1.33. This I.... is tleaignad for C-C for members and lorees, antl WB 7 X 4 SP No.3 -Except' EVl 2, X 4 SP No.2. EV2 2 x 4 SP No.2 DOT CHORD bracing iling directly applied or 6-11-6 ac for MWFRS for raacliona specified. ?a 3) Provide adequate drain.,. to prevent voter ponding. REACTIONS (Ib/si2e) 7.1260/0-7-4, 11.1260/D-7-4 4 This truss has been designed for a loll pat bottom chord live load nonconcurrenl with any other live load.. Max Hors 11 w-64((LC 7JJ 5 Provide mechanical connection by others) of truss to bearing plate capable of withstanding 376 ID uplill of joint 7 and Max Uplift 7.-376(LC 5). 11.-375(LC 4) 376 Ib uplill at joint 11. FORCES 0b) -Maximum Compression/Maximum Tension 814, _ _ T CHORD 10�11. �891/1635, 9 �103. /620/18BB, 8� 9.8/620/1688, 7-B." � B. /691/1635-J56/72 1-it -291 /138, 6-7.-291/138 LOAD CASES Slander WEBS 2-10.-85/335, 3-10.0/TOD.4-0/206.,5-8.-85/335,2-I1.-1634/002. 5-7.-1634/802 4-7-6 8-11-4 14-3-4 18-7-2 23-2-8 4-7-6 4-3-14 5-4-0 4-3-14 5x4 = 5x4 = ..... r-rn- 3 4 3x5 = 3x4 = 3x4 = JX4 = PLATE: SIMPSON STRUNG SE I. 2. SOUTHERN J. TRUSS 5' COMPANIES 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fex:(772)318-0015 8-11-4 14-3-4 23-2-8 8-11-4 5-4-0 8-11-4 �C FURNISH( A COPY OF THIS TRUSS DESIGN TO NTRACTOR TYPE: H1 GRIP TIE (LING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\\ //// o:iu „ I,d.a lye PLATES �; lint-0.4610-11 Y595 i o Asio 246/195 7 ' /. /. 246/195 ;onneptor plates are fabricated from 20 gauge ASTM A653/653M Grade A or better ot-dlpppetl ooalvanized steel. 'oinl. �� _ w1 o.ee / (ucIli.) J� Na.lr�; o.oe As16N wine ll 0.lx 10-11 1994 NO :onneClorplbtes are applied to both faces of (ru s at each Where h wn, ore symmetnca lly placed allout joint or as �' ,• �/ . , LOADING DATE: Feb 2012 10.2d. imensions arp not plates Idicated by circles �o� fling and fabrication shall g occlmsplished using equipment producing snug la e G�. r�Fj y1 CRITERIA: AN51 TPI 1-2007 MATRIX Version: lilIn joints and fu ly mbed ed . Inlgsus otherwise note compresgion lop chord to be continuously braced by the _� 'Q. h W LOADING (psi) •; iCLL ]0.0 SPACING 2-0-0 00 Plebe lnew.p 1.33 0al'Sheathing, he permanent struptural restraint shgwn i to prevent buckling of individual truss nember and is not Intended os a bracing p�on for the roof structure or as a plan to the building. = )� (f) ( _ TCDL 15.0 < _ BCLL 0.0 (� _ BCDL 10.0 LumD.r inc .use 1.33 Rap sines incr YE 5 code FBC2010/TP12D07 or the attachment of the root CAUTION: frus§es part t�e gongerous� and gogl copse damage aped p�erso �0911y ed Ins Ole an /Of race ratio sh WO 00 his row1 is IRA Plate Institute TPI) C51 2008 BUILDING \ \ !�L ,• )RACING. Refer to the Truss publication OMPONENT SAFETY INFORMATION. Guile to good practice for handling installing Zf jne(N plate connected w Qad lr ses .TPI Ip olledd of p1B or" leC Street VA 1pe�ephone: (OJ�6B3-1d10 E-mall: fell msf.org /, (� wile 2: Alexandra ?2314, . 2d all manufactures WARNINGS enclosed with drawin acka e. ////IllllllEt�\\\ QTY: 1 STANDARD PACIFIC 6510 ARCE ENGINEERING BRACING LUMBER TOP CHORD Structural wood sheathing directly opplied or NOTES 1) 2-ply to be connected together with 10d (O.1J1"x3') nails as Iollows: lollowa: 2 % A - 1 row al 0-9-0 oc. TC 2 % 4 SP No.2 BC 2 % 4 SP No.3 'Except' Bt 2 % 4 SP SS. B2 2 X 4 SP SS, B3 2 X 4 SP SS BOT CHORD Rig d ceiling directly applp',ed od 7er� c5 oc ord. To hods connacled as Bull chartla connacled os Iollows: 2 X 4 - 1 row at 0-7-0 oc. Iollows: 2 X q - 1 row al 0-9-0 oc. CASE(5) WB 2 % 4 SP No.3 prating. Webs connecletl as front or back (B) loco in the LOAD 2) All loads are tonsidored equoily applied to all plies, except it noted as (F) or (B), unless otherwise OTHERS 2 X 4 SP No.J SLIDER Lell 2 % 4 SP No.3 2-4-1 l noted section. Ply to ply connections hove been provided to distribute only loads noted 2 - Ply 23.2363/Mechanical ;ndl;-ted. p p q ty C; encloaad; MWFRS (low-rise); 3) Wind: ASCE 7-10: 170mph(3sec gust)Vosd•132mph; h•2011: iLDL-6.0 sl; BCDL-6.0 sl; Cole o II; Esp REACTIONS (Ib/size) 2-2279/0-8-0, Max Harz 2-174(LC 3) Lumber OOL-1.3J plot, grip DOL-1.33. Max Uplift 2--932(LC 3). 23w-854(LC 3) q Provide adequate drainage to prevent water pontling. designed for o 10.0 pal bottom chord live load nonconcurrenlwilh any other live loads. FORCES (lb) -Maximum Compression/Maximum Tension 4-5--11247/J739, 5-6--0048/2686, 6-24--7907/2746. 24-25--7907/2746, 5 This truss has been toindicated. 6 All Plates ore A520 plates unless otherwiseparallel Isurlaee.roilel to grain value using AN51/TPI I angle to groin formula. Building designer should TOP CHORD 1-2-0/22, 2-3--7132/2278. 3-4--7001/2277. 7-25--7907/2746, 7-26--5431/1925. 26-27•-5431/1925, 8-27--5431/1925, B-2B--5431/1925. 28-29--5431/1925, 7 Bedfy toat pocity joint(s) Daor bearing of withstanding B32 N uplift al joint an 9-29--54J1/1925.10-23--2J63/854, 9-10--2214/BdB 30-J1 w-2643/7829. 12-J1--2643/7829. 8) Provide mechanical connection (by others) of truss to bearing plate capable BOT CHORD 2-15--2199/8495, 14-15w-22J3/6617, 1]-14--349J/10280, 1]-]0--264J/7829, 11-J3•-2746/7907, 11-J4--139/353. 34-35--139/353, 10-35--139/353 854 It, uplift of joint 23. ' 12-32--2746 7907, J2-3J--2746/7907. 4-15--157J�74. 4-14--1583/4537, 5-14--529/1665. 5-13--26B9/923. 6-13--528/1005. 6-12--163/B3, 7-12•-24/322. LOAD CASE(5) Standard WEBS 7-11--2634/874, 8-11•-658/J46. 9-I Iw-1900/5403 - 1) Requion Lumber Increase-1.33. Plate Increase-1.00 Uniform Loads (pll) Verl: 1-2--90, 2-6--90, 6-9--90. 2-15--20. 14-15--20, 10-14--20 Concentrated Loads (lb) 26--116(F) 27--116(F) 28--116(F) 29--1oa(F) 30w-116(F) 31--I IB(F) : 6118il%F) 13I-813(4-I 3Y•34. IB(F)FJ55--116(F) 7-0-0 11=4-15 15-8-1 6-10-0 20-1-0 1-4-0 3-2-0 1-0-0 2-10-0 4-4-15 4-3-3 1-1-15 3-3-0 4.00 FM I O Ix4 II 2 n 3x8 3x4 ::: 1 x4 II 2.093TJ2' SIMPSON STRONG TIE SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 5x5 507'0AS F 5x7 = 3x4 = lx4 11 5x9 = 94 725 26 27 8 28 29 9 402 =lx4 II 1.5x4 1x4 II tx4 II F-11 23 2x4 - 1.5x4 = 17-10-0 3-2-0 4-2- 7-0-0 11-4-15 15-B-1 6-10-0 20-1-0 3-2-0 1-0-0 2-10-0. 4-4-15 r4-3fi3 1-1-15 2-3-0 1-0-0 RNISH A COPY OF THIS 9 ► 3LML-IINV VI 1. Connector plates are labricaled from 20 gauge ASTM A653/653M Grade A or better hot-dl ped galvanized steal. 2. Conine plates are opplied to both faces of truss at each 'aint. Where dimensions arg not h wn, plotes are symmetrically placed about joint or as Indicated by circles �0 3. C (ling, and fabrication shall be act m lished using equipment producing snug fYlln )olnts and fully embedded pla�es 4, Unleesgs otherwise noted, compression top chord to be continuously braced by the oDl sheathing. 9 s, 4he perma.I:t st pptuvohe�slean nrn rnn olonofor the f00f SItfUCture ovIas o plans and is N (N.Iri.0.97 � LOADING CRITERIA: At LOADING (pot) TCLL J0.0 TOOL 15.g BCLL 0.0 ' t\e BCDL f0.0 C13G - DUL to floe) I/dal L/d PLATES iz-13 >eo Jso VwI R-0.6412-I] 1367 2.a A520 Non(T0.]7 2J n/o n/o ASIBH whdlLLO.l Ll e 17-IJ >e 23 740 DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 Plot.. Inane.. 1.00 Lambs Incr.oa. 1.303 Rap SiIncr NO Code FBC2010/TP12007 GRIP 246/195 246/195 LI!J /////)CJ1Jl`,, ARCE ENGINEERING STANDARD PACI LBRACING UMBER TC 2 x 4 SP No.2 - TOP CHORD Structural wood sheathing directly vi applied or 2-0-8 cc purlin,, except end verlitols. Bl 2 % 4 SP S5, 82 2 % 4 SP 55, B3 2 % 4 SP SS BOT CHORD Rigid ceiling directly applied or 4-4-10 oa BC 2 x 4 SP No.3 •Except' 08 2 x 4 SP No.2 bracing. WB 2 x 4 SP N0.3'Except' EV2 2 x 4 SP No.2 WEBS 1 Row al midpi 5-12 OTHERS 2 x 4 SP No.3 SLIDER Left 2 x 4 SP No.3 2-4-1 1 - Ply REACTIONS (lb/size) 2-1276/0-8-0.22-1113/0-6-0 Ma, Mort 2�214(LC 4) Mox Up1Rl 2w-48B(LC 4), 22--371(LC 4) FORCES (lb) - Maximum Comppre.,ion/Mvximism Tension TOP CHORD 1-2w0/22.2-3.-3465/1278,3-4:-3357/1280,4-5.-5346/2193,5-6--2809/1189,6-7w-2177/981, 7-8--2177/981, 9-22�-1113/502, 8-9�-1036/523 BOT CHORD 2-14--1327/3124,13-14w-1340/3187.12-13--2151/4874, 11-12--1192/2570. 10-11 1192/2570. 9-10w-67/150 WEBS 4-14.-739/331 4-13�-989/2176. 5-13--28D/083, 5-12--2257/975, 6-12--103/500. 8-10•-979/2171. 7-IOw-518/367, 6-10�-527/234 6510 QTY• 1 NOTES 1) Winq: ASCE 7-10; 170mph(3.ec gu,l)V.,d-132mph: h.201t: TCDL�6.O t3f; BCOL�6.Opsl; Category R: Exp C; enclosed: MWFRS (low-rise and C-C Inlerior(I) [one; Lumber DOL-1.33 plate grip DOL�1.33. This Truss is designed for C-C for members and lore.,, and for MWFRS far reactions specified. 2) Provide adeq,ol, drainage to prevent water ponding. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other five loads. 4 All Plates are A520 plot., unless otherwise indicated. 5 Bearing at 'Dint(,) 2, 22 considers parallel to groin value using ANSI/TPI 1 angle to grain lormula. Building designer should verily capacity 01 bearing surlaoe. 6) Provide mechanical Can, cli.n (by others) o1 truss to bearing plot. capable of wilhslanding 4881e uplift at joint 2 and 371 Ib uplift at joint 22. LOAD CASE(S) Standard -1-4- 3-2-0 4-2- 9-0-0 14-11-0 20-10-0 1-4-0 3-2-0 1-0-0 4-10-0 5-11-0 5-11-0 I I 1 ,rj 1 0 4x9 = Ix4 II 1 x4 II Sx p(p�lS I I G 3x4 2.09 I T 1 3xA 5x6 8 F-It 22 1.5x4 = 3-2-0 4-2- 9-0-0 13-0-0 16-10-0 1 -10-0 20-10-0 3-2-0 1-0-0 4-10-0 4-0-0 1 3-110-0 1-0-0 3-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge AS TM A653/653M Grade A or better hot-dl ped alvanized steel. 2. Con or pll les are applied to both faces of truss al each 'Dint. "ere dimensions arc not ?Shpwn, plates are symmetrically placed ailout joint or 0s TO ftQNTRACTOR �� P TE,q ////i 1�� • • / ,•' �r J� (,G c S:�' we o7e lueld.)' LOADING CRITERIA: At indicated by circles 1011. (ling,gnd fabricstton shall bbe acc m )ished using equipment producing snug 3. R. and fully mbedded pla�e SOUTHERN f.Y Ing Irs J' ,• C:� r�J� 4 0 ' 0 Joints TRUSS 4. otherwise nolef7 compression lop chord to be continuously braced by the : sheathing - buckling of individual truss ; W : h - LOADING (9.0 TOLL 30.0 To COMPANIES 5 4he permanerjl structural restraint shown is to revent member and 1s not intended D a bracing pion for the roof structure or os a plan the Tootothe building. - ! _ - TCOLBCU. 1s.o BCLL o.a BCDL 10.0 for the attachment of CAUTIONS V 2590N. Kings Highway Tr us es pa a den eroLiand Ca copse damage and p rsopal iRj,��lifErngt�lg�(ly Fort Pierce, FI. 34951 hond�ed ms�alled an�/or Traced. tlrocing sh wn on Ines �rowig Is KRttl� �TPI) CSI 2008 BUILDING \ \ 772)464-41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute publication ( COMPONENT SAFETY INFORMATION. Guide to good practice for hondling installing wood ITSses PI I9)Fa dal p01gENorljl (e heel , F V 44f me al plots connecled . VA oe 12il w�1th drowi�nlo�oclko nuandfacno Re- tureZs3WARlepNGS�eT0losed TYPE: C12 DEFL (1••) 1/asll L/a PLATES GRIP vnl((((LL1 IN, 0.21-13 >e4e ]60 WrlK8 N 12-1 I7 >3� 1� AS20 246/195 i A510H 246/195 4 LL 135 12-13 >703 740 U III: o1v e Version: 12 0.2d SPACING 2-0. 0 plater InenaR Lumber I -as. 1.33 Rep St.... 21`' TES Code FBC010/TPI2007 WRI ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vasd�132mph; h•2011: TOOL-6.Opsl; SCOL-6.Opsf; Category 11; Exp C; enclosed: MWFRS (low-rise) This truss is designed for C-C for members and forces, and TC 2 X 4 SP No.2 BI 2 % 4 SP S5, B2 2 % 4 SP 55, B3 2 % 4 SP SS 2-0-6 oc purlins, except end verticals. - and C-C Inlerior(I) tune; Lumber DOL-1.33 plate grip DOL•1.33. for MWFRS for specilietl. BC 2 X 4 SP No.3 •Except• 88 2 x 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-4 oc reactions 21 Provide adequate drainage to prevent water pending. WB 2 X 4 SP No.3 - bracing. J This truss has been designed for a 10.0 pet bottom chord five load nonconcurrent with any other live loads. OTHERS 2 % 4 SP No.3 SLIDER Loll 2 % 4 SP No.3 2-4-1 4 NI plates are A820 plbles unless otherwise intlicaled. 5 Bearing al 2, 24 considers parallel to grain value using ANSI/TPI 1 angle to groin formula. Building designer 1 -Ply REACTIONS (Ib/si:e) 2.1276/0-8-0. 24.1113/0-6-0 1'oinl(s) should verily copaclly of beorin9 surface. fi) Provide mechanical connection `by others) of truss to bearing plate capable of withstanding 481 to uplift at joint 2 and Ma. Hors 2�234(LC 4) Max Uplift 2•-481(LC 4). 24•-377(LC 4) 377 lb uplift at joint 24. FORCES (lb) - Maximum Compression/Minimum Taneton TOP CHORD 1-2•D/22,2-3�-3462/1249.J-4�-3353/1251.4-5--5365/2180.5-6--2927/1195.6-7�-2109/912. 7-8•-l4BJ/670, LOAD CASE($) Standard - 8-9--148J/670, 10-24--1113/503, 9-10--1057/521 BOT CHORD 134�3120. 15-16--1357/3181, 14-IS•-2188/4904, 13-14.-1235/2747, 12-13�-890/1996. 11-12--898/1996, '-16� 10-11•-29 65 WEBS 4-16:-731/340, 4-15--1007/2202. 5-IS•-277/850, 5+14•-2TBI/963, 6-14--156/511, 6-13•-999/444, 7-13•-217/656. 9-11�-749/1657.8-11--466/325. 7-11•-594/263 I- 1-4-3-2-0 4-2- 8-6-9 11-0-G 15-11-0 20-10-0 1-4-0 3-2-0 1-0-0 4-4-8 2-5-7 4-11-0 4-11-0 40 = 7 1 x4 ' II --- 5Xi(PRS I I c l x4 )I 3x4 2.093r-1- I PLATE: SIMPSON STRONG Ti SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 5x5 = 9 FI 24 1.5x4 = 3-2-0 4-2-I? 8-6-9 11-0-0 1 13-0-0 16-10-0 1T-1040 20-10-0 3-2-0 1-0-0 4-4-8 2-5-7 2-0-0 3-10-0 1-0-0 3-0-0 .[ FURNISH A COPY OF THIS TRUSS DESIGN I. Connectorplates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dlppetl olvanized steel. 2. Connector pl tes are applied to both faces of Truss at each int. Where dimensions arg not h wn, plates are symmetrically placed o6cul joint or as indicated by circles �o� 3. King. qnd fabricallon shall be acc7mplished using equipment producing snug King. joints and fu ly embedded la es. 4. Unl ss otherwise noted, compression lop chord to be continuously braced by the rooei sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss member end is not intended a o bracing Ian for the roof structure or as a plan for the attachment of the roofs to the bull&in . CAUTION: Trusses can be dangerous and con cause damoge orld pgrsopol Injtrryjf-i=y,Rgfly 09 P�TCR C NTRACTOR ec oii WB 0.60 )iL /.1 (um44 1 LOADING CRITERIA: At LOADING (pit) .- TCLL 30.0 TCDL 150 BCLL 0.0 (�. n BCDL 10.0 T-y\\ ��, /� • �� Lin F- I II15Iov DEFL ' (Ice) I/4.n vnV.l(lU-rL o.5914-IS >9SD NorF(n7 a.26 24 /a ulna " 0.31 14-1s 76. SPACING 2-0-0 P1o11. In<nase 1.00 Lumber mere... 1.33 "P Slr4es lncr YES Code rfiC2010/TP12007 TYPE: C11 L/e PLATES GRIP 240 A520 246/19S 7i0 ASI5H 246/195 DATE: Feb 2012 Version: 10.2d `'i ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 81 2 x 4 SP S5. 82 2 X 4 SP S5, B3 2 X 4 SP SS 2-0; 5 oc purlins, aeeepl and verticals. Sc 2 X 4 SP No.3 'Eecapl' 98 2 X 4 SP No.2 DOT CHORD Rigid ceiling directly applied or 4-7-14 oc WO 2 X 4 SP No.3 'Eecapl• EV2 2 x 4 SP No.2 bracing. OTHERS 2 X 4 SP No.3 WEBS 2 Rows al 1/3 pis 8-22 SLIDER Left 2 X 4 Ste No.3 2-4-1 1 - Ply REACTIONS (lb/Hors 2-1276/0--0.22-1113/0-6-0 Moe Uplift 2--473(LC 4). 22--3B6(LC 4) FORCES (to) - Moeimum Compression/Maeimum Tenston 17 / ISBf/713, TOP CHORD 1-2-0/22.2-3--3460/1221.3-4--3351/1223.4-5--5382/2162, 5-6--2911/1148, 6-7-- 17 703. 7-8-- 9-22--1113/5115, 8-9--1022/538 SOT CHORD 2-14--1364 3119.13-14--1377/3181,12-13--2213/4920.I1-12--1234/2729.10-11--1234/2729. 9-10--68/147 WEBS 4-14.-736�46,4-13--1018/2222.5-13--286/864.5-12--2216/991.6-12--150/506.6-10--1255/562. 7-10--67/179, 8-10--713/1584 NOTES 1) Wind: ASCE 7-10; 170mph(33ec gusl)Vasd-132mph: h-20ft; TCDL-6.Opsh BCOL•6.Op51; Colegory 11; Esp C; enclosed; MWFRS (low-rise and C-C Inter)or(1) lone: Lumber DOL-1.33 plate grip DOL-t.33. This Imes is designed Ior C-C for members and forces, and for MWFR5 for reactions specified, 2J Provide adequate drainage to prevent water ponding. 3) This truss has been designed [or a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4 All plot,, ore AS20 pioles unless otherwise indicated. 5 Bearing of )'viol(.) 2. 22 considers parallel to grain value using ANSI/TPI 1 angle to grain lomulo. Budding design,( should verily capacity o1 bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 473 lb uplill of joint 2 and 356 lb uplift at joint 22. LOAD CASE(S) Standard 1 1 4 Q 3-2-0 ,4-2-Q 8-6-9 13-0-0 16-10-0 17-10-0 20-10-0 1-4-0 3-2-0 1-0-0 4-4-8 4-5-7 3-10-0 1-0-0 3-0-0 5x5 = 7 5x6 = 8 F-11 22 FRS hI a _ _ lx4 II. 1.Sx4 1 x4 II Ja Sx = 3x4 = 2.09 3-2-0 4-2-Q 8-6-9 13-0-0 16-10-0 17-10-0 20-10-0 3-2-0 1-0-0 4-4-8 4-5-7 r 3-110-0 1-0-0 3-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO C NTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ��� C //11 cS I. Connector ptotes are fabricated from 20 gouge ASTM A653/653M Grade A or better V" "' lip iN=tri't hot -di petl GGolvanized Sigel. 2. Connector fates area Iced to both faces of rg at each hintt. Where dlmenslonsparg not h applied plates are symmetrically placed a�oul join) or cis �� . • 3 L fir I i LOADING indicated b circles09 3. CC Ilin gnd�yfabr'ca Ion shall bbe occomulished using equipment producing snug SOUTHERN f�ling� ts and fu�ly mbedded lalm G i :�• .' Gl <0 y1 �_ r•n3 CRITERIA: Al join 4. Unl ss otherwise nolelu compresEion lop chord to be continuously braced by the TRUSS Cover sheathing. - r 4. M 0 w LOADING (pet) COMPANIES 5. the perman of structural restraint shown is to prevent buckling of individual truss member anrcis no tt in o a brocin plan for the roof structure or as a plan = the to the bl�ilding. ( - 1-- _ (G TCDL 13.0 9CLL 0.0 10.0 for the attachment 0f roo� CAUTION: to 1 BCOL B B y Tr es ca be don erou and 0 copse damage a Q p rsopal In f I I 2590N.Kii1 Kings Highway Fort Pierce, Fl. 34951 h0nd�ed Insgalled an� or sbrace� �racln sh wngon opderawl gg 1slyl' E�� y BRACING. Refer to the Truss Plate Institute �TPI) publication �kiCSI 2008 BUILDING �\ 41 (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing f mettal plate connected wo d lr see . TPII t d al Z1g North t e gbeet (TO3fab�d-1f)10 E-mall: Ine10®lpins(.org ,• i F �- Suite 312, Alexandria VA Z23o14. lVelsephone: Read all manufactures WARNINGS enclosed with drowin ocko e. �� TYPE: C10 DUL flad Va•a L/a PLATES GRIP V-I(LLI -0.26 2-13 1929 Val ll-0.6112-13 >404 360 240 AS20 245/193 Nwr((R D.]e ]] /o w,nd(LLI a.32 R-13 >771 / e 740 As1eM 346/19a DATE: Feb 2012 TPI1-2007 MATRIX Version: 10.2d sPAc,Nc 2-0-0 Plotee Increase 1.00 Lumbar Ins - 1.33 flap Slrese in" YES Code FBC2010/TPI2007 N AN 14L 'r/llllIII W ARCE ENGINEERING STANDARD P LUMBER BRACING TC 2 X 4 SP No.2 •Except• TI 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or s. BC 2 X 4 SP No.2 3-2-9 oc pu direct except end verl-7 c wB 2 x 4 SP No.3 •Except• EVZ 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-7 cc OTHERS 2 X 4 SP No.3 1 Roe bracing. Ra I - Ply WEBS at midpl 3-9. 5-0 REACTIONS (lb/Size) B.I i I J/0-6-0, 2. 1276/0-8-0 Max Harz 2-333(LC 4) Mon Uplift 8--395(LC 4), 2--463(LC 4) FORCES (lb) -Maximum Compression/Moximum Tension _ _ BOT CHORD 2-11./2000/2210, 10/1 B6, 3000/221059 10w-1000/22104 8-9w 6539/11g24, 7-8-219/173. 6-7--66/18 WEBS 3-11-0/253,3-9w-1024/473. 5-9--49/517. 5-0--1338/641 IFIC 6610 QTY:1 NOTES 1 Unbalanced root live loatls hove been considered for this design. MWFRS low-rise 2 aWind nd CAC nlerior(1) zone h(Lumb. DOLw . plat32me grip DOL•1.33L This truss i designed for CCOL9Crlolr mom bar and farces, one ) I., MWFRS for reactions apeciftetl. 3jj)j Provide adequate drainage to prevenl water ponding. 41 This truss has been designed for o 10.0 psi boltom chord live load nanconwmenl with any other live loatls. 5 Provide mechanical connection (by others) of truss io bsorIng plate capable of withstantling 395 lb uplill at joint B and 463 lb uplill of joint 2. LOAD CASE(5) Standard 15-0-0 —1-4— 6-0-1 12-11-12 1 —10-9 20-10-0 6-11-11 0-10-13 5-10-0 1-4-0 6-0-1 1-13z4 = 4.00 FM2x6 II 3x4 - fi 7 1 0 1x4 II 3x4 = 3x4 = 6-0-1 12-11-12 1 —10-9 20-10-0 6-0-1 6-11-11 0.10-13 6-11-7 ATE: SIMP$ON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER N CbNTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: `\\ \\\`P TC,/// Dc al I. Connector ptales are fabricated from 20 gauge ASTM A653 653M Grade A or better \ �` We f I0.49 hot—dl ped alvonized steel. V 0 , • • • • • , 2. ConneL�tor plgates are applied to both faces of truss al each 'oinl. R(lere tj J1f LOADING dimensions arg not h wn, plates are symmetrically placed a6ou1 jolnl ar as ^++ indicated by circles �o� . '.��. �3' CRITERIA: Al 3. indicated fabri a'ion shall bbe acc�msplished using equipment producing snug SOUTHERN f�,ing )olnts andcfu ly mbedded la e . TRUSS 4. Unless otherwise noter, compres�ion top chord to be continuously braced by the (L ; h O 1]S ; LOADING (0 Lool sheathing. = w : — TCLL 3o.0 5. the permanent slruplural restraint shown is to prevent buckling of individual truss ; _ TCOL 15.0 C 0 M P A N I E S member and is not intended o a bracing plan for the roof structure or as a pion _ !� _ BCDL Io 0 for the attachment of the roo�to the building. N _ 2590 N. Kings Highway Trus es par ble �on$e�out and p o cap 9e�damrage oild pgrso Fo�qil infq&IE ' IN Y Fort Pierce, FI. 34951 BRACINC�R ter to the Truss Plate Inslllute `TPI) publication 19CS1 2008 BUILDING \ (/ (772)464-4160 Fax:(772)318-0015 COMPONENIg SAFETY INFORMATION. Guile to good practice far handling installing 1i •' \ Qf metal plate connected wood 1 sses . TPI I I at a p1g Norljl�e Street F\- Su1te 512. Alexandria VA Z2314.elephone: (0��613-1010 E—moil: lnelo®Ipinst.org `T• Read all manufactures WARNINGS enclosed with drawin package. E 8IS1(,\\\\\ TYPE: C3 i/a.n l/e PLATES GRIP Vwl(il) -0.2! 9-11 195e 210 A520 246/195 Warr rl a.o7 a As 18M 246/195 w slut o.0 D-n >aDv aw DATE: Feb 2012 Version: 10.2d SPACING , 2-0-0 Plats Incnasx 1.00 Lumbar Increase 1.33 Red Slnse YES cos. FOC2Bc2otO/mlzoo7 5B STANDARD PACIFIC 6510 QTY• 1 ARCE ENGINEERING NOTES LUMBER BRACING 1) Unbalanced roof live foods have been considered for ll+ia design. TC 2 % 4 SP No.2 •Except• TI 2 % 4 SP SS TOP CHORD Structural wood sheathing directly applied or 2 Wind: ASCE 7-10; 170mph(3aec 9us2Vasdw 132mph; hw2011; iCDLw6.Opsl; BCOL�6.ops1; Category D: Eep C; enclosed; MWFRS (low-rise) BC 2 % 4 SP No.2 3-2-9 oc purlins, except end verticals. ontl C-C Inleriar(1) zone; Lumber DDLw 1.3J plate grip DOL�1.J3. This (ruse is tleslgned or C-C for members and forces, and wB 2 % 4 SP No.J BOT CHORD Rig;d ceiling directly applied or 5-9-I oc for MWFRS for reactions epecINetl. OTHERS 2 X 4 .. No.3 bracing' J1 Provide adequate drainage to prevent water pending. 1 - Ply WEBS 1 Row al midpt 3-9. 5-B 4 fits Truss has been designed for o 10.0 pet Oollom chord live load nonconcurrenl with any other live loads. REACTIONS (Ib/sixe) 8�111 J/0-6-0, 2-1276/0-B-0 5 Provide mechanical connection (by others) of Truss to hearing plate capable or wilhslvntling 406 t0 uplift at joint 6 and Max Horx 2:372(LC 4) 453 ro uplift at joint 2. Mae Uplift 8.-406(LC 4). 2--453(LC 4) LOAD CASE(S) Standard FORCES (Ib) -Maximum Compression/Maximum Tensiop TOP CHORD I-2�a/21,2-3r-2450/744,3-4.-140B/409.4-5�-1194/424,5-6�-156/33, 7-Bw-251/170, 6-7w-46/16 BOBS HORD 3-11-0/252. 3-9- 1024/4770559--48/519,5 B- 51J4B/6469w-591/1142 -1-4- 6-0-1 12-11-12 1 -10-9 17-0-0 20-10-0 1-4-0 6-0-1 6-11-11 0-10-13 3-1-7 3-10-0 3x4 - 2x5 II 4.00 FT 7 R lx4 11 3x4 = Jx4 = 6-0-1 12-11-12 1 -10-9 20-10-0 6-0-1 5-11-11 0-10-13 6-11-7 INTRATYPE:C2BFURNISH A COPY OF THIS TRUSS DESIGN TO*ER-CTOR aLrL nD<r, 1/e•a x/4 PLATES GRIP PLATE: SIMPSON STRONG TIE // ,a DEF LL 9 >9s4 J60 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\ oc oe, vvITL8 -o.zs 9-I+ >9ee zro Aszo 24s\\ -/ we oso Horr n - o.m a /• /eAslaH z4e/19s 1. Connectorplates Gre fabricated from 20 gouge ASTM A653/653MGrode A or better \ V'/ �i tMe+r+•I we4lui o r: P_++ >oxe �,o hot -di pe galvanized steel. �� • • 2. ConineL�Ior plates ore applied to both faces of 4rugs at each joint, where - \. . • DATE: Feb 2012 dimensions arp not h wn, plates are symmetricall11y placed about pint or as \ ` , •' �r�r i<, �I LOADING Version: 10.2d indicated b circles �o� 4j G� ✓� CRITERIA: ANSI TPI 1-2007 MATRIX '4999bbb.. 3. CC (,tin ontl� fabrics on shall a occomplished using equipment producing snug �. 4 •. r�(7 SOUTHERN cfitinpijoinls gnd fuf�y embedPed eulutes. TRUSS 4. Unl s othe wise note , com res5ion lop chord to be continuously braced by the - Q • 0 \11 TCLL (w0 SPACING 2 Loo� sheathing. = [� mu Jo.o Pmlxr mrrrele I.oa 5. the permanent structural restraint shown i to prevent buckling of individual truss — 7cat. +J.o Lam5' Iner.a, I.JS COMPANIES member and is not1 intended a a bracing p)san for the roof structure or as a plan _ << = BCLL Rrp 9lrrrr Bcr D07 for the allachmenl of the roofs to the budding. N - BCOL 10.0 com FBC2010/TPR007 CAUTION: 2590 N. Kings Highway Trus es Fan 6e den erou and oCI copse damage 0t 41 p rso001 In�(�1'IE 1°ibP Fort Pierce, FI. 34951 bon ed installed an�l/or �Trace� tlracing sh wn Gn Ihls derowlpqq is 'N \ (772)464-41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute pTPI) publication SCSI 2008 BUILing \ COMPONENT SAFETY INFORMATION. Guide to good practice for handling inslalling f mellDl plate connected wood lr ses . TPI I F t ; • 1y1 Nionrah ieo (reel g Al,.ondria VA _,pNGS ense�d wth drawin y �aclkaloe. /l/llS11111\\\\ ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTESconsidered TC 2 % 4 SP No.2 •Except• T1 2 % 4 SP SS TOP CHORD Slruclurol wood sheathing directly applied ar 1) Unbalanced root live loatle have been 11o3d-I32 for This design. BC 2 % 4 SP No.2 3-2-10 cc purRns, except end verticals. 2 and CA CClrllerior(1) [one Lumber OOLw la33 plot. grip DOLw 1.33L This Irus sia0deaigned for C9Crlor•membera and Iorca�FunE low -doe) WB 2 % 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 5-6-15 oc for MWFRS for reactions specified. OTHERS 2 % 4 SP No.3 bracing. I -Ply WEBS 1 Row al midpt 7-8, 3-9, 5-8 3) Provide adequate drainage to prevent water pondinq. REACNONS (10/siie) 9.1113/0-6-0, 2.1276/0-B-a 4 This Truss has been designed for o 10.0 pal bottom [hard Eva load nonconcurrenl with any other liveliftlauds. Max Hart 8.1113/ 4) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 Ib uplift at joint 8 and M. Harzwif, 8•-418(LC 4), 2•-440(LC 4) 4401b uplift at joint 2. LOAD CASE(S) Standard FORCES (Ib) - Maximum Compreasion/M101 mrn Tension TOP CHORD 1-2.0/21,2-5•-2449/701,J-4.-1409/363,4-5w-1295/379,5-6.-I51 /0, 7-8w-246/169, 6-7.-38/12 WEBS HORD 3-11-0/252. 3-9w 102J/481. 5-92-49/520, 5-B.-1g.-543/114J 359/652 -�4 0 6-0-1 12-11-12 1]i-10-9 19-0-0 20-10- T- 1-4-0 6-0-1 6-11-11 0-10-13 5-1-7 1-10-0 PLATE: SIMPSON STRONG TIE 1. 2. SOUTHERN 3. TRUSS4. COMPANIES 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)313-0015 3x4 = 2x5 II 4.00 FM 6 7 - 1x4 11 3x4 = 3x4 = Jx4 = 6-0-1 12-11-12 1 -10-9 20-10-0 6-0-1 6-11-11 0-10-1 6-11-7 L �CLTRACTOR FURNISH A COPY OF THIS TRUSS DESIGN TO ER - e seDnalgoA63CCRITERIA: Aor ter \ - from 20augeASTM /655M Crude -„T V ° / �/ a o0:5B0olabcled (u°1r•) Ivanized steel. as area lied to both faces of russ al each •oin11. Where not h applied plates are symmetrically placed a�9oul join or as \ \ `' .' C,=- i� LOADING rcles ko). bri a Ian shall bbe acc m lished using equipment producing snug idclu�ly embed ad pla�esp _ G� �• G,•' r Q- r0� CRITERIA: ANSI se noted, compression lop chord to be continuously braced by the truss _� — ' ••.I ( w J 11S •• LOADING 30.0 TCLL 30.0 l structural restraint shown i9 to prevent buckling of individual intended a bracing Ion for the roof structure or as o plan = )-- ; �( = TaoL 10.0 nott o neIt of the roo�to the bulling. N (� _ SCDL 100 CAUTION: don erou and a copse damage o d p rsopal lnJ��1i(EC�I��jly ed an�l/arsbracec �racmg sh wn on rhls derowlEgg Is �TPI) BCSI Z008 BUILDING \ r to the Truss Plate Institute publjcalion AFETY INFORMATION. Guile to good practice for handlinginstalling connected wood l sses. TPII �e t 1 Norljle Street o68d �w -mail: / �i ,• v and VA ?23woniiNro S: t Package TYPE: C2A DErI (1°cj 1/4.n 111. PLATES 0GRIP Vrtl((11)) -.10 D-11 >99D ]8 Vvl(iL) -0.25 9-11 1962 240 A520 246/193 H°rr(r0.0712 nN/aO ASIl1M 2x ll 0.6/195 e ll D-11 >999 DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 Plates lnenoee 1.00 Lumber laereaee 1.33 Rsp slreae Inc, YES Code FBC2010/TP12007 53 //11111 JI I l•\1��\ STANDARD PACIFIC 6510 QTY. $ ARCE ENGINEERING NOTES LUMBER BRACING 1 Wind: ASCE 7-10; 170mph(3sec gusl)Vasdw132mph; h�2011: TCDLr6.Opah BLDL�6.Ops1; or C-CrI Ir; Eep C: enclosed; MWFRS (tor -rise) TOP CHORD Slruatum, wood sheathing di clly applied or ) and C-C Inlerior(1) zone: Lumber DOL�1.33 pieta grip DOL�1.33. This Iruss is designed for C-L for members and tortes, and TC 2 % 4 SP No.2 J-2-3 oc purlins. accept end verticals. BC 2 x 4 SP No.2 for MWFRS for reactions specified. WB 2 % 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-12 oa 2) This truss has bean deeignad tar a 10.0 psi bottom chord live Toad no gable at withstanding with any other live loads. OTHERS 2 % 4 SP No,3 bracing. 3 Provide mechanical connection (by others) of truss to beating plate capable of rilhslantling 429 Ib uplift of joint 7 and 1 - ply WEBS 1 Raw at midpl 6-7. 3-8. 5-7 429 lb uplift at joint 2. REACTIONS (lb/sixe) 7-1113/0-6-0. 2r1276/0-8-0 Mox Hart 2r445(LC 4) LOAD CASE(5) Standard Max Uplift 7--429(LC 4). 2.-429(LC 4) FORCES (lb) - Maximum Compression/Moximum Tension _ BOT CHORD 2 10:-1018/2214. 9 310-81018/2214, 13 9r 1018/2214, 4. 7- 8r40, 5542/1149/44, 6-7r-246/171 WEBS 3-1 a�0/251.3-8r-1029/489. 5-8-52/521, 5-7r-1358/651 PLATE: SIMPSON STRONG TIE I. 2. SOUTHERN 3. TRUSS 5. COMPANIES 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 -1-4-0 6-0-1 12-11-12 1 -49 20-10-0 1-4-0 6-0-1 6-11-11 0-10-13 6-11-7 4.00 ITT 2x5 II 6 3x6 = 1V W - 1x4 II 3x4 = 3x4 = 3x4 - 6-0-1 12-11-12 1 -10-9 20-10-0 6-0-1 6-11-11 0-10-1 6-11-7 1(P I l TYPE: C2 COPY OF THIS TRUSS DESIGN TO FURNISH A CO CONTRACTOR vb•n L/e PLATES GRIP 3S DESIGN BASED UPON THESE DESIGN CRITERIA: \\\ \ //// ev ec o:ee oxeL If. 'a V""'Ll -o:ie a-io >oii i�o ye As2o 246/195 I46/195 re lubricated from 20 ou a ASTM A653 653M Grade A ar better gouge / -q, P vq ft / ... /�i re oeo (uolri.j' Nar1n) a.or T ye wild a.12 a-1D >OaD jx0 As1eH zed at�el. re applied to both faces of rug al each joint. Where are symmetrically placed about )viol or as \� • , , �,.G�fi�- , LOADING DATE: Feb 2012 Version: 10.2d �hpwn, plates o . illon shall bbe accimSplished using equipment producing snug ly bedded la e . :r' 4, Q r �h L� _ 0 CRITERIA: ANSI TPI 1-2007 MATRIX ote� compression lop chord to be continuously braced by the _ ; a w _ LOADING (per) TCLL So.O SPACING x-o-o PIaNe incnoee 1.00 uctural restraint shgwn i to prevent buckling of individual truss intended a a bracing p)san for the rool structure or as a plan 1 of the roo� to the b�llding. - qqq = I-^ :� 71 (n _ ( _ C TCpL 15.o ecLL o.o ecoL o.o Lvmbe, Increoee 3] Rsp 51roe Inc, YES caae r6c20lo/rP12007 FL v �14 ARCE ENGINEERING STANDARD P LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or TC 2 % 4 SP No.2 2-2-0 oc pur6na, except and verticals. BC 2 % 4 SP No.2 SOT CHORD Rigid ceiling directly applied or 5-9-5 oe wB 2 % 4 SP No.3 bracing. OTHERS 2 % 4 SP No.3 WEBS 1 Row of mitlpl 7-8, 5-8 1 A PlyEAC REACTIONS (lb/afro) 8-114 1 /Mechanical, 2-1303/0-8-0 . Max Hart 2.415(LC 4) Mo. Uplift 8-427(1-C 4). 2--450(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension 4-5.-1190 ]91, 5-6�-150 0, 6-7w-47/18, 7-8w-265/1B2 1-2.0/21,2-3�-2356/670, 3-4--1361/368, / / TOP CHORD HORD 5-9w-1. 21/5B295-8--11302/621512I10B2 BOBS 3-11-0/28023-9l. . -1011/473. 6510 QTY:.1 NOTES ,. 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vaad- 132mph; h�20I1; TCDL�6.Opaf: BCDL.6.Opsl; Colegary II: Exp C; enclosed; MWFRS (low-rise and C-C'Ilericr(I) tone; Lumber DOLw1.33 plate grip DOL-1.33. This truss is designed tar C-C for members and larces, and for MWFRS for reactions specified. 2) Provide adequate drainage to prevent water ponding. 3 Thts truss has been designed for o 10.0 psi bottom chard live load nonconeument with any other live loatls. 4 Provide mechanical connecifon (by others) of trues to bearing plate capable of withstanding 427 to uplill at joint 8 and 450 to uplift at joint 2. LOAD CASE(S) Standard -1-4-0 7-10-12 13-6-12 14-6-5 19-1-14 21-4-0 )_4_0 7-10-12 5-7-15 0-11-9 4-7-9 2-2-2 3x4 = 2 5x4 II 4.00 6 7 4x4 = it - - 1x4 11 3x4 = 3x4 = 3x4 = 7-10-12 13-6-12 14-645 21-4-0 7-10-12 5-7-15 0-�l .11- 6-9-11 PLATE: SIMPSON STRONG TIE FURNISH A COPY 01- II-115 IKUJJ SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERII I. Conneptor toles are fabricated from 20 gouge ASTM A653/653M Crude A or bell hot-d1 pe�galvanized steel. 2. ConneLJor plates are applied to both laces of truss at each 'oin``. Where h are symmetrically placed a�oul.joint or as dimensions are not wn, plates indicated by circlesog �l1tting.gnd labrica Ion shall bbe accomplished using equipment producing snug SOUTHERN 3. fjttln joints ondfully mbedded lalet. 4, Unl sus otherwise notes, compression lop chord to be continuously braced by the TRUSS COMPANIES oo� sheathing. 5. the permanCnt slruplural restraint shgwn is to prevent buckling of individual truss member and is no(( Intended o o bracing plan for the rabl struclure or as a plan the the building. 2590 N. Kings Highway for the altachmenl of rooi�to CAUTION: Trus es pail lie dangerou6 and gop copsge damage o�1d p�Prso I Inj 1�y�fEmpf�4 1; led race recto shgwn on his ravel gg 15 0 Rtl U Fort Pierce, FI. 34951 772 4G4-41G0 Fax:(772 318-OOIS ( ) ) hen ed Ins a ontl/or BRACING. Refer to the Truss Plate Institute `TPI) publication tlCSI 20g08 BUILDINgG COMPONENT, SAFETY INFORMATION: Gui(Ie to goodpracticefor ha�din l eesSUleel ESIGN TO E C NTRACTOR / \ P 1wo Csl 0.76 4 `. •' r I LOADING CRITERIA: At QG' b� �r TCDL 15.0 BC0.0 BLDL 10.0 TYPE: C1 DEFL 0�1 Va.n l/e PLATES GRIP vwl((ll)) -0.1] 2-11 >999 ]60 Ywl(n) -O.3B 7-11 >6e3 7e0 A120 I46/195 -1 TL 0.07 a /a a/o As18H 246/195 WndlLLI 0.12 7-1f >799 2.0 DATE: Feb 2012 ,nn, 11-DIVI Version: 10.2d SPACING 2-0-0 plain Inaeoee 1.00 Lumber Increa.9 1.33 Rep Slnee Iner YES Code FBC2010/TP12007 SS I0 II1 a1\�\\ ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or SC 2 % 4 SP N .2 BOT CHORD 2-2-0 .. purling, except end verticals. Rigid ceiling directly -PP is or 5-9-7 oc WB 2 X 4 SP No-3 bracing' OTHERS 2 x 4 SP No.3 WEBS 1 Row al midpl 5-8 I - ply REACTIONS (Ib/size) 8-1141/Mechanical• 2-1303/0-8-0 Max Harz 2-375(LC 4) Max Uplift 8--415(LC 4). 2w-462(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2wD/21.2-3�-2357/715,3-4.-1759/413.4-5�-1189/4J6.5-6�-155/40. 6-7�-55/21, 7-Bw-27J/164 SOT CHORD 1010114/47255-9?-121/58295-8--12 0/615509/1080 WEBS 3-11-0/281 3 9w2102. PLATE: SIMPSON S SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 NOTES I)) Unbalanced root live loads hove been considered for Ihia design. 2) Wind: ASCE 7-10I 170mph(3see guel)Vosd-132mPhglrip DOLw1.3J1. This truss iatlesi netl for CategoryC for m mbers and forces, and low -rice) and C-C Inlerior(1) zone: Lumber DOL-1.33 plate 9 for MWFRS for reactions specified. 31 Provide adequate drainage to prevent water ponding. 4 This truss has been designed lot a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 415 It, uplift at joint 8 and 462 lb uplift at joint 2. - LOAD CASE(S) Standard -1-4- 7-10-12 13-6-12 14-6-5 17-1-14 21-4-0 1-4-07-10-12 5-7-15 0-11-9 2-7-9 4-2-2 3x4 = 2.5x4 II 4.00 FTY 6 7 1x4 II 3x4 = 3x4 = 3x4 = 7-10-12 13-6-12 146-5 21-4-0 7-10-12 5-7-15 0-11-9 6-9-11 (I G TIE FURNISH A COPY OF THIS TRUSS DESIGN TO - TRACTOR TYPE: C1A iEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\� T //� �, st cs rC 0.9] ec 9.e2 a1rL ncr.r) 1/4xa l60 vrti Ll ' -0.1] 2-1, ,999 ]60 vrt,lnl -o'e 2-„ >66] 240 PLATES GRIP AS18 245/195 I. Connector Dlutes are fabricated from 20 gauge ASTM A653/653M Grade A or better \\ _,` P V ° .... • �,, we o.19 (anal., wg(iu)) 0.or a ./9a /= Wme{LL) 0.12 z-11 ,999 i+o As,eH 2+e/19s hot-dippetl galvanized steel. 2. Conne for lutes area lied to both faces of russ at each. 'oint. Where dimensionspare not h applied plates are symmetrically placed ghoul joint or as . �!. ,: �., J{ 1 ^++� LOADING DATE: Feb 2012 indicated by circles �op 3. lltling, qnd fabricstIIlan shall dbbe apc'c m lished using equipment producing snug Urlmss)othesriise nolles by the G, .�^ �, GO Q. `• W yi •• 111 CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d 4. compresSilonn top chord to be continuously braced (r•0� J = LOAD Nc (Ox1) SPACING 2-0-0 1.00 ooe( sheathing. 5. L e'permonen( structural restraint sh wn is to prevent bucklingof individual truss member and is not intended a o bracing ppion fr the roof strcture Of as a plan _ the bulltlIng. } ^ ` �( — _ TCD Jo.O TCDL 5.a BCLL 0.0 ,o.o Pnl.. mcr.e.. Lumbar I lcrooea 1.3] flop Slron BCC res caa. reczolo/rp12oo2 I for the attachment of the room to N v _ ecOL CAUTION: Trusses can he dangerous and cool cause damage and personal (njpfXJfri19W.RRVIY F1- `�\\ ��i �'n'' •.�.�3..m� S(II TY: 1 ARCE ENGINEERING STANDARD PACIFIC 6510 NOTES BRACING 1� Unbalanced root live loads have been considered for this design. LUMBER TOP CHORD Structural rood sheathing directly applied or 2 Wind:ance 7oof l e load (Jsee gusl)voad`132mo,, h`2011: TCDL`6.Opsl; BCDL`6.Opsl; Category 11; E.p C; anclased; MWFRS lox-rne TC 2 X 4 SP No.2 2-2-0 ve pu'1 '. except end verlicole. and C-C Inlerior(1) [one; Lumber DOL`1.33 plot. grip DOL`1.J3. This Truss is designed for C-C for members and tortes, and BC 2 x 4 SP No.2 DOT CHORD Rigid ceiling directly applied or 5-9-9 oc for MWFRS for reactions specified. wB 2 X 4 SP No.3 •E.Cgpl' EV2 2 % 4 BP No.2 bracing. 5-B 3) Provitla adequate drainage to prevent xaler panting. OTHERS 2 x 4 SP No.3 WEBS I Ron at mIdpl 4 This Truss has been designed for a I" psi bottom chord ling load ncapabl of withstanding with a any other live loots. I - ply 5 Provide mechanical connection (by others) of Truss to bearing plate capable of xilhstonding 404 1b uplift at joint B and REACTIONS (lb/size) B`1141/Meahaniaal. 2`1303/0-8-0 472 to uplift al joint 2. Ma. Hors 2`336(LC 6) Ma. Upon 8`-404(LI 4). 2`-472(LC 4) LOAD CASE(S) Standard FORCES (Ib) - Ma.imum Compression/Mo.imum Tension 4=5`-1189/481, 5-6`-164/82, 6-7`-69/23, 7-8`-297/187 70P CHORD 1-2`0/21, 2-Jx-23561 ;695-/2101, 0/459, _ _ BDTT HORD 3-11x-951 23-9` o1 a111. 9.9 B 1-122/58295-002101280/611508/1081 WEBS 15-1-14 7-10-12 13-6-12 14-6-5 21-4-0 —1-4— 5-7-15 0-11-9 6-2-2 1-4-0 7-10-12 4 4.00- �x4 = 3x4 II 7 SIMPSON .A� SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 1 x4 II Jx4 = • — 7-10-12 13-6-12 14-6-5 21-4-0 7-10-12 5-7-15 0-1j` 1-9 I 6-9-11 OPY OF THIS TRUSS DESIGN TO ER - U G TIE FURNISH A C NTRACTOR TIC 0.84 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ��\\\\ P �� //i/� Be 0.52 B 0.76 1. Conneptor plates ore fabricoted from 20 gauge ASTlA A653/653M Grade A or better f/ (aa1;.) hot i alvanized steel. ss 11 --``{^, 2, Con .orispa�reenolfeh pwri,eplutes both efsyrnmelricolly placed a6oul jolnlror as 'C" C,i^ f V' i LOADING indicaled bY circles %a) ��.' C/� �� �! CRITERIA: All J. �U (ting• qn0 fobrg'rlallon shall �e occtm5plished using equipment producing snug _ f. fiYtting )oln s an u ly embed ed la e . r� l� LOADING (P-0 4. Unl ss othelwlse noted, compresfiion lop chord to be continuously braced by the Q 7cLL 30.0 Ot shealhlndq. 5. member .oats norl inttendedsarao brocln^ p onolorelhe root buckling of ire orvlos a pions - )w ; << — 10:0 qq (n BeBCDL 10.0 for the attachment of the rooi�to the blildmg. y d 5 CAUTION: cops O.V n jw�� E14 $6�f handed ulaslDlled on�ie%or brace..atlr.cJ,9 she wngon thispderowlpQQl is f I Iy \ (y BRACING Refer to the Truss Plate Institute �TPI) publication 6C51 20g08 BUILDING'. \ COMPOlNENT SAFETY INFORMATION. Guile to good practice for hNorlh bens( trleet of mel3al plate connected wood lr saes . TPI I Readta111maln.ndria A 2314. IPNGS'enclo ��t� rawlinnio�aclkaoe E SISj TYPE: C4 DER Doc) r/a.n L/d PLATES GRIP Vwl((((LLI -0." 7-11 >997 360 Nat11 a i IB >6�o z/ S18H 246/195 yr a u 245/195 0.1J 1-11 >uvs 7.0 SPACING 2-0-0 Plato Incno. Lumbar Inman 1.J] code lriseFBC2010/11IIII Version: 10.2d ARCE ENGINEERING STANDARD LBRACING UMBER TOP CHORD Structural wood sheathing directly applied. TIC 2 It 4 SP No.2 except end verticals. BC 2 % 4 SP No.2 wB 2 % 4 SP No.J •Except• EV2 2 % 4 SP No.2 BOT CHORD - Rigid Ceiling directly applied or 5-9-8 oc bracing. OTHERS 2 % 4 SP No.3 WEBS 1 Ron at midpl 5-7 1 - Ply REACTIONS (Ib/site) 7-1141/Mechanical, 2.1303/0-8-0 Mo. Hart 2-296(LC 4) Max Uplift 7--395(LC 4). 2--4B2(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension 1-2-0/21, 2-J•-2J32/790-]-4. 1402/540,4-5--1257/557. 5-6--93/34, 6-7--324/207 TOP CHORD 5J6/1141 BOT CHORD 3-10-0/2882378.9 WEBS 915/422.5�8-4-98/53095,72071275/6114. PACIFIC 651.0 QTY:1 NOTES MW 1) and Ca CCnlerior(l) tone h(Lumb9r DOL-� 33 plane grip DOLL-1.33`This Iru.BCOdesigned'IorC-CrI., members and I...... and low-rise) ' for MWFRS for reactions specified. 2) Provide adequate drainage to prevent water ponding. 3 This truss has been designed for pre; 10.0 pIt bottom chord live load nonconcurrenl with any other live loads. 4 Provide mechanical connection (by others) 01 buss to bearing plate capable of withet.nding 395 lb uplift at ).in[ 7 and 482 Ib uplift at joint 2. LOAD CASE(S) Standard 14-6-5 7-10-12 13-1-14 13-6-12 21-4-0 1-4-0 7-10-12 5-3-2 0-4-14 6-9-11 0-11-9 3x5 = 3x4 = 3x4 II d 5 6 1x4 II 3x4 = 3x4 = 7-10-12 13-6-12 14-6:5 21-4-0 7-10-12 5-7-15 0-11-9t 6-9-11 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or belts hot -dipped galvanized steel. 2. Conine for plates are applied to both faces of buss at each 'oin``. "ere dimensions are not h wn, plates are symmetrically placed a�oul joint or as SOUTHERN indicated by circles (so� 3. � qnd fobri a ion shall �e acc7mSplished using equipment producing snug Rmggjointsanddu�ly mbeded lee. by the ,Iin 4. Unless otherwise note compres�ian lop Chord to be continuously braced TRUSS COMPANIES root sheathing. 5• The permane0l structural restraint shown i5 to prevent buckling of individual (lass member on is not intended cia bracing p,on for the roof structure or as o pion for the attachment of the rool4 to the buddln 2590 N. Kings Highway Fort Pierce, Ft. 34951 CAU TI OfJ Trus es ;as be don erou and a copse damage a d p rso0Of (rLj�r� Ei f)f0l, handed ins�alled a9V/0r �7race� racing sh wn on �hls t�rsoci is ct Truss Plate Institute ?TPI) publication SCSI 2008 BUILDING 772 4G4-41G0 Fax: 772 318-0015 ( ) ) BRACING. Refer to the COMPONENT.SAFETYINFORMATION_Guirte,tongo0dpraclicefor handln`�anstreei DESIGN TO h �C©NTRACTOR • \\\ // r4 c o.90 r �\ T �/ Dc o.es � 1 we o.sv 3� + i LOADING ^ I - ; 4 , O�� CRITERIA: At ~' f` LOADING''(p.l) '•`/ - •'' '� TOLL 30.0 TCDL 15.0 N / _ BCDL 10:0 rg % F Lti; e. ///IIIII111\\\\ TYPE: C5 DEFL in (Ix) I/e.n L/d PLATE GRIP Vrtl(LL) -0.11 2-10 )999�618 ]80 A520 246/195 H. elnl 007 7 /a 7/40• ASIeH 245/195 W 1lL 0..14 2-10 1929 DATE: Feb 2012 Version: 10.2d - SPACING 2-0-0 Plates In...a.. 1.00 flumS.r .nane." 1333 Co.. FOC2010/7I2007 STANDARD P ARCE ENGINEERING BRACING LUMBER TOP CHORD Structural rood sheathing directly applied, TC 2 X 4 SP No.2 - - BC 2 X 4 SP No.2 BOT CHORD except end verliCol s. Rigid ceiling directly opplied or 5-9-5 oc we 2 X 4 SP No.3 eE—Pte EV2 2 X 4 SP No.2 bracing. 5-7 OTHERS 2 X 4 SP No.3 WEBS 1 Rox al midpl 1 - Ply -0 REACTIOIR Mhnical2-1303/0-8MaHori 2--Moe Up61t 7�313 LC 4). 2--49O(LC 4) FORCES (1b) - Maximum Compren;an/Maximum Tension _ _ 6-7.-34T/215 C2-3 CHORD 910�1911/20321B�9x?911/2052�7148��613/1308124/46. 1 10x/91 STOPOT CHORD .B WEBS 3-10:0/30D,3-Bx-692/326, 5-8�-56/a49, 5-7x-1377/659 QTY: 1 9 NOTES MWFRS lox-rse 1) Unbolonced root live loads hove bean considered for Ihis design. C; enclosed; T Wind: ASCE 7-10; 170mph(3sea gusl)Vosd-132mph; h�T011: TCDLx6.Ops1; BCDL�6.Ops1; Category II; Evp and C-C Inleriar(1) [one: Lumber DOLx 1.5J plole grip DOLx1.33. This Iruss is designed for C-C for memhers and forces, and I., MWFRS for reactions specified. 3 Provide adequate drainage to prevent xaler ponding. q This Iruse has been designed for o 10.0 p r, bottom chord livo load nonconcurrenl xilh any other live loads. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding JB7 It, uplift of joint 7 and 490 lb uplift of joint 2. LOAD CASE(S) Standard 11-1-14 13-6-12 14-6:5 21-4-0 -1-4- 7-10-12 6-9-11 1-4-0 7-10-12 3-3-2 2-4-14 0-11-9 3x6 1 x4 11 3x4 = 3x4 = 5 13-6-12 4-6:5 21-4-0 7-10-12 5-7-15 0-1.1-9 5-9-11 7-10-12 �C©NTRACTOR A COPY 0 F THIS TRUSS DESIGN TO E PLATE: SIMPSON STRONG TIE FURNISH CI TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: C6 \\� T //// 052 SEALING t. Connector places are fabricated from 20 gauge ASTM A653/653M Grade A or better steel. `\\ P tQ (Re111 hot-d1 Ped alvanlzed 2. Conn plates are applied to both laces of Truss at each 11'�int. Where are symmetrically placed aDoul joint or as . ,•' iL,^,+�� LOADING �� • .•• pirgenslans are not h wn, plates Indicated b circles �og 3. � t,ling, qn fobrl o Ion shall be acc m fished using equipment producing snug ( W CRITERIA: AP f• _ C . ' r�JJ SOUTHERN fi��ing )o nls andcfufit mbedded pla�esp 4. Un 0ss otherwise noteL, compression top chord to be continuously braced by the ` individual truss LOADING (pet) w TOLL 30.0 _ TCOL 15.a TRUSS COMPANIES root sheathing. 5. The permanent structural restraint shown is to prevent buckling of member and Is not intended ols a bracing plo9 for the root structure or Ds a plop the to the building. ,' !S _ ecoi 10 0 2590 N. Kings Highway for the It en of roo Trus es co a dan erou and o copse damage o d P rsopolln)w9�IJmaf�181Y handed Ins�alled an�/or sbroce�. �racing sh wn on is derawlpg 1s �TPI) 13gCSl 2008 BUILing 4 \ .4 Fort Pierce, FI.34951 (772)4Fort Pierce, Fax:l. 349 13-0015 BRACING. Refer to the Truss Plate Institute publication COMPONENT connecNed wMod�N 9see eTPlgood practice fyo1BhNorth�ensgtt�lee( a coon to E-mall: meta®lp nsLorg \ \ guite 312, e �20314, elephane: (�0���83-1�10 Read all manufacture s WARNINGS enclosed with drowin acka 3x4 = 6 TYPE: C6 DEFL in pe.) I/e.n L/d PLATES GRIP Vrti((ll)) -0.14 2-la T999 360 Vnl(Il) -0.46 2-10 >s[7 Teo AS 246/195 Hd.(RI D.17 7 /a /v ASIBH 24a/195 wMd ll 0.11 a -la �"" 740 SPACING 2-0-0 Ploln Increoee 1.00 Lumber Increeep 1.33 Rep S1ree• Incr YES Code FBc2010/TP12007 DATE: Feb 2012 Version: 10.2d.2d sq :4 ARCE ENGINEERING STANDARD PACIFIC 6510 NOTES C: enclosed: MWFRS (low-rise) BRACING 1 Unbalanced roof live loads hove been considered for :his design. LUMBER TOP LHORD Structural wootl sheathing directly opplied or 21 Wind: ASCE 7-10i 170mph(3sec gust)Vosd-132mph: h-2011; TCDL-6.Opsl; BCDL-6.Opa1: Colegory I7; Esp TC 2 % 4 SP No.2 3-2-12 oc p d 3h. and C-C Inlerior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss la designed for C-C for members and tortes, and BC 2 % 4 SP Na.2 BOT CHORD Rigid ceiling directly applied or 6-7-1 oc for MWFRS for reacltons apecilied. WB 2 % 4 SP No bracing. 3) This truss has been designed,lor a 10.0 psi bottom chord live load noncancurrenl with anY other five oa a. OTHERS 2 % 9 SP No.3 4 Pravtde mechanical connection (by others) or Truss to bearing plate capable of withstanding 325 Io uplill of joint 7 and SLIDER Right 2 % 4 SP No.3 2-6-15 471 lb uplin at joint 2. 1 - Ply REACTIONS (lb/site) 7-1149/Mechanical, 2-1311/0-6-0 LOAD CASE(5) Standard ldos "' 2-107(Lc illMae UpBn 7--325(LC 5). 2--471(LC 4) FORCES (lb) - Mosmum tCompression/Mosimum Tension _ _ _ TOP CHORD OT CHORD 2 ?0-/78%2230, 9 10-3507/1605, 8 a9-4507/1605, 7 96-4778//2582108 272/9J6, 6-7--2J65/925 WEBS 3-10--419/270.4-f0--132/604. 4-8--1,33/511. 5-8--362 —1-4-2 5-7-11 1-4-0 5-7-11 11-0-0 5-4-5 4x5 II 4 16-4-5 5-4-5 3x6 = 3x4 = 3x4 = 3x4 = PLATE: SIMPSON STRONG 1 2. SOUTHERN 3. 4 TRUSS 5 COMPANIES 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 21-4-0 4-11-11 14-5-5 21-4-0 7-6-11 1 6-10-9 6-10-11 7-6-11 INTRACTOR TYPE: C7 -URNISH A COPY OF THIS TRUSS DESIGN TO �R m,/a.n 1/4 PLATES GRIP SIGN BASED UPON THESE DESIGN CRITERIA. \\\\ `// is o.e1 vzi`(.Li) -0.12 a-:o >a29 i, // <K 0.42 V-1(TL) -o.Ja 6-f0 >e51 7.a A2a 246/195 toted from 20 gouge ASTM A653/653M Grade A or better \�\\ 'r /� �1o1r1 �.22 W ;lui , 0.1 a03 -,o > uo i:o A51B" x.6/,ss /i DATE: Feb 2012 led to both faces of (ru s of each 'oinl. Where �� LOADING Version: 10.2d plates are symmetrically placed a�Toul joint or as C,T- CRITERIA: ANSI TPI 1-2007 MATRIX DII be opccge (shed using equipment producing snug f, C �� roped ponelbp chord to be continuously braced by the Q LOAOINc (pall Pai��"�Cfeer, 2 °,00 TOLL Jo.o restraint shqwn its to prevent buckling of individual truss - LL1 _ TCDL 15.a L, sir.: = e 1r[s ed as a brocmaa p,Dn for the root structure Or as a pion _ �C _ SCOL +u:o cads FBc2o1o/74100I roof to the ib Idp,ng. CAUTION: rsooal (n(�1'fERCI and o copse damage and p �raceo �rocing shgwn on this derowl�+gg 1s V \ �^ rSS Plate Instilule 9TPI) publication 9C51 2008 BUILDING i •• \ V iRMATION. Cuioe to good practice for h6ndlin installin F� V w2od lasses . TPI I I a • 1g North�e 5tree �2414. telephone: (�D3��83-1010 E—mall: Inelo®tpinst.org i s WARNINGS enclosed with drawin acka e. ESS, \\ 11111111\\ ARCE ENGINEERING STANDARD P LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly 9pp6etl or BC 2 % 4 SP No.2 3-5-4 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applietl or 6-6-5 oc WB 2 % 4 SP No.3 OTHERS 2 % 4 SP No.3 bracing. IAPly ACTIONS (ib/st:e) 2.72B9/0-e-0, 7.I127/Mechanical Max Hari 2.INN 6) Moe Uplift 2•-465(LC 4). 7.-317(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2•0/21,2-3•-2423/911.3-a.-2094/816.4-5•-1971/803. 5-6.-617/222. 6-7.-383/166 BOT CHORD 2-lo•-e' 179.9-10.-S1B/1539, 8-9.-51e/1539. 7-8•-762/1979 WEBS 3-10.-426/274. a-10.-134/610, 4-8•-114/466. 5-8•-324/240, 5-7w-1602/670 I I a 1 1 I 0 FIC 6510 QTY• 2 NOTES I� Unbalanced root live loatls have been considered for this design. r 2 Wind: A'CE 7-10 170mph(Ssec qusl)Vosd. 132mph; h.20f1; TCDL•6.Opsf; BCDL.6.Opsl; Category 0; Exp C; enclosed; MWFRS (law -rise) and C-C Inl.ri.f(I) tone; Lumber OOL•1.33 plot. grip DOL.1.33. This buss is designed for C-C for members and tortes, and for MWFRS for reactions specified. 3)) This truss has been designed fora 10.0 pet bottom chord live lood nonconcurrent with any other liv. loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 465 lb uplill of joint 2 and 317 Ib uplill u1 joint 7. LOAD CASE(S) Standard —1-4— 5-7-11 11-0-0 16-4-5 21-1-0 1-4-0 5-7-11 5-4-5 5-4-5 4-8-11 4x5 II 4 3x6 0 3x4 0 3x4 - 3x4 - PLATE: SIMPSON STRONG TIE SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fex:(772)318-0015 7-6-11 14-5-5 21-1-0 7-6-11 6-10-9 6-7-11 FURNISH A COPY OF THIS TRUSS DESIGN TO N ONTRACTOR ;USS DESIGN BASED UPON THESE DESIGN CRITERIA: P �� �� c o:ei s are fabricated from 20 gauge ASTM A653/653M Grade A or better �� we o.Te onixed steel. s are applied to both faces of truss al each ioinl. Where not ;hewn, plates are symmetrically placed about joint or as �!. ,: �• �, LOADING :les 0)). rice Ian shall be occ m lished using equipment producing snug fu�II :r' 0,'' r�4j % CRITERIA: Al d mbedded pla1esp e note compression lop chord to be continuously braced by the _� Q G �_ W •; LOADING (psi) TCLL 30.0 structural restraint shown is to prevent bucklingof individual truss not Intended of o bracing plan fr the roof strcture or as o plan _ — — = BOLL Io:o BCDL 10.0 lent of the root to the building. ^ (TD CAUTION: an erou and a copse domoge a�.4 pgrsoOal jnj ry4'f i �i8 ly \ h96id lris(alred an�l/or �7raced Urocing s wn on his rowlpyy Is E V BRACING. R fer to the Truss Plate Institute �TPI) publication t3CSl 4000 BUILDING COMPONE 4 SAFETY INFORMATION• Guile to good practice for handfing instollinq F � y \ f mettal plate connected ood lr sses . TPI i I FFa�e I y1 Norljl I e Slree( ReadtallmanufactVA ureZsL3WAR6NIPNGS a ��osed�with drawfinneio®ackage /�� � //rrrlllllt���`\ orr • (b.) l/d.a L/n PLATES GRIP vet LL)) -O.I I e-1. >B99 3.0 Vwl n) -0.29 D-10 >9+5 V. A520 x46/195 Ner.(R) 0.0. 7 n/e /a ASIBM 246/193 w;na a o.0 a-lo >999 2.0 DATE: Feb 2012 Version: 10.2d SPAC.0 2-D-0 I t plot.. In dna.. 1.00 Lumber Incnaea 1.33 Rep S..... Inar 'DES cad. FBCZ010/TP12007 ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER' BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly opDlied or NOTES 1)) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; 170mph(Jsec gusl)Vosd•132mph: h.201t: TCDL•6.Opsl; BCDL•6.Ops1; Category II; Erp C; enclosed; MWFRS (low-rise) BC 2 % 4 SP No.2 3-5-4 oc purrns, except end verticals. Rigid directly applied or 6-6-5 oc 2) and C-C Int000r(1) xane; lumber DOL. 1.33 plate grip DOL.1.33. This truss is designed for C-C for members and lorcas, and WB 2 X 4 SP No.J BOT CHORD ceiling OTHERS 2 X 4 o. No.3 bracing. for MWFRS for reactions specified. J) This 1. use has been designed fora to.0 psi bottom chord live load nonconcurrenl with any other live loads. . 1 - Ply 4 Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 465 It, uplill at joint 2 and REACTIONS (lb/size) 2.1289/0-8-0, 7.1127/Mechanical 317 to uplift at joint 7. Max Hors 2.128(LC 6) 1 Mow Uplift 2. 465(LC 4). 7.-317(LC 5) LOAD CASE(S) Standard FORCES (ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2.0/21.2-3.-2423/911.3-4.-2094/816, 4-5.-1971/803. 5-6•-617/222. 6-7•-3B3/186 , BOT CHORD 2-10.-600/2179. 9-10.-518 1539,8-9.-518/1539. 7-8.-762/1979 WEBS 3-10.-426/274, 4-10tI34/610, 4-8•-114/466. 5-a--324/240. 5-7.-1602/570 -1-4- 5-7-11 11-0-0 1 16-4,-5 21-1-0 1-4-0 5-7-11 5-4-5 5-4-5 4-8-11 5x5 = 4 3x6 0 V 3x4 = 3x4 - 3x4 = -ATE: SIMPSON STRONG TIE SEALIN I. COnne hot-c 2. Conne dimen indlca SOUTHERN 4, a TRUSS it°5 (R1eTP COMPANIES 5 memt for th 2590 N. Kings Highway Trus hBR Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 COMP 7-6-11 14-5-5 21-1-0 7-6-11 6-10-9 P { 6-7-11 TRACTOR FURNISH A COPY OF THIS TRUSS DESIGN TQ S DESIGN BASED UPON THESE DESIGN CRITERIA: fabricated from 20 ASTM A653/653M Grade A or better ��� /i// wl P T C 14 / TI aid gauge ad steel. �� _ Vn /j wB o.7e (umd.7 e applied to both faces of truss of each •oin`. Where Shpwn, plates are symmetrically placed a�7oul joint or as �� ,tj, . •r ^tl LOADING o • ton shall be acc m lished using equipment producing snug ` �if ,{^ GO �' CRITERIA: Al y embedded ploles� led, compression lop chord to be continuously braced by theLl ; • rOJ = LOADING. (p.l) TCLL aural restraint shown i to prevent buckling of individual truss = mended as a bracing lsan for the Pool structure or as o plan _ < _ .0 5 rcOL 1.o BCLL 0.0 of the roof to the bulling. _ CAUTION: erou and a copse ddome e a d p rsonol -pl f I I /or brace. �racmg sh wngon Phis, derowilgl is (ylT' �TPI) HCSI 2008 BUILDING - !�L BCDL +0.0 he Truss Plate Institute publication INFORMATION. Guide to good practice for handlinginstalling acted nod lr sses . TPII eed 1 Z1g Northe Street VA 1pelephone: (0��683 �810 E-mad: m�lo®Ipinsl.org ,• v F�- /f a j?2314. lures WARNINGS enclosed with drawin acka e. �1 TYPE: C9 OUL( ) • (Ier) Vd.n L/d PLATES GRIP Ve+(+L) 3:27 a-l0 1915 '-a AS20 ./195 ibrr(7L1 a.0a 7 n/o /o ASIOM 22646/195 w tiu 0.1 a-l0 1999 2.0 DATE: Feb 2012 rm 1_a 1 -TI71V Version: 10.2d SPACING 2-0-0 PI.ln Inv.au I.Oo Lumb.r Increase 1.33 Rep Su- bn:r YES Code FDC2010/TP12007 (0 2- "/IIIIIIlk" STANDARD PACIFIC ARCE ENGINEERING BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or TC 2 x 4 SP Na.2 BC 2 x 4 SP No.2 DOT CHORD 3-5-7 oc purlins. Rigid ceiling directly applied or 6-5-2 oc WB 2 x 4 SP No.3 arocing. , OTHERS 2 x 4 SP No.3 SLIDER Right 2 x 4 SP No.3 2-2-14 1-py REACTIONS (lb/size) 8.1135/Mechanica1, 2-1297/0-8-0 , Max Harz 2w90(LC 6) Mae Uplift 8--338(LC 5). 2w-405(LC 4) FORCES (lb) - Moxtmum Compression/Maximum Tension 6-7�-2091 /917, 7-Bw-2183/913 TOP CHORD 1-2w0/21.P-3w-239B/963.3-4w-2005/840,4-5w-1662/836.5-6�-1973/636, 749/1916 CHORD WDOT EBS 3-11--443/263841111w' 15/325,5 9--4/21466891w6204/247 6510 QTY• 1 NOTES _ 1) Unbalanced roof live load, have been considered tar this design. 2 and CA CC nlerior(I) 3.1m10 1.33 pl le grip DOL�1.33L This Iruaa s designed for for•members o dint es. and law r�,e for MWFRS for reactions ,pecified. 3) Provide adequate drainage to prevent water ponding. 4 This truss has Dean designed for a IO.D pat Ooltam chore live food noneonaurcent with any other live loans. 5 Provide mechanical connection (by others) of truss to bearing plot. capable of wilhslanding 33B It, uplill at joint B and 485 lb uplift of joint 2. LOAD CASE(S) Standard —1-4— 5-2-13 8-8-0 13-4-0 16-9-3 1 21-1-0 4-3-14 1-4-0 5-2-13 3-5-3 4-8-0 3-5-3 4x4 = 4 5x4 = 5 4x4 = 3x4 = 3x4 = 3x4 = PLATE: SIMPSON STRONG TIE 1. 2. SOUTHERN TRUSS 5. COMPANIES 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 8-8-0 i 13-4-0 21-1-0 8-8-0 4-8-0 7-9-0 P i FURNISH A COPY OF THIS TRUSS DESIGN4TO'E ONTRACT TYPE: C14 • L/e PLATES GRIP IUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \C \r4 // cs S1 Boi;Va D2- v44 v.( ))VEFL ki -0.li 3-1i i:90 :U a /e /a AS20 I46/19S As1611 246/193 s are fabricated from 20 gauge ASTM A553/653M Grade A or better / /I� w. o.is tamd.) He rlrLl o.oe wm4LL o.0 z-i1 >ovv i.a ionized steel. s are applied to both laces of buss al each 'oinl. Where ore symmetrically placed a�loul joint or as �� 3 � ,.4� LOADING DATE: Feb 7012 Version:• 10.2d of,vopwn, plates be occ mplished using equipment producing snug :� �4j yl CRITERIA: ANSI7TP11-200-7-,,-M—ATRIX Sonshall fu++y mbedded ppla�e. note campres5)on lop chord to be continuously braced by the 'tere Q 0 - LOADING (p.0ING iCLL 30.0. x-o-oto Inena.. I.00 revent buckling of individual truss structural restraint shgwn i top33 son for the roof structure or os a pion _ _ ( = < TcoL 1s.o.r ecLL o.o .p$Ire..ner YES Inareoee 1.ESnot intended as a bracing the roof la the bull�In . ecoL io.o case recxoio/rpl2oD7 lent of CAUTION: o f jk1(�>'�14 ft3�lly an erouS and cap copse ddamage a d p . of n f ' /nr hrnaed. HrOClna S 0wn.Dn Ch1s �rawlpg ls, \ 1 n ////111111110 \\\ 6; ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or BC 2 % 4 SP SS 1-10-0 oc purfins. wB 2 x 4 SP No.J BOT CHORD Rigid ceiling directly applied or 4-3-7 cc OTHERS 2 % 4 SP No.3 bracing. I - Ply REACTIONS (tb/elite) 2-2485/0-8-0.8-2405/0-8-0 Max Hor2 2--70(LC 6) Moe Upon 2--1031(Lc 3), 8--1031(LC 4) FORCES Db) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/21. 2-3--5409/2080. 3-4--5489/2155. 4-16--5256/2092. 5-15--5255/2092, 5-17--5255/2091. 6-17--5256/2092. . 6-5489/2155. 1-8--5409/20B1. 0-9.0/21 -19�-2J99/6214, 10-19--2J99/6214, SOT CHORD 2-13--1800/4912, 13-15--2399/6214, 12-18--2399/5214. 11-12--2399/6214. 11 8-10--1829/4912 WEBS3-13--152/519.4-13--236/959.5-13--1217/536,5-11-0/369.5-10--1217/535. 6-10--236/959, 7-10--153/519 NOTES 1) Unbalanced roof live leatls have been conaid... d for this design. 2 Wind: ASCE 7-10; 170mph(3eee gust)Vosd-I32mph; h-20f1; TCDL-6.0psf: BCDL-5.Dpsf: Category 11; Exp C; enclosed; MWFRS (low-ris Lumber DOL-1,33 plate grip DOL-1.33. 3 Provide adequate drainage to prevent water Pending. 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5 All plates ore AS20 00les unless otherwise indicated. 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding ID31 lb uplift of joint 2 and 1031 Ib uplift al joint 8: 7) Henger(s) or other connection device(it) sholl be provided sufficient to support concentrated IooO(s) J12 Ib down ontl 246 btu 3�4, ontl f72tlb2to downown andand I32 12 to down and 132 to up -1 b2up aP IS J at 4, ontl 1312 To12 lb downantlown old 12461 buup of p at 115 �0 on7lop chord, and 1211 lb down and 105 lb up at 6-6-0. 85 lb down at 8-8-12. 85 lb down at 10-8-12. 85 lb down at I1-3-4, and 851b down al ,13-3-4. and 420 lb down and 105 to UP 01 15-3-4 on bottom chord. The design/selection at such connection device(s) is the responsibility of others. 8) In the LOAD CASES) section, foods applied to the face of the truss are noted as front (F) or bock (8). LOAD CASE(S) Standard I) flegulm: Lumber Increase-1.33. Plole Increase-1.00 Uniform Loads (pit) Vert: 1-4--90, 4-6--90. 5-9--90, 2-B--20 Concenlr Vet: 4-a312(0) 6--312(B) 13--420(B) 11--85(8) 5--345(B) 10--420(8) 16--172(8) 17.-172(8) IB--43(8) 19--43(8) �4 p 4-2-0 � 11 0 0 15-4-0 17-10-0 22-0-0_ z3-4-Q 1-4-0 4-2-0 2-6-0 4-4-0 4-4-0 2-6-0 4-2-0 1-4-0 4.00 PLATE: SIMPSON STRONG TIE 11. 2 SOUTHERN 13 TRUSS 4. COMPANIES 5. 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)318-0015 4x6 = 4 16 3x8 = 4x6 = 5 17 6 3x8 = 5x10 AS18H W8 = 3x8 = 1x4 II 6-6-0 1 11-0-0 1 15-4-0 1 22-0-( 4-4-0 4-4-0 6-8-0 6-8-0 f 1 ftNTRACTOR FURNISH A COPY OF THIS TRUSS DESIGN TOE - 2U55 DESIGN BASED UPON THESE DESIGN CRITERIA: Grade A better \\\ / T E,q /, cs o.e. os: s are fabricated from 20 gouge ASTM A653/653M or \\ P V ° • • • • 1/ we tuabh) Ionized steel. s are applied to both faces of truss at each ' in``. "are not hepwn, plates are symmetrically placed a6oul pint or as .. . \ �� \' C T- �/ '4� LOADING CRITERIA: At Iles �oJ. rice ton shall ye acc m lished using equipment producing snug d fu�ly pla�ebp nJ� embedded e noted, compression top chord to be continuously braced by the .ti0•-' ' ••./ ( (tl J LOADING Sp.l) jie0 structural restraint shgwn is to revent buckling of individual truss = no` intended a a bracing plan for the roof structure or as a plan _ (� = TCLL TCLL 5.0 lent of the roofs to the building. N = BCDL 10.0 CAUTION: 1 don erou and a copse damage and p rsopal jn�Iry{fE�pU[.�g�ly � d an�i/o �brace� �racing sh wn on this derawlpqq rs �TPI) eC51 2008 BUILDING '• 4 ` to the 1<russ Plate Institute publication � FETY INFORMATION. Cui a to ood raclice for handling installing 'Dnnected wood Ir 5ses . TPIg15ID pglQd at. �1lj,Norlh t,ee) Street indrfa VA lueephone: (/Os�be3-101 L-mall: In o®Ipinst.org � '• Q`.'••v \ � // � F� l%` �2314. ifacture s WARNINGS enclosed with drowin acko e. \\� / TYPE: C15G DUL D..) 1/e.0 L/e PLATES GRIP vw��I((fl -OO.ee Ili »/ 7/ ASISH 2 6/193 rfiM(lll D:2a 1+ >Bel 740 DATE: Feb 2012 TP11-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plotes Inc,-,. 1.00 Lumbn IMreo.. 1.33 Rep Stress IMr NO Code FBC2010/TP12D07 QTY: 2 ARCE ENGINEERING STANDARD PACIFIC 6510 BRACING NOTES ' N) Wind: ASCE 7-10: 170mph(35ec gml)Vasd.132mph; h.2011: TCDL•6.Opsh BCDL•6.Opsl; Colegory II: E.p C; enclosed; MWFRS tow-ri LUMBER TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oe purlins. Lumber DOL•1.33 plate grip DOL•1,3J. tar 10.6 bottom chord five toad nonconcurrenl with any other fire foods. 0. BC 2 % 4 SP No.2 SOT CHORD Rigitl ceiling directly applied or 10-0-0 oc 2) This buss has been designed a psi Provide connection (by others) of buss to bearing plate capable of withstanding 11B ID uplift of joint J and OTHERS 2 % 4 No.J 1 -ply REACTIONS (lb/size) 3.236/Mechanical, 2-555/0-11-5. 4.69/Mechanical bracing 3 mechanical 236 Ib uplift al joint 2. 4) H.6n offs) or other connection tlevice(s) shop be provided sufficient to support concenlraled lootl(s) 4 ID down ontl 21 It, 1-6-1, and 45 lb down al 1-6-0 on lop chord. and 22 Mo. Harz 2.1JI(LC J) 2 1318(LC 3). 2•-2J6(LC 3) - --2LC LC up at 4-4-0. 4 It, down and 27 ID up al 4-3-15, and 45 lb down of lb up al 1-6-1. 22111 up al 1-6-0, and 12 Ib down of 4-4-0, and 12 lb down al 4-3-15 on bottom chord. The Mo. Uplift Ma. arav 3-118IC 1), . 4�138(LC 2) design/selection of such connecton device(sj is the respamibi6ly of olhere. 5) In the LOAD CASE(S) section, loads applied to the to.. of the buss are nolet as Iron1 (F) or back (B). FORCES (1b) - Mo.imum Compression/Maximum Tension TOP CHORD 1-2-0/21. 2-6.-84/0, 6-7.-43/0, 3-7.-39/48 LOAD CASE(S) Standard SOT CHORD 2-6 -0/0, 8-9.0/0, 4-9.-0/0 1) Regular: lumber Increaee.1:33. Plate Increase. 1.00 Uniform Loads (pll) Vert: 1-3.-90, 2-4.-20 Concentrated Loads (Ib) Vert: 7.42(F.21, .-12(F�-6, B�-6) B•21) 8-22(F-11, B-I I) 9 -1-10-10 1-10-10 2 2x5 = 6 8 3-6-2 3-6-2 2.83 FIT 7 9 3-6-2 6-11-6 3-6-2 3-5-4 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO - CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Grade A or better T�� � ec $., �/ I. Connector lutes are lubricated from 20 gauge ASTM A653/653M hot-dippe VVolvanized steel. 'oinl. Where ,\��� � a 0.00 , . • • • • • . 2. ConneLtor plbles are applied to both laces of truss at each dimensions arg not ,shown, plates are symmetrically placed o�Toul joint or as \ - \ J{ / ` �c (r + LOADING SOUTHERN indicated bay circles lot. J. Fytlingg. onl fabri allyn shall �e acc7msplished using equipment producing snug 1 In S andctul -bed ed la e f ;'��!% CRITERIA: Al r TRUSS join 4. Unlss otherwise .note �, compression lop chord to be continuously braced by the oo�i sheathlnq. rfhe shown i5 to prevent buckling of individual truss _� Q 0 LOADING (PSI) TCU. 30.0 - u1 : - TCDL 15.0 COMPANIES 5' perman¢¢( structural restraint member an 1s not in ended a a brocinG pIon for the roof structure or as a plan b _ F C - 8CLL 0.0 D.o cis for the ottachmenl o� the roofs to the liltling. CAUTION: _ BCDL 2590 N. Kings Highway Fort Pierce, FI. 34951 N�Yj m�apTD aqe� Tr a Fo fie don erou and Co❑ copse damage a�d p�rsonDl N'N(71 fEHt IIUNIy 11 us sd Insgalled an�l/o raced. tlracing sh wn on Is rowl(Ig Is �o CSI 008 BUILDING Too '. (772)4G4-41G0 Fax:(772)31 i-OOlS BRACING. Refer to the 1<russ Plate Institute publication COMPONENT SAFETY INFORMATION. Guide o good practice for hondlln instollinq f metal plate connected wood tr saes . IIPI I a 1g Norljl �e Street %6 / F L // �uite 512, Alexandria VA ?2314. 1pelephane: (03�683 E-moll: Into®lpinsl.org / 10 \ Read all manufacture s WARNINGS enclosed with drawing cc e. ////�IIIS11111VV\\ 3 4 TYPE: CJ5 DEFL (I°) Vd.a L/d PLATES GRIP 7-. S710 360 2-4 )2a- 210 AS20 244/19! N°nrt) -0.00 3 n/o 10H 246/19! Mnd(a 0.00 2 ^ 7.0 A9 DATE: Feb 2012 rni . Inn, IIIAT-1 Version: 10.2d SPACING 2-D-0 plot.. IncreO.e I.OD Lumbar Increase 1.33 Rap 51.... In" NO Code FBC2010/IP12007 65 ARCE ENGINEERING STANDARD P LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or TC 2 % 4 SP No.2 3-9-I oc purlins. BC 2 X 4 SP No.2 BOT CHORD Rigitl ceiling tlireelty applied or 7-J-9 oe WB 2 % 4 SP Na.3 bracing. OTHERS 2 % 4 SP No.3 1 - Ply REACTIONS (lb/size) 2:1179/0-8-0.5-1179/0-8-0 Max Harz 2w-57(LC 6) Max Uplift 2--505(LC 5), 5--519(LC 6) FORCES (,b) -Maximum Compression/Maximum Tension 1_ Bar CHORD 2 8w-641/1911,8-12/-636/1924.7912--636/1924. 597w/638/1911-2140/759. 5-6e0/21 WEBS 3-a 0/324, 4-7.0/324 6510 � Qom' 1 NOTES e been considered for this desig 1) Unbalanced roof live loads hovn. 2 Wind: ASCE 7-10; 170mph(3eee gu.l)Vasd-132mph; hw2011: TCDLw6.0ps1; BCDL-6.Opsf; Category II; Exp C: enclosed: MWFRS (low-rise); Lumber DOL- 1.33 plate grip DOIw 1.33. . 3) Provide atlequole drainage to prsvenl water ponding. 4 This truss has been designed for a 10.0 psi bottom chord live load nonc-cunenl with any other live loatls. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 505 lb uplill al joint 2 and 519 a uplill al joint 5. 6) Hanger(s) or other connection devices) shot] be provided sufficient to support concentrated lood(s) 29616 down and 173 lb up at 5-0-0, and 9O Ib down and 81 lb up at 6-4-0, and 236 Ib down and 173 It, up of 7-8-0 on lop chord, and 1501a down al 5-0-0, and 52 Ib down al 6-4-0, and 150 lb down at 7-7-4 on bottom chord. The design/selection at such connection device(s) is the responsibility of others. 7) In the LOAD CASE(s) saclion.,loads applied to the IOce of the it.,, are noted as front (F) or back (B). LOAO CASE(S) Stontlard 1) Regular: Lumber Intreasewl.3J, Plate Increos-1.00 Uniform Loads (plf) Vert; I-J�-90, 3-4w-90, 4-6-90. 2-5--20 Concentrated Loads (lb)) Vert: 3e-23$) 4w-236(F) 8w-75(F) 7w-75(F) 11 w-90(F) 12--26(F) 12-8-0 14-0— 5-0-0 7-8-0 0 -1-4-0 5-0-0 1-4-0 1-4-0 5-0-0 2-8-0 44 = 3 11 4x4 = 4 3x5 = 1 %4 11 1 %9 it 5-0-0 7-8-0 12-8-0 5-0-0 2-8-0 5-0-0 41T FURNISH A COPY OF THIS TRUSS DESIGN TO�C NTRACTOR PLATE: SIMPSON STRONG TIE SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:/i. Connector plutes are fabricated from 20 gauge ASTM A653/653M Crude A or better ,��f e aii /�� hot-dI ped galvanized steel. 2. Connector plates are applied to both faces of truss of each 6oinl. Nhere dimensions ore not h wn, plates ore symmetrically placed a out joint or as ..'' �r 3� LOADING �r: ,.G\V SOUTHER N indicated b circles �09 3. � (Iing, qn y fabrics Ion shall be acc mplished usingequipment producing snug IIY In and fu�ly embedded la�e5. P by the :(,"• C1' r�lj !� �_ CRITERIA: ANSI, 1 Q. ; 0 joins a. Un� sus otherwise noted, compression lop chord to be continuously braced _ LOADING (P.1) _ w TRUSS COMPANIES ooe( sheathing. 5• trite permanent structural restraint acing is to prevent buckling of individual truss member and Is nott intended as a bracing pion for the roof structure or as a plan ' ! = i of iso C _ ecLL a.a N _ SCOL o.o for the attachment of the roof to the building. 2590 N. Kings Highway Fort Pierce, Fl. 34951 CAUTION: Trus es yo �bIa ddan erou land o copse dhomoge la d p rs000ll jrij ��IEmpt�lg ly IFf3C51 2009 HBtULILDING Refer Truss Plante �TPI) In \ (772)464-4160 Fax: (772)3 19-00 15 gR -ING. to the Institute COMPONENT SAFETY INFORMATION. Guise to good practice for handlin installing qI metal plate connected ws2od lr sses . TPI(I�SO�� bl��1 a� �11 North �e SlrPet g file 14. 'Ipele hone: 1 1 -mall: m o®l Insl.or ,// � ' • \ Jf 312, Alexandria VA ?:2 Read all manufactures WARNINGS enclosed with drawingpack e. ot:rL U..) I/avn Vwl(lli -0.00 2-B >999 Han(((rL) a.05 2 5 T9/o Nino ll .2 7 1999 SPACING 2-0-0 plots Incna.a 1.00 Lumber Incr... 0 1:33 Rep Sir.,. Incr NO Coda FBC201 O/TP12007 TYPE: 15G l/e0 PLATES GRIP 240 AS20 246/196 240 ASl87 246/195 DATE: Feb 2012 Version: 10.2d UP ARCE ENGINEERING LUMBER TC 2A4 SP N0.2 BC 2x 4 SP No.2 WB 2 x 4 SP No.3 OTHERS 2 x 4 SP No.3 Ply REACTIONS (Ib/.il.) 2-810/0-8-0.4-810/0-8-0 Moe Hari 2:-67(LC 7) Mae Uplift 2�-330(LC 4). 4. 330(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension Top CHORD 1-2x•0/2,.2-3�-11J0/364-5�02. 3-4.-1130/352, /21 BOTHORD 3-6�0%278971, 4-6m-208/971 WEBS STANDARD PACIFIC 6510 QTY: 1 BRACING NOTES r TOP CHORD Slruclurol wood sheathing directly applied or 1jj Unbalanced roof live foods have been considered for Ihie tlesign. 5-0-1 al: purlins. 2) Wind: ASCE 7-10; 170mph(3see qusl)Voadw 132mp 9r P.20I1; TCDL-6.opsl; BCDL-6.Opsf; Category it; Exp C; enclosed; MWFRS (low-rise) BOT CHORD Rigid ceiling tliraclly applied or 10-0-0 oc and C-C Interior(1) tone; Lumber DOL-I.JJ plate DOL�I.JJ. This truce Is designed for C-C Ior members and lorcea, and bracing. for MWFRS for reactions speeiNed. 3 This truss has been designed for a 10.0 psi bottom chord five load nanconcurrent with any other live toads. q� Provide mechanical connection (by others) of truss to bearing plate eapobla of withstanding 330 Ib uplift at joint 2 and 330 lb uplift of joint 4. LOAD CASE(S) Standard -1-4-0 6-4-0 12-8-0 14-0-0 1_4_0 6-4-0 6-4-0 1-4-0 4x5 = 3 3x4 = 1 x4 II ATE: SIMPSON STRONG TIE SEALIN 1. Conne holm' 2. ConnE dimen 1ndIC0 SOUTHERN <. �Yf(m TRUSS COMPANIES 5.40 In for lh 2590 N. Kings Highway Trus Fort Pierce, FI. 34951 BRAG (772)464-4160 Fax:(772)318-0015 COMP guiteE Read c 6-4-0 12-8-0 6-4-0 6T4-0 FURNISH A COPY OF THIS TRUSS DESIGN USS DESIGN BASED UPON THESE DESIGN CRITERIA: s are fabricated from 20 gouge ASTM A553/653M Grade A or better ,anized steel. s are applied to both faces of truss al each 'Dint. "ere not hepwn, plates ore Symmetrically placed a6oul )Dint or os TO E 1T INTRACTOR �� _ /// ��� T rQ �� V" "" �� . \ ` ��- D D.SI e o:i uxbirl LOADING CRITERIA: Af rica�lon shall �e occ�ey lished using equipment producing snug _ �• ,; �, ' i d lu ly tubed ed la e . El note> Compression lop chord to be continuously braced by the _� _ Q h 0 w LOADING (Pef1 structural restraint shown i5 to prevent buckling of individual truss bracing for the roof structure or as a plan _ ( T = )- < TOOL �o eCLL 0.0 not intended a a pion lent of the root to the building. _ BCOL lo.o CAUTION: don erou5 and Ctl.aocopse Vmage a�ld p�Prso �OI InJ 1 ��IEiapt�g ly i d an�i/or broceracing s qwn on his fowl gg Is HCO IdCSI 2008 BUILDING \ ••, � � � to the Truss Plate Institute `TPI) publication FETY INFORMATION. Gui#e to good practice for h0ndlin instollinq :onaecled wood lr sses . TPI I Ip ab�eedd a1••. ZZ1g Nortll�e Street E-mall: IneloQlpinsl.org � ••�v � � i F�- � �j ,f1 �" 2ndrlo VA �2314. lVelephone: (�OSf 683-1010 '.factures WARNINGS enclosed with drawin acka e. / • 1- � \ ////rlllll11�1`\\ TYPE: 14 DEFL in (lac) Vd a lye PLATES GRIP Vwlllll -o.04 7-8 >999 36a VnI1Li))) -0.11 7-8 a99D 24D A520 246/193 vaelu) DAy 4-6 >DVV 7io AS7BH 246/193 DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 plot., Increase 1.00 Lumber Increase 1.33 Rep Slrsas Incr YES Code FBC2010/TP12007 6-+ ARCE ENGINEERING STANDARD P LUMBER TC 2 x 4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or BC 2 x 4 SP No.2 WB 2 x 4 SP No.3 •E.ceplF EVl 2 x 6 SP No.2. EV2 2 x 6 SP No.2 6-0-0 ac purli... e.cepl end verticals, SOT CHORD Rigid ceiling directly applied or ID-0-0 oc OTHERS 2 x 4 SP No.3 bracing. 1 - Ply REACTIONS (lb/size) Bw812/0-3-0, 6-812/0-3-0 Mo. Mori 8w-BO(LC 7) Max Uplift 8w-314(LC 4). 6w-314(LC 5) FORCES (lb) - Maei �m Compressio �Moaimum Tension 0, 5.0/44, TOP CHORD 1-2-0 44.2-3w-640 290. 3-4w- 4- 2-Bw-797/524, 4-6.-747/524 SOTCHORD 7-8w-96/121, 6-7.-17/121 WEBS 3-7w-201/170, 2-7.-131/950. 4-7w-131/450 IC (6510) QW: 9 NOTES 1) Unbalanced roof five toads hove been considered for Ili. design. 2 Wind: ASCE 7-10: I70mph(Jsec qusl)Vasdw132mph; hw2011; TCDLw6.Op1l; BCDLw6.0p5 f; Colegory II; Eap C; enclosed; MWFRS (low-rise) and C-C Interior(l) Zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is des;9ned for C-C ter members and forces. and for MWFRS for reaclions speciliad. 3) This truss has been designed for o 10.0 psi bottom chord live food nonconeurrenl with any other live loads. 9 Provide mechanical connection ((by others) of truss to bearing plate at joinl(a) 6. 5 Provide mechanical connection (by others) of truss to bearing plate caP.M. of withstanding 314 It, uplift at joint 8 and 314 It, uplift at joint 6. LOAD CASE(S) Standard -1-4-0 6-4-0 12-8-0 14-0-0 1-4-0 6-4-0 6-4-0 1-4-0 4x5 = 4.00 FM 3 2x4 p 3x8 = 2x4 II 6-4-0 12-8-0 .6-4-0 6-4-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN R TO 1T CONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better ��� �� .,,1 P. T C r4 Vro /// Cc o.,z /� ec 00.16 we D.1B hot-dl pets alvonlzed steel. 2. ConneL�for pll les are applied to both faces of Truss at each 'ointt. Where Ci T- �� imenslons ar not h wn, fates are symmetrically laced a�oul joint or as c P Ym Y P 1 indicated by circles �a 3. C (ling, an fobri o Ion shall be occ m fished using equipment producing snug •' 4/ • .• �J ' !/,, ` f^ 4, 4� �i LOADING 'y1 �_ CRITERIA: A( SOUTHERN TRUSS T�1ng)Gntsgndduly mbeddedpla�esp 4. Unl ss otherwise note compres lon lop chord to be continuously braced by the LGoP( sheathing. ti rnJ d , h - w LOADING (P.0 3a.o COMPANIES 5. the permanenl structural restraint shown is to prevent buckling of individual truss member at 1s nol intended as a bracing Ian for the roof structure or as a plan the to the bullBeing. = F CG - rcll < - TOOL 15.0 = BLDL 2590 N. Kings Highway 8 8 y Fort Pierce, FI.34951 for the attachment of roof CAUTION: Trusses can (�e don erou and op copse dome e o d PBrsaOal in y f Impr I handled Installed an�l/or �roce� tlracmg sh wngon 1s tlrawlpq IsVI' EItCC�I� Y41 �TPI) SCSI 2008 BUILDING V) = 100 l�L (772)464-4160 FD :(772)3I8-0015 BRACING. Refer to the Truss Plate Institute publication COMPONENT SAFETY INFORMATION. Guile to good practice for handlin installing 4f mettal plate connected wood lr sses . TPIIpFtgd o`. 21g Nortjlte Street Alexandria VA 1pelephone: (TOJ/ �t33-1010 E-malt: Ifill pmsl.org ,• 4 / F1- �j� Suite J12, ?2314. Read all manufactures WARNINGS enclosed with drawin ocka e. TYPE: 11 DEFL "(1°d Vd.n L/d PLATES GRIP VFrI((LL)) -0.a2 T-B >999 3aa Vxl(TL) -0.0! 7-B >999 7.0 A520 246/19! Non(TL) 0.00 6 /° /o A51 &1 3.6/19S wed LL OX 1 >999 i.o DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 Plot.. Inena.a 1.00 Lumber 1-09e 1.33 flap Slnsa Iner YES Code nZ010/TP12007 r/111111110, STANDARD PACIFIC 6510 QTY: I ARCE ENGINEERING NOTES LUMBER BRACING 1 Unbalanced root live loads have been considered for Ih;s design. TOP CHORD Structural wood sheathing directly opplied or 2; Wind: ASCE 7-10; 17omph(3see gust)Vosd•132mph; h•2off- TCDL•6.Opah BCDL•6.Opsl; Category 11; Eep C; enclosed; MWFRS (low—rise) TC 2 % 4 SP No.2 6-0-0 cc purlins, except and verlicola. BC 2 % 4 SP No.2 BOT CHORD R;g;d ceiling directly applied or f0-0-0 cc and C—C Interior(1) tone; Lumber DOL•1.33 plate grip DOL-1.33. This truss is designed for C—C for members and forces. and WB 2 % 4 SP No.3 -Except- EV1 2 % 6 SP No.2. EV2 2 % 6 SP No,2 Orating for MWFRS for reoclions speeilied. 1 —Ply 3) This truss has been designed fora 10.0 psf bottom chord five load nonconeurrent with any other live Toads. REACTIONS (lb/site) 6.671/0-3-0. 4-671/0-3-0 _ 4 Provide mechanical connection (by others) of Irwa to hearing plots of fable ) 6. Max Harz 6•-45(LC 7) 5 Provide mechanical connection (by others) of Truss to bearing plate copaOie of withstanding 185 It, uplift at joint 6 and Max Uplift 6.-185(LC 4). 4.—IB3(LC 5) 103 lb uplift of joint 4. FORCES (lb) — Maximum Compression/Maximum Tension - LOAD CASE(S) Standard TOP CHORD 1-2•-617/292:2-3.-667 292. 1-6.-605/306, 3-4.-605/306 BOT CHORD 5-6.-107/165, 4-5.-70�65 WEBS 2-5.-1B9/178. 1-5.-136/431, 3-5.-136/431 6-4-0 12-8-0 6-4-0 6-4-0 4x5 - 4.00 rf2- 2 2x4 II 3x8 = 4— II 6-4-0 12-8-0 6-4-0 6-4-0 FURNISH A COPY OF THIS TRUSS DESIGN TO E - INTRACTOR TYPE: 12 PLATE: SIMPSON STRONG TIE CS,DEFL ) n(I..1 r/a.n E/4 PLATES GRIP SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ���� //// o=; vKiln) :00.05 S >999 240 As2o 2+6/195 I. Connector places qre fabricated from 20 gauge ASTM A653/653M Grade A or better ,� -T` P T �� �� we o.r! Harinl o.00 + . n/. n/= As OH 216/195 hot -dipped lgalvanizeds qr f steel. V' . • • • • , (xmn.1 was a o.or ! >999 xm 2. Connector plates are opplied to both faces DI truss at each hint. Where )iL DATE: Feb 2012 dimensions orp not h wn, plates are symmetrically placed a�lout joint or as fi� LOADING Version: 10.2d indicated by circles �o� 3. � fling, qnd fobrl a Ion shall be act mplished using equipment producing snug ` f f '� ' ,�yi CRITERIA: ANSI TPI 1-2007 MATRIX S 0 U TH E R N fi�lIng joints andcfu�ly embedded ppia.te5. 4 •<<' rO�� TRUSS 4• Unl ss otherwise noted, compression lop chord to be continuously braced by the _ h LOADING (pFl) sPACINc :-o-o Cooef sheathing. TOLL 30.o PmLF ecr.e.e oD C 0 M P A N I E S 5. the perman nt structural restraint shgwn is to prevent buckling of individual truss - w : ^� _ TCDL 5.o Lambxr Inar.ae. 33 member aI is not intended as a bracing plan for the roof structure or as a plan = )- < _ BCLL 0.0 Rep sbese Inv 007 for the attachment of the roof to the building. ecOL lo.o coax FBC20f0/iP12007 CAUTION: r 2590 N. Kings Highway Tr us es ca ba ddan erou and a copse �omage o�1ci p�rso p inj�yTjfE Fort Pierce, Fl. 34951 9R AINCnR lee to $e Truts Pl�te Institute tgqtTPI an nublication I tlCSI 2V008 BUILDING (772)464-41GO Fax:(772)318-0015 COMPONENT SAFETY INFORMATION• Guile to good practice for hondlin installing xi F ••••V 4I mettal plate connected w od lr sses . TPI I I ab�eedd a1. 221g Norllt �e Street Suite 312, Alexandria VA �20314. 1pelephone: (�O�j 683-1010 E-mall: tneio®Ipinst.org Read all manufacture s WARNINGS enclosed with dro Ing package. ////111111111�`\\ Ql Y' 9 ARCE ENGINEERING STANDARD PACIFIC 6510 LUMBER BRACING TOP CHORD Slructurol wood sheathing directly applied or al NOTES (0.131"x3') nails as follows: 1) 2-ply Truss to be connected togetherX with l rows lollows: 2 X 6 - 2 rows at 0-9-0 cc. 2 %,4 - 1 row of 0-4-0 cc. TC 2 % 4 SP No.2 purlins, except end verticals. 8C 2 % 6 SP SS 2-7-9 BC SOT CHORD Rigid ceiling directly applied or 10-0-0 cc Top chords connected as Bottom chords connected as follows: 2 % 6 - 2 rows al 0-7-0 cc. 2 EV 2 X 6 SP No 2. EV2 2 X 6 SP No.2, WI 2 %4 SP SS bracing. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc. except it noted as front (F) ar bock (B) Iota in the LOAD CASES) 2 % 4 SP No.2 -Except- W7 2 % SP SS 2 X WEBS 1 Row al midpl 6-7 2) All loads are considered equally applied to all plies; been to distribute only loads noted as (F) or (B), unless otherwise 2 - REACTIONS(Ib/sic.) 12.902]/Mechanical, 7-10153/Mechanical Max Uplift 12--3030(LC 3), 7--J496(Ll: }) section. Ply to ply connections have provided indicated. }) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd=1J2mph; h-2011: TCOL-6.Opsl; BCOL-6.Opsl; Category II; Eep C; enclosed; MWFRS (low-rise ; Lumber DOL-1.33 plate grip DOL-1.33. FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-12--B0J7 2760, 1-13--77J9/2]99, 73-14--7139/2399, 2-14--7139/2399, 2-15--9J02/3187, J-15--9]02/3107, 5-18--7192/2498. 18-19--7192/2498, 4 Provide adequate drainage to prevent water panding. 5 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 12 3-4--;302�187, 4-16--9302/3187, 16-17--9302/3187, 5-17--9302/3187. 6 Provide mechanical connection (by others) or truss to bearing plate capable of withstanding 3030 lb uplift al joint and 6_19--7191'3187. 6-7--8483/2928 11-22--2399/7139, 10-22--2399/7139, 9-lo--2399/7139, 3496 lb uplift at joint 7, Bar CHORD 12-20--136/387, 20-21--1J6/387, 11-21--136/J87. 8-24.-'498/7192, 8-25--133/371, 25-26--13J/J71, 7-26--1J3/371 9-23--2498/7192. 23-24.-2498/7192. 1-11--3234/9548, 2-I1--4247/1626, 2-9--1137/3120. 3-9--1942/777. 5-9--993/3043. 5-8--4284/1555, 6-8--3380/9747 LOAD CASE(S) Standard . Plate Increase-1.00 WEBS 1) Regular: Lumber Increa3e-1.33, Uniform Loads (pit) Verl: 1-6--90.7-12--20 Concenlr llul Vert: 6-tl581(B) 10--1129(F) 2--722(B) 3--722(B) 8--1121(F) 1J--722(8) 14--722(9) 15--722(0) I6--722(0) 17--722(8) 24--1121(F) 25--1121(F) 26--1121(F) 18--722(8) 19--722(B) 20--1129(F) 21--1129(F) 22--1129(F) 23--1121(F) PLATE: SIMPSON SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 4-9-2 9-2-8 13-7-14 16-5-( 4-9-2 4-5-6 4-5-6 4-9-2 5x7 3x5 - 1x4 II 3x4 = 3x5 = 5x7 - 15 3 4 16 17 5 18 19 6 1 13 Y a - EW3 WS W7 V2LZI 12 20 21, 11 22 3x9 11 7x6 = 4-9-2 9-2-8 4-9-2 4-5-6 10 9 23 5x6 = 5x8 = NG TIE FURNISH A COPY OF THIS TRUSS D SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector lutes qre fobrica led from 20 gauge ASTM A653/653M Grade A or better hhot-dippe i'galvanized steel. 2. ConneL�for plates are applied to both faces of truss at each int. Where dimensions are not h wn, plates are symmetrically placed a�loul joint or as indicated b circles to� 3. � (ling,gnd fabrics ion shall be act m lished using equipment producing snug fi�tfng joints and fully embedded plo es. 4. M ss otherwise noted, compression top chord to be continuously braced by the ooef sheathing. 5. rThe permanent structural restraint shown i to revent buckling of individual truss member and is no intended os a bracing p�on for the roof structure or as a plan for the attachment of the tool to the building. CAUTION: Tr,rdeoe nnn he danoerous and COD cause damage and pgrs000l tn14rTjftjWRRJ(ly 24 8 25 726 7x6 - 3x9 II 13-7W4-9-2 18-5-0 4 TYPE: FG1 - 2 IGN TO RACTOR es1 oerl (toe) I/e.n Vert 11)) -0.12 a-9 >997 -0.27-9>7e. l/a ]60 2.0 PLATES GRIP A520 2l6/195 `9C0II) / we 0.56 Bart((T8j 0.07 7 /o O.13 0-9 >V97 n/s Na A51BN 246/195 •' • ]� // (Nall.) wrq(ll) LOADING DATE: Feb 2012 •' (, ~ CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d ,, �y • ' '•"/ +G•• LOLLDING.D T30 PIRa Lfin.... 2-1D.-0o0 )li-."1 �S TOCDL , 15.0 Lambxr I...... 1.33 Ir,rNO Uea I (n BCOL 1CLL 0.0 Cod FBC2010/iPIT007 C/ � //r�llllllll,�`\ TY: 1 I t STANDARD PACIFIC 65`1 ARCE ENGINEERING BRACING TOP CHORD Slruclurol Head sheathing directly applied or NOTES 1) y_ply truss to be connected together nilh 10tl (0.131.J) nails os IaOo I 2 % 6 - 2 ro+e of 0-9-D 2 X 4 - 1 ran al 0-4-0 oc. LUMBER TC 2 % 4 SP No.2 6-0-0 oc purlins, e.cepl end verticals. Rig;d tailing directly appiied or 10-0-0 oc Top chards cannecled as lotions: -1) Bollom chords cannecled as Iollons: 2 X 6 - 2 tons of 0-4-0 oc. BC 2 % 6 SP No.2 BOT CHORD WB 2 % 4 SP No.J •E.cepl' EVt 2 x 6 SP No.2, EV2 2 X 6 SP No.2 bracing. Webs connected os Iollons: 2 % 4 - 1 ton al 0-9-0 oc. to all e.cepl if noted as front (F) or back (B) lace in the LOAD CASE(5) 92/14-5-8 2 - ply / B^ SZ 2) All foods ore considered equally applied plies, Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless olhernise REACTIONS Max Uplill 12� 71 size (LC J). 7-�1253(LCMS)n11 �a11711(�C9]) 1B7(LC J)65-4 1960(LC J) section. indicated. h-2otl; TCDL-6.Opsl; BCDL•6.Opsf; Category II; Esp C; enclosetl; MwFRS (Ion -rise ; J) Wind: ASC,E 7-10; 170mph(Jsea qusl)Vosd-132mph; FORCES (Ib) - Ma.imum Campreeeion/Mo.imum Tension 7, _ _ TOP CMORD I-12--9a4/368. 1-13--156/54, 13-I4--156/54, 2-14--156/54, 2-15--134/327, ]-15--134/3�7, 3-A--134/J2/42 10-221--545�156,19-10-�54Ilse �9-2J-�55/13 Lumber DOL•1,33 plate grip DOL-1.33. 4 Provide adequate drainage to revenl Hater pondinq. P live load nonconcurrenl n;lh any other live leads. 4-16--1J4/J27, 16-17.-134/327, 511721-3123/358 I8-221345a/156, t / / 53 This )ruse has boon designptl for o 10.a psi bottom chord 715 Ib uplift of joint 12, (by others) of buss to bearing plate capable or a 8. B0T CHOflD 12-ZO--12�J5B, 20-21--123/JSB, 2J-24.-55 1J4, 8-24.-55/134, 9-25--126/3J8. 25-26--126/SJB. 7-26--126/33B 5-B--1649/655, 6-8--292/102 6) Provide mechanicoi connection 1980 uplif 121J Ib uplill of joint 7, 1771 to uplift of joint 11. 2187 lb uplill al joint 9 and 19001E uplift of joint WEBS 1-11--289/90.2-11--1532/623.2-9--697/271,3-9--19J6/776.5-9--664/27J, LOAD CASE(5) Standard 1) Regular. Lumber Increase-1.33, Plole Increase-1.00 Uniform Loads (PII) Vert: 1-6--90, 7-12--20 _ (Ih 17 _ _ )) _ 24-?1663(B) 25?�(1655(B) 26-(F1655(B) 22 i Concenlraled 1022(P)620-� r.Loads 18--722(F),J, 1663(B)(2)1.-I66J(B) 22-16667(B) 2J-7166](B) 4-9-2 9-2-8 1 13-7-14 18-5-0 4-9-2 4-5-6 4-5-6 4-9-2 3x6 1x4 11 3x4 = 3x4 = 3x6 � a tF 17 5 18 19 = 3x4 = 6 = •_ 4x4 II 3x4 = 4x6 = 3XCJ = -._ 4-9-2 9-2-8 13-7-14 18-5-( 4-9-2 4-9-2 4-5-6 _ 46 TRUSS DESIGN TO 4 T�CONTRACTOR FURNISH A COPY OF THIS T PLATE: SIMPSON STRONG TIE SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: A better ��� P �R /// rc o.e6 ec o.7s I. Conneylor places are fobricaled from 20 gauge ASTM A653/653M Grade Or hhot-dlDDped galvanized steel. z. CanneC,lor plates are applied to both faces of Truss at each �oint. W11ere or as \\ .. • • ,{ r,/ ((mat �.2: ,. �r t ^+� LOADING <!f ' dimensions are not h wn, plates are symmetrically placed a oull pent indicated bV circles �0 - ttlln9'otnlsfgnd lu to embedbbed clu�efiplished using equipment producing snug 3. �r d , �i' CRITERIA: AN J" ,•, :' rnJ� SOUTHERN I pc y y IY g) UnlBss otherwise noted, compression top chord to be continuous) braced b the _ 4 �i LC ING •' J TRUSS 4. tool sheathing. 5• The permaner t structural reslr0inl shown is to revenl buckling of individual as al truss and 1s not in ended o a bracing plan far the roof structure or as a pion W !� Tool. 100 _ eCLL 0.0 - E" : _ ecoL 10.0 COMPANIES member for the attachment of the roof to the building. (n 2590 N. Kings Highway' Fl. 34951 CAUTION:�� g Trus es pan be donaerou9 and Cop Capse damage and persapal (n f i ly handsled in an U/or braced. gracing sh wn on this drowipq is �TPI) f3CSI 2008 BUILDING \ \ •, •,•y \ Fort Pierce, (772)4G4-41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute publication COMPONENT SAFETY INFORMATION. Guide to good practice for handling inslollingt f to connected Y ad t ses . TPI t5 ID �e 1t.'126!1E ah l,a c trein 9 �sed ®ackaloe. , F ,� \ )nel3ofyl .0 Re dfa111m�alnufaoture-SgVyAR4.eNIphone: �l wth drowin ///11LZ 111111�1Y\\ 5 I I TYPE: FG2-2 ply IF t (Ioc) I/e.0 L/d PLATES CRIP 0.0251-12 >999 360 A520 Z/6/19] Vol(R)-a.0>954 240 Neralill 0.00 /^ ^/° As,BH 246/193 .2,::-"2 ->999 2.0 DATE: Feb 2012 TPI1-2007 MATRIX Version: 10.2d SPACING Z-0-0 PIo1s In-1. 1.00 Lumber lnereme 1.J3 Rep site sa Incr NO Code rOC2010/TPI2007 -iI STANDARD PACIFIC 6510 QTY: 3 ARCE ENGINEERING NOTES LUMBER BRACING 1 Wind: ASCE 7-10; 170mph(3sec gual)Vasd-132mph; h-2011: TCDL-6.Dpsl; BCDL-6.Opsl; Category Ili a C; enclosed: MWFRS (low-rise) TC 2 % 4 Ste No.3 TOP CHORD Structural wood sheathing directly applied or ) and C-C Inleriar(I) ran.; Lumber DOL-1.33 plot. grip DOL-1.33. This truss is designed tar C-C tar members and tortes, and 2-0-0 oa purling. for MWFRS for reactions apecilietl, BC 2 x 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1 - Ply . bracing. 2) This truss has been designed tom o lord psi bottom chord live load nonconcurrenl with any other live loads. 3 Gahle requites tonlinuoug bottom chord bearing. REACTIONS (Ib/sire) 1-61 /2-0-0, 2-50/2-0-0, 3-.I1/2-0-0 4 Bearing of joinl(s) 2 considers parallel to groin value using ANSI/TPI I angle to groin formula. Building designer should 30 Mow Horr 1-22(LC 4) verily capocily of bearing surface. Mo. Uplill 1--16(LC 9), 2--30(LC 4) 5) Provide mechanical connaclion (by olhorg) of truss to bearing plate capable of withstanding I6 Ih uplift al joint I and me. on- 1-61(LC 1). 2-so(LC 1). 3-22(LC 2) lb uplift al joint 2. 6) Beveled plate or shim required to provide lull bearing surface with truss chord at joint(5) 3. FORCES (lb) - Moumum Compression/Maximum Tension TOP CHORD 1-2--Ifi/t3 LOAD CASE(5) Standard SOT CHORD 1-3-0/0 2-0-0 2-0-0 2 4.00 2x4 2-0-0 2-0-0 FURNISH A COPY OF THIS TRUSS DESIGN TO N ONTRACTOR TYPE: MV2 r„ GRIP TIE ATE: SIMPSON STRONG T /cSI SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ r- / \ 1 1� T S // �tt i^II°.) yore PLATES rc o.oa Vni LL ^�°g99 As2a 2.6/195 tic o.or vwr`n� /a I. Conneplor plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped olvonized steel. 'oinl. Where _ \\ �6 1^ • • // 11 J� we o.00 Hb (TL) -0.00 ^/° ^/° AS GH (w°irl') 2. Connector pll tes are applied to both faces of truss at each dimensions are not h wn, plates ore symmetrically placed o�Tout joint or as \J G,l• DATE: Feb 2012 LOADING Version: 10.2d SOUTH ERN indicated b circles �o� 3. C (tin gnd�yfobrica ion shall be occ mplished using equipment producing snug f�`Inggjamts and fu�ly embedded ppla�es. to chord to continuously braced by the .� :' G,'' r��j y� i 4 , 0 �g ': CRITERIA: ANSI TPI 1-2007 MATRIX SPACING 1-0- TRUSS 4• Unl@@ss otherwise noted, compres§ion 0a1, sheathing. -- s. a permanent structural restraint shown i to prevent buckling of individual truss _ as a W .G. .- !{ _ TOLL 3a.a Plot.. inar.a.. 1.aa TOLL 30.0 TCDL 15.o Lumbar .,.trace 1.33 o.a Rap Slrne Incr rEs C 0 M P A N I E S member and is no Intended a a broc'lnCC ppjan for the roof structure or plan _ _ for the allachmen'i of the roo� to the bUittlmg. Uj V ecLL ecoL o.o case rBC2010/TP12007 2590 N. Kings Highway Fort Pierce, Fl.114951 CAUTION: Trus es po a ddddon erou and op cause gdhaymage o d p rsogoyl jnJ4ry1fEtr]pf�B�lY l�6CSI tJ20008 tiBtUIILDINC nl�he Truss Plo�te InsNlute er �L (772)464-4160 Fax:(772)318-0015 BRACINCnR to `TPI)opubhica�lion g COMPONENT SAFETY INFORMATION. CuiJe (o good practic`e: f2or ghandling installing 4f mettal late connected wo4.od lryysses .TPI I$D9F 6tPQ 10101 ENrtitill: anla@Ipinsl.org ( TT�- c ,• v Suite 312PAlexondria VA �23R.'Ielephone: 1 Read all manufactures WARNINGS enclosed with drawl, package. / _ 1 ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 3 LUMBER BRACING TOP CHORD Slruclural wood sheathing directly applietl or ood NOTES 1) wind; ASCE 7-10; 170mph(3sec gus()Vasd.132mph; h-201t: TCDL�6.Opst: BCOL�6.Opsl; ColegCry B; ESP C; DOL-1.33. This Iru.a is designed for C-C for member, enclosed; MWFRS (low-rise) and lore.,, and TC 2 % 4 SP No.J 4-0-0 oc s, except end verlippla, and C-C Inlerior(1) [one: Lumber OOLwi.33 plot. grip BC 2 % 4 SP No.J WB 2 % 4 SP No.J B0T CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reoclions specnied. 2) This Iruss has been designed fora 10.0 pal bottom chord live load nonconcurrenl with any other live loads. 1 -Ply REACTIONS (lb/size) 1-163/4-0-0. 3.163/4-0-0 bracing. 3 Cable requires continuousconnebottom chord scoring. 4 Provide mechanical connection (by alhora) of Iruss to bearing plate capable of withstanding 63 It, uplift at joint 1 and 62 Max Hart I �59 LC 4 Mo. Uplift 1.-43(LC 4). 3--62(LC 4) Ib uplift at joint 3. LOAD CASE(S) Standard FORCES (lb) - MOxirnam Compraaaion/Maximum Tension TOP CHORD 1-2--43/34, 2-3--133/104 Bar CHORD 1-3-0/0 4-0- 4-0-0 1.5x4 II 2 2x4 1.5x4 II 4-0-0 4-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER - ftNT-RACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ // rc a.3o I. Conneclordlotes are fabricated from 20 gauge ASTM A553/653M Grade A or better \\\ -,` P T C� //� e 0.00 hot -di pe olvanl2ed steel. �1'° . • • • • . �j (u.vi.) 2. ConneL�tor plates arIf applied to both faces of truss al each 'oin .Where r dimensions arc not h wn, plates are symmetrically placed of ou� joint or as \' . r LOADING indicated b circles �o� �/ G SOUTHERN 3. �Y(ling,gnr�fabrica'lon shall bbe accgmsplished using equipment producing snug �. ,; �.• �(� y� CRITERIA: AI 4. tSling rots Dnd fu I mbedded vla e . nl ss otherwise note Compression lop chard to be continuously braced by the 4 ` (c7 ly TRUSS oo� sheathing. _ ^ / J LOADING YCLL 3.0 COMPANIES 5. rlhe permonent structural restraint shown i9 to prevent buckling of individual truss = C _ ecii too melTSber and Is no` Intended o a bracing pion for the to structure or as a plan lore the attachment of the roo�to the budding. (1] BCDL 10.0 2590N.Kir1 Kings Highway CAUTION: 8 8 y Trus es fan be dan erBu and o copse damn e o d p rsapal in' f ip� ffpr I ' Fort Pierce, FI.34951 handed Installed an�l/or sroce� �racing sh wn9on ibis drawlpg Is(�l' EHt t �� y BRACING. Refer to the Truss Plate Instilute �TPI) publication 6CSI 2008 BUILDING CI (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guige to good practice for handlin installing 4f me of plate connected w22od lr sses . TPI 1 1 o��eedd at•. pp1g Norlj �e Street Suite �12, Alexandria VA ?2J14. 1pelephone: ( 03f 683-&6 E-mod: in o®tpmsl.org i/ • F , >- \� Read all manufacture s WARNINGS enclosed with drawingacka e. TYPE: MV4 orrtI t/a PLATES GRIP 999 VnIERI A520 216/193 H9r,(rl.) O.DO n/e n/e ASIBH 116/19a DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 plot.. I..,.... 1.00 Lumbar lmr.Oee 1.33 Pep Slrue Incr YES Code FBC2D10/TP12OD7 143 ARCE ENGINEERING LUMBER TC 2x4SP No.3 BC 2x4SP No.3 WB 2 x 4 SP No.3 OTHERS 2 x 4 SP No.3 1 - Ply REACTIONS (lb/size) 1-138/6-0-0. 4e48/6-0-0, 5-358/6-0-0 Mae Hare 1:9B(LC 4) Mo. Uplift 1�-20(LC 4). 4w-19(LC 4). 5-137(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP cHORO 1-2�-99/52,2-3--40/7. 3-4--40/31 BOBS HORD 2-5- 293/2260/0 STANDARD PACIFIC 6510 QTY: 3 BRACING NOTES TOP CHORD Structural wood sheathing directly applied or 1) and Wind: ACC Interior(l) 11 rormie h(LumberuDOL� la33 p? le grip DOLw 1.33L This truss IsOdesigned for C 9Crlolr m tubers and IoreeaFand(low-rise) e 6-0-0 cc purlins, except end verlicots. ( ) SOT CHORD Rigid ceiling directly applied or 10-0-0 0' for MwFRS for reaction, sp.cilied. bracing. T This Truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live foods. 3 Gable requires continuous bottom 'hard bearing. 4 Provide m.chonicul connection (by others) al Iruss to bearing plate capable of withstanding 20 to uplift at joint 1. 19 to uplift at joint 4 and 137 to uplift at joint 5. LOAD CASE(S) Standard 6-0-0 6-0-0 1.5x4 II 3 2x4 � 1x4 II I.0x1+ II ' 6-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TOONTRACTOR TYPE: MV6 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\\ /// cv DETI ('.+i '/°•�' �Lld PLATES GRIP TCt. Connector laces are fabricated from 20 gauge ASTM A653/653M Grade A or better \\ -,` P T ER // ec o.Ie vw1(n/. - n/. As2o :+s/Iss hot-dippe� alvoni2ed slgel. e /�W i ae Nxr(n) o:oo a/a AsteH 246/195 2. Canneclor p0tes are applied to both faces of Iruss at each 'Dint. "ere DATE: Feb 2012 dimensions org not h wn, plates ore symmetrically placed o�Toul joint or as\,' : ^,1'iT� l _ LOADING indic.leof It circles of W Version: 10.2d 3. � tlin%gnd fabrics ion shall bbe accCm lished using equipment producing snug f• �G' 4j i CRITERIA: ANSI. TPI 1-2007 MATRIX SOUTHERN li� In )Dints and fuF y mbedded latesp Q , ` rDnJ 4. Unfas�s otherwise no�e� compression lop chord to be continuously braced by the lo4wNo (p+I> SPACING 2-0-0 TRUSS To sheathing. W TCLL 30.0 plot.. Incr.a.e I.00 COMPANIES 5• To( permanent structural restraint shown to �revenl buckling of individual truss _ ( _ TCDL 1s.o Lumber I...... 1.33 Fri ontl Is not Intended a5 a bracinq pion f'or the roof structure or as a plan S _ ecLL 0.o Rep str... incr YES for the attachment of the root to the b Tilding, l (G _ BCDL 10.0 Cod. iBC2010/TP12007 2590 N. Kings Hihwa CAUTION: g Y Trus es on be don erou and ap cause damage ofld p rswip inj l ��lEtipl �g ly Fort Pierce, PI. 34951 hond�ed ms(alled on�/or sbroce� tlracmg shgwnP this rPlrawipq 1s Ht41 (772)464 4160 Fax:(772)318-0015 BRACING. R ter to the Truss Plate Institute TPI ublication CSI 2008 BUILDING •• COMPONENtg SAFETY INFORMATION. Gui�(e �o good practice for hondlin installing Ll 4t metal late connected wood lr sses . PI I at d al 1g North �e Street F 1- �� I Suite J1Z, Alexandria VA 72314. 111elephone: (03�613-1010 E-mall: InPloOlpinsl.org Read all manufactures WARNINGS enclosed with drawin acka e. / /////IIIIIII\�\\\ ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd- 132mph; h-2011: TCDL-6.Op5l; BCDL-6.Opsl: Category It: Exp C: enclosed: MWFRS (low—rise) BC 2 x 4 SP No.3 6-0-0 cc purlins, except end verticals. and C—C Interior(1) tone: Lumber DOL-1.33 plate grip OOLw1.33. This trues is designed for C—C for members and forces, and We 2 x 4 SP Na.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc for MWFRS for reactions specified. OTHERS 2 x 4 SP No.3 bracing. 21 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 1 —Ply 3 Cable requires continuous bottom chord bearing. REACTIONS (lb/size) 1.115/8-0-0. 4-167/B-0-0, 5-482/8-0-0 4 provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uprilt of joint 4 and Max Harz 1.138(LC 4) 185 1b uplift at joint 5. MO. Uplift 4.-64(LC 4), 5w-1B5(LC 4) LOAD CASE(S) Standard FORCES (Ib) — Maximum Compression/Maximum Tension , TOP CHORD 1-2•-151/58, 2-3w-66/32, 3-4--137/103 GOT CHORD 1-5-0/0,4-5-0/O WEBS 2-5--395/296 8-0-0 8-0-0 1.5x4 II 3 2x4 G% lx4 11 1.5x4 II 8-0-0 8-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER TRACTOR TYPE: MVRI SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: from 20 ASTM A653/653M Grade A or better % / \�\ T � /// crc v o:ii /e PLATES GRIP DErI > (too) ytlea L999 vniln) %a - %= 949 As2o 246/195 I. Connector plates are fabricated gauge hot-fte olvanized steel. 'oin``. -, ` y \N V"..,,,, I` �j vu�Irl.j 11 rbnln) o:oo No x/• As1BN 24fi/195 2. Conne for fill tes are applied to both races of truss at each W{ ere dimensions orp nol h wn, plates are symmetrically placed adoul joint or as indicated b � Y. \ �r 3� i �(j �\ �� LOADING DATE: Feb 2012 SOUTH ERN crcles s. CC (ling, gnayfabri a Ion shall be acc mplished using equipment producing snug ` fi andclu�ly embedded?,to es. ,• J. ,; C �� CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d TR U S S ling joints a. Unl ss otherwise noted, compression lop chord to be continuously braced by the LLGae( sheathing. i9 to buckling of individual truss ' Q 0 (� LOADING (p.q TCLE 30.o SPACING 2-000 PIa1.. 1nar.ae. 1.33 COMPANIES 5. The permon8nt structural restraint shgwn prevent member an is not Intended as o bracing plan for the root structure or as o plan ^ _ f� TeoL 1.:a Btu 0.0 Lumber I...... 1 ES Rep sI...e Incr TES for, the attachment of the roof to the budding. _ CAUTION: v BCDL 70.0 Coda rBC2010/TPI2o0T 2590 N. Kings Highway Fo1i Pierce, Fl. 34951 Trus a pG a don erou and coVse0doma a opd p rsopol (n f iL�p� q I hand�ea Ins�alled Gn�l/or �bracec� tiranng sh wngon Ihls drawlpg Is (�1' Efitl �10 y <I (772)4G4-4160Fax:(772)318-0015 BRACING. Rgfer tg the Truss Plate Institute TPI) publication CSI 2008 BUILDING ,, COMPONENT SAFETY INFORMATION. Guide o good practice for handling installing•' connected wood l sses ((ss Ip ab�eedd al' Z1g Narl,' le Street F L v Qf metlal plate .TPI Suite 312, Alexandria VA 72314. Telephone: (/03�683-1810 E-moll: Inela®lpinsl.org �j f1 Read all manufactures WARNINGS enclosed with drawina oackage. r//IIIIIII%1, ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING - NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10;.17Dmph(31ec 9u3QVosd-132mph; h.2011; TCDLw6.Op3l; BCDL•6.Opst; Category II; Exp C; enclosed: MWFRS (low-rise) BC 2 x 4 SP No.3 6-0 -0 oc purlins. except end verticals. and C-C Inlerior(1) :one; Lumber DOL•1.33 plot, grip DOL.1.33. This buss is designed for C-C for members and forces, and WB. 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 o. for MWFRS for reactions sp d,;Red.for OTHERS 2 x 4 SP No.3 bracing. 2) This truss has been designed a 10.0 psi bottom chord live load nonconcumenl with any other live loads. 1 - ply 3 Gable requires continuous bottom chord bearing. REACTIONS (ID/sic,) 1.2J7 /10-0-0. 4.146/10-0-0, S.60B/10-0-0 4 Provide mechonical conneclion (by others) of trues to bearing plate capable of withstanding 30 lb uplill at )oink 1. 57 lb Max ize)Hur1-231/1 4) uplift at joint 4 and 232 It, uplift at joint 5. Max Uplift 1.-", LC 4), 4.-57(LC 4). 5'.-232(LC 4) - LOAD CASE(S) Standard FORCES (Ib) -Minimum Compress;,,/Maximum Tension TOP CHORD 1-2•-162/64, 2-3•-BS/25, 3-4.-125/g5 BOT CHORD 1-5.-9/16, 4-5.-9/I6 WEBS 2-5.-470/335 PLATE: SIMPSON STRONG T SEAL 1 hot 2. Cot �d SOUTHERN ' vl TRUSS 5. Wa COMPANIES me 2590 N. Kings Highway Tru Fort Pierce, Fl. 34951 hor (772)464-4160 Fax:(772)318-0015 B0 10-0-0 10-0-0 1.5x4 II 3 2x5 1x4 II 1.Sx4 II 10-0-0 10-0-0 FURNISH A COPY OF THIS TRUSS DESIGN TOE'[ - N CONTRACTOR OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ // CMo.el lorijilotes are fabricated from 20 gauge ASTM A653/653M Grade A or better \\\ P. T C � /�� e 00.12 pe galvanized steel. .. • • fj lamr;.) for plates are applied to both faces of Iruss at each 'oink. Mere ons arp not h wn, plates are symmetrically placed a�oul jo nl or as d by circles tto� 6 LOADING ants gndcfully 8mbeldded pla�esPlished using equipment producing snug; C •� �(�y\ CRITERIA: Al 9therwise note , compression lop chord to be continuously braced by the Q r� u1 ;alhing. - W •� .- TCLLOADINC J00 man s(ruylurol restraint shown is to prevent buckling of individual truss _ (� _ TcoL 15.0 • and is not In ended as o bracing pion for the roof structure or os a plan _ attachment of the roof to the building. N _ BOLL 0.0 CAUTION: - BCDL 10.0 par[ l�e �onc�erous� andjag copse damage a�+d p�erso0ol (njwr�tjfE�1 (�Be�ly Ins a le an /or race . racing sh wn on his rawlp l Is " Refer to the Truss Plate Institute �TPQ publication 6CSI 2006 BUILDING � �•, e„� •.'vV ` DENT SAFETY INFORMATION. Gui a to ood ractice for handling installing II late connected wood lrJ1sse a. TPIg I ut d t' 21B North I,e 5treat F�- � 12PAlexondrla VA �2314. Telephone: (�O��6f�3 a1010 E-molt: Inelo®tpinsl.org �j � �" \\ manufactures WARNINGS enclosed with draw;, acka e. / TYPE: MV10 DEFL In Doe) Vddl L/d PLATES GRIP V" (LL)) Vnl(IL) /o - /a 999 A520 2/6/193 11ore(TL) O.00 4 n/o n/a AS1DH 246/193 DATE: Feb 2012 • „x,arvI Version: 10.2d SPACING 2-0-0 plot.. Inerea.a 1.00 Lumber Increase 1.33 Rep St.... Incr YES Code FBC2010/TP12007 -4& T 7///IIIIIIW ARCE ENGINEERING STANDARD PACIFIC 6510 QN: 1 LUMBER BRACING NOTES TC 2 X 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(31e1 gusl)Vosd-132mph; h-2011: 7CDL-6.0pa(: BCDL-6.0ps1; Category II; Exp C: enclosed; MWFRS (low—rise) BC 2 X 4 SP No.3 6-0-0 oc purrins, except end verticals. and C—C Interiar(1) zone; Lumber DOL-1.33 plate grip 0OL-1.33. This truss is designed for C—C for members and forces, and WB 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 x 4 SP No.3 bracing. 2) This truss has been designed Ior a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 1 —Ply 3 Cobla requires continuous bottom chord bearing. I — ply (Ib/size) 1-134/12-0-0. 5-1B6/12-0-0, 6-454/12-0-0. 7-431/12-0-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 Ill uplift at joint 5, 172 Mox ;ze)He,1-217(LC 4) lb uplift at joint 6 and 165 Ill uplift at joint 7. Mox Uplift 5--72(LC 4). 6--172(LC 4). 7--165(LC 4) LOAD CASE(5) Standard FORCES (lb) — Maximum Compression/Maximum Tension TOP CHORD 1-2--226/27.2-3--13B/34, 3-4--06/24, 4-5--147/107 BOT WEBS CHORD .3 6�-37B/274 2-7-3340/24024. - 13/24 PLATE: SIMPSON STRONC SI 1. 2. SOUTHERN J. TRUSS 4. COMPANIES 5. 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 12-0-0 12-0-0 3x4 y 1.5x4 II 4 1.5x4 II 12-0-0 12-0-0 �9 FURNISH A COPY OF THIS TRUSS DESIGN TO E - CONTRACTOR OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\� ASTM A653/653M Grade A or better \ /// c p,,, T � y / ec a• it for plates are fabricated from 20 gauge - „t steel. P .... `S pe galvanized or plates area lied to bath faces of russ at each 'oint. ere \ ' onsarp not h wn, plates are symmetrically placed about joint or as t!j • LOADING . GnL\ d by circles �o� snug equipment ` CRITERIA: Al qn fabrics+ion shall �e acc,7mplished using producing olnts and lu Iy embed ed la e5. 3lherwtse noted, compresgion lop chord to be continuously braced by the Q 0 ;alhing. �% (' LOADING (P.1) .a h TCL truss _ LL1 : structural restraint shgwn i5 to prevent buckling of individual. • and is not intended as a bracing pion for the roof structure 0r as a pion _ )... i0., ( 1 = attachment of the roof to the building. (J7 _ ecLL o.0 BCDL 10.0 an /or race . racing sh wn on h1s rawl�lq 1s Htl. the Truss Plate Institute �iPI) onc�erous and Da��lcapse�damoge and p�rsopol Inj f��{fE,_ap[�I��l.org 6BCSI 2008 BUILDINGTY publication INFORMATION. Cuirfe to good procllce for handlin installing nnected w od t[usses ..TPI t)S I fed 1 �18 Nortjl �eet Streetdria VA �20314, telephone: (0���83 �b1 E-mail: in o Ipinslge. � gmam ctures WARNINGS enclosed with drawin acka e. C -) Z)�\ TYPE: MV12 DEFL( ) (I") Vd.a L/a PLATES CRIP Vwi(ll) /a — n/. 999 A520 N6/19! Horr(rL) 0.00 ! AS1BH 2A6/19! DATE: Feb 2012 Version: 10.2d SPACa1C 2-0-a Plal.. Inenon 1.00 Lumber....... 1.33 Rep Sir... I— YES Code FBC20IO/TP12007 t ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 x 4 SP N0.3 TOP CHORD Siruclural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(33ec gusl)Vasdw 132mph; h.2011: TCDL•6.0paf: BCDLw6.0ps1: Category 11; Exp C; enclosed: MWFRS (low-riee) BC 2 x 4 SP No.3 6-0-0 oc purlins, except and verI-s. and C-C Inlerior(I) Bone; Lumber DOL•1.33 plate grip DOL.1.33. This truss is designed for C-C for members and farces. and WB 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or iD-D-O oc for MWFRS for reactions specified. OTHERS 2 x 4 SP No.3 bracing. 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 1 _Ply 3 Goble requires continuous bottom chord bearing. REACTIONS (lb/sire) 1.235/14-0-0, 5-198/14-0-0. 6-401/14-0-0. 7-591/14-0-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 Ib uplift at joint 1, 77 lb Max Horr 1.257(LC 4) uplifl at joint 5. 152 Ito uplift at joint 6 and 227 lb uplift at joint 7. Max Uplift I--5(LC 4), 5w-77(LC 4), 6.-152(LC 4). 7w-227(LC 4) LOAD CASE(5) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2w-250 56,2-3.-1J2/27.3-4.-82/20, 4-5.-154/109 - SOT CHORD 1-7w-11�2. 6-7.-11/22. 8-6w-11/22 WEBS 3-6.-344/249. 2-7.-452/310 PLATE: SIMPSON STRONC S1 1. 2. SOUTHERN 3. TRUSS 4. COMPANIES 5. 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 14-0-0 14-0-0 Ix4 II lx4 II' 1.5x4 II 4 T .5x4 II 14-0•-G 14-0-0 �CNTRACTOR FURNISH A COPY OF THIS TRUSS DESIGN TOE - OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: fabricated from 20 ASTM A653/653M Grade A or better �� I f is g,, ec 0.4 T E // 2 or plates are gauge led olvonized steel. P or pll tes are applied to both faces of truss at each Vnl. Where Ins erg not $hewn, plates are symmetrically placed a out joint or as . •' C r )j< i� LOADING i by <!t', 'p(3r circles o . and lobr ca'Ion.shall �e ac rn lished using equipment producing snug ` f. n s an lu ly embed ed pia e . CRITERIA: Al rnJ� the)wise noted, compression top chord to be continuously braced by the _� a 7 �} alhing. - lit ^r 4j = TOAolNO°o:o nonenl structural restraint shown i9 to prevent buckling of individual truss and is not intended as a bracinq pIan for the roof structure or as a pion _ !� _ TCOL 15.0 ecLL 0.0 1t(achment of the roof to the b iit Ing. (j� _ -, BCGL 10.0 ca� be gan$e�ous� and �aC�coY 9eOdomoge opq pgrsoto l 14jg6�fE f�lg ly Ins o le an or race racln s wn on his ravel yg Is Refer to the Truss Plate Insulate �TPI) f3CS1 2008 BUILDING ' publication ENT SAFETY INFORMATION. Guile `o good practice for hondlin installing � '. plate connected w od tr sses . TPI I aced ``.. �18 Norlj �eet Street �01 / fit`,• � F 2, Alexandria VA �20314. 1pelephone: (0gf6 E-moll: In o@tpins(.org manufactures WARNINGS enclosed with drawin acka e. �V /r. TYPE: MV14 DEFL . (lox) Vesa 1/4 PLATES GRIP Vwi((lL)) Vwl(R) 999 AS20 245/195 Nwr(R) 0.00 5 n/e n/o A510H 246/195 DATE: Feb 2012 IIAToIv Version: 10.2d SPACING 2-0-0 Plots Inanoll 1.00 Lumber Intteaes 1.33 RIP Street Incr YES Code FBc2010/TP12007 :Iroo 'Q IIIII1 0" ' ARCE ENGINEERING STANDARD PACIFIC 6510 QW: 2 LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1) Vnbalanced roof live loads have been considered for this design. Be 2 x 4 SP Na.3 - 4-0-0 oc purling. 2 wind: ASCE 7-70: 170mph(3s.c gusl)Vosd. 132mph; h.2011; TCDL•6.Opsl; BCDL•6.Ops1; Category II; Exp C; enclwed; MWFRS (low-rise) I - ply BUT CHORD Rigid ceiling directly applied or 10-0-0 cc and C-C Inlerior(1) zone; Lumber DOL•1.33 plot. grip DOL.1.33. This truss is designed for C-C for members and forces, and bracing, for MWFRS for reactions specified. REACTIONS (111 size) 1.121/4-0-a. 1-121/1-0-0 3) This truss has been designed for a 10.0 psi bottom chord live load —concurrent with any other live foods. Mow Horx iwB(LC 6) 4 Gable requires continuous bottom chord bearing. Mox Uplift 1.-34(LC 4). 3w-34(LC 5) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 to uplift at joint I and 34 lb uplift at joint 3. FORCES (ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2w-169/109, 2-3.-169/109 LOAD CASE(S) Standard BUT CHORD 1-3•-89/149 3x4 = 2-0-0 4-0-0 2-0-0 2-0-0 2 4.00 FfT 3 1 it T2 i I B1 2x4 2x4 4-0-0 4-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER —�C NTRACTOR TYPE: V4 as1 DEEL (I ) 1/d.11 L/d SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� /// rc o.oa v„ILL n�. °`— n/. 999 PLATES GRIP 1. Connector places are fabricated from 20 gouge ASTM A653/653M Grade A or better ��� P T // we 0.1:n/. 999 A520H hot-dippetl galvanized steel. V" f/ tYN tl.'.00 N,,(ru o:00 3 n/a As1aR 246/19] 2. Connector plates are applied to both )aces of truss at each joint. Where dimensions are not h wn, plates are symmetrically placed about joint or as fi 3i< i DATE: Feb 2012 indicated by circleso� �/ • �� i LOADING 3. (� fling, an fabri a ton shall be occom )ished using equipment producing snug �, : • CI- (� •�j CRITERIA: ANSI TPI 1-2007 MATRIJ( Version: 10.2d SOUTHERN 61 ling joints andcfuEly mbedded plates, rnJ 4. lSnless otherwise note compression lop chord to be continuously braced by the Q '� 0 1]] TRUSS LL00t sheathing. (' LOADING (pat) SPACING 2 —0 COMPANIES 5, the permanent slruptural restraint shown i9 to prevent buckling of individual truss — �1 : _ TCLL 30.o Plal.. incr.... o0 member and is not intended as a bracing pion for the roof strut lure or as a plan _ F.. �( — TCDL 15.0 Lamb.r 1ner.oea 1.33 for the attachment of the roof to the building, N — BCLL o.o Rap Slrase Incr v[s BCDL 10.0 Code FBC2010/TP12007 2590N.Kin Kings Highway CAUTION: S B Y Trus es, cart 6e don erou5 Dnd a cause damn e D d p rsonDl 'n 1 i[r1At p I Fort Pierce, Fl. 34951 handed installed aOVl or Drace� tlracinq sh wngon this demwipgg Is (�1' EHtCI°0 y (772)4G4-4LG0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute ,TPI) publication t3C51 2008 BUILDING �/ COMPONENT SAFETY INFORMATION. Guise to good practice for handlin installing Ny Q`,• gf metal plate connected w od l �ses .TPI { I aced al �16 Norlj �eet Slreel / FL V ulte 12, Alexandria VA �20314.e .phone: (03f6 -1d1 E-mail: 'inlo@tpinst.org Read all manufactures WARNINGS enclosed with drawing// package. / /i. 't1IIIII I\%` ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1) Unbalanced roof live foods have been considered for this design. BC 2 x 4 SP No.3 6-0-0 oc purlins. 2 Wind: ASCE 7-10; 170mph(Jsec gusl)Vasd=132mph; h.2Dit; TCDL�6.Ops1; BCDL�6.Ops1; Category 11; Exp C; enclosed; MWFRS (low—rise) OTHERS 2 x 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 1D-0-0 oe and C—C Interar(1) tone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C—C for members aridforees. and 1 — PI bracing. for MWFRS for reactions specified. REACTIONS (lb/size) I-167/8-0-0. 3-157/8-0I0. 4-347/8-0-0 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. Mo. Harz 1-23(LC 6) 4 Coble requires continuous bollom chord bearing. Max Uplift I--63(LC 4). 3--66(LC 5). 4--58(LC 4) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 1, 66 lb uplift at joint 3 and 68 lb uplift at joint 4. FORCES (to) — Maximum Compression/Maximum Tension TOP CHORD 1-2-50/34, 2-3--50/32 LOAD CASE(S) Standard SOT CHORD 1-4-0/15, 3-4.0/15 WEBS I-4.-270/I68 4-0-0 4.00 rf£ T 2x4 4x4 = 2 4-0-0 2114 3 8-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER Q�NINTRACTOR TYPE: VS SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: fabricated from 20 ASTM A653/853M Grade A or better \ // \\ / \ T csl 1C 0.4J ec a.z1. DEFL ' V.c) Vd.^ vxl Ll /. /. v„l�nj n/. - n/o L/d 999 vas PLATES GRIP As2O 246/195 I. Connector plates ore gauge galvanized steel. - Tt V's , , , , /�i (M1ri•0.06 N.rrfrL) 0.00 J n/. n/• AS1 off 246/195 2. hhot—dLppe . ;de tar plates area lied to both faces of truss at each 'oin``. Where dimenstonspar! not h applied plates are symmetrcally placed o�I joint or as indicated by circles �of . C (: 3i i `!/', G�" ( i LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX S 0 U TH E R N 3. C in qnd fobr'catton shall be occomplished usingequipment roducin snug fi fully Iates. producing g CI �� b\ Version: 10.2d TRUSS Ing )olnts and embedded 4. Unf ss otherwise noted, compresgion lop chord to be continuously braced by the _� roov(shealhinq. .', Q • ` �0 ty ^a GO f+! LOAwNc (v.I) SPACING 2-0-0 rcu 30.o Pm1.. mar.m. o0 COMPANIES 5. The permanersI structural restraint shown i to prevent buckling of individual truss _ member an is is not intended as a bracing p)on for the roof structure or as a plan _ �( - rcoL 1s.0 Lamb.r mar.o.. 1.33 ecLL o.o Bap slr.ss Iner YES for the attachment of the roof to the building. CAUTION: - CO — SC10.0 code FBC2010/TP12007 25911 N. Kings Highway Trus a can be don erou and aLL11 copse ddame e o q p rsanol 'n�ryJ f iff I sbrace� ihls d�rawi�lQQ is'NV I EPIi��I y Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 hand�esd Installed an�l/or tlrocing sh wngon BRACING. Refer to the Truss Plate In�TPI) publication 6C51 2008 BUILDING COMPONENT SAFETY INFORMATION. Guige to good practice for hondlin instolling hmet I plate congecled wood Ir sses . TPI I ar�eeaa all•. ppig North�,e StreeI 5i2. \ FG �j 80 quite Alexandria VA ?2314, 1pelephone: (T03f 683-1010 E-m .I: Inllo®Ipnst.org Qy� Read all manufacture s WARNINGS enclosed with drawino PackaCle. r "/IIIIIII\\" ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING NOTES TC 2 % 4 SP No.] TOP CHORD Structural wood sheathing directly applied or 1) Unbalanced roof live leads have been considered for this design. BC 2 % 4 SP No.] 6-0-0 oc purlins. 2 Wind: ASCE 7-10; 170mph(3sec gusl)Vasd.132mph; h.2011: TCOL•6.0pef; BCDL.6.Opsl; Category it; E.p C; enclosed: MWFRS (low-rise) OTHERS 2 % 4 aP No.J SOT CHORD Rigid ceiling directly applied or f0-0-0 oc and C-C Inlerior(1) xan.; Lumber DOL.1.33 plot. grip DOL-1.33. This trues is designed for C-C for members and forces, and I - ply bracing. for MWFRS for reactions specified. REACTIONS (Ib/site) 1.221/12-0-0, }.yyi/12-0-0, 4.680/12-0-0 3) This truss has been designed for a 10.0 per bottom chord live load nonconcurrenl wirh any other live toads. Ma. Hart 1.-37((LC 7)) 4 Coble requires continuous bottom chord booring. Mo. Upflll 1.-76(LC 4), 3.-BI(LC 7), 4.-166((LC 4)) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 It, uplift at joint I, BI lb Max Grav 1.237(LC 10). 3.237(LC 111. 4.60 LC 1) uptirl al join) J and 168 Ib uplift of joint 4. FORCES (Ib) - Ma.imum Compression/Mo.imum Tension LOAD CASE(S) Standard TOP CHORD 1-2•-95/56. 2-3.-95/55 WEBS HORD 2-4-0905/2943-4 .0/31 N PLATE: SIMPSON S SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 6-0-0 6-0-0 5x4 = 2 r,., r-rrr• . 12-0-0 6-0-0 3x4 p Ix4 11 3x4 12-0-0 12-0-0 3 ftNTRACTOR G TIE FURNISH A COPY OF THIS TRUSS DESIGN TO TRUSS DESIGN gougeA STM A6 3/6553M GN THESE i. de ARor better \�\ T E' ' //// c. ec o::: cbri eccGtPr�latees are fabricated from 20F rade hot-dlP a steel. 1\ P .... r t //, all we %olvonized 2. ConnPior plates ore applied to both faces of {russ at each I'oinL "ere dimensions arp not h wn, plates are symmetrically placed about joint or as Indicated b9 circles �o� J. C� fling qnd fabricsttlon shall 66e acc m lished using equipment producing snug ` t \' i ',•' �" i �• y1 i l LOADING CRITERIA: Al fi�Ig joints qnd Iul1y embedded C AGO r gla�es. 4. Un C s otherwise noted, compres Ion lop chord to be continuously braced by the root sheathing. _� w LOADING (Pa) TCLL 30.0 5. The permaunl structural restraint shown is to prevent buckling of individual truss member and is not intended a a bracing Ion for the roof structure or as a plan for the attachment of the rool�lo the bull&Ing. = — — < — _ TCDL 13,0 BCDL CAUTION: (n (� 100 Trusses cart 4p �1on9.errou{ and gag copse homage a(;,(LpSPrsapal (n�WI W ffiuly e: L TYPE: V12 OUL I. o") Vesn Vvl((ll)) /e /a L/a 999 PLATES GRIP Vnl(IL) - ./. N.rr(n) 0.00 3 n/e ^99 /a A520 246/193 ASIOM 246/193 DATE: Feb 2012 Tol 1_anrn ueTaiv I Version: 10.2d SPACING 2-0-0 Plots 11.1.... 1.00 Lumber .33 lisp S.... icre 1 AS Code FBC2010/TP12007 vl T ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1) Unbalanced roof live loads have been considered for this design. BC 2 x 4 SP No.3 6-0-0 oc purlins. 2 Wind: ASCE 7-10; 170mph(3sec gust)Vasd. 132mph; h.2011; TCDL•6.0psf; BCOL•6.0p3f; Category II; Exp C; enclosed; MWFRS (low-rise) OTHERS 2 x 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc and C-C Interior(I) tone; Lumber DOL•1.33 plate grip DOL.1.33. This truss is designed for C-C for members and forces, and t -ply bracingy for truss for reactions specified. REACTIONS (Ib/size) 1.132/I6-0-0, 5.132/I6-0-0, 7.4J 1/I6-0-0, Bw4}}/I6-0-0, 6.' Vi ti-o-0 J) This truss has been designed fora 10.0 psi bottom chord live load nonconcurtenl with any other live loads. Moe Hor2 I-52((LC 7)) 4j) Goble requires continuous bottom chord baaring. Max Uplill 1.-30(LC 5). 5.-35(LC 5). 7.-77(LC 4). 6--172(LC 6). 6w-172(LC 7) 5 Provide mechanical connection (by others) of Irws to bearing plate capable of withstanding JO Ib uplift of joint 1, 35 Ib Mae Grav 1.132(LC 1). 5.132(LC 1). 7-431(LG 1), 9.450(LC 10). 6.450(LC 11) uplill at joint 5, 771b uplift at joint 7. 172 1b uplift at joint 8 and 172 lb uplift at joint 6. FORCES (Ib) - Maximum Compression/Maximum Tension LOAD CASE(S) Standard TOP CHORD 1-2•-57/40,2-3•-77/93. 3-4.-77/93, 4-5w-57/40 ' DOT CHORD 1-8•0/39. 7-8•0/39, 6-7.0/39, 5-6.0/39 ' WEDS 3-7.-355/175. 2-8.-361/235. 4-6.-361/235 8-0-0 8-0-0 4x4 = 3 16-0-0 8-0-0 3x4 i::l txa II 1x4 II 1x4 II JAI c 16-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER, aNTRACTOR TYPE: V16 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ / 'r /// csl /d DLrL( (I.r) I/4•an L999 vvni`ni PLATES GRIP I. Conneptor plates ore fabricated from 20 gauge ASTM A653/653M Crode A ar better hot -di tl steel. \\\ �' ec V, 3, o1i1'•06 pia - n%o 999 f pr(R) 0.00 S n/p A520 246/19S AS1BM 246/19S pe aolvanized 2. Connector. plhles are applied to both faces of truss at each 'oint. Wjlere dimensions arp no( h wn, plates are symmetrically placed uOul joint or as �o�'."GA" �\ , , ,.' c, [- 3� i LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN ndicated b circles 3. ��fl(tinng.gn�Iobricoflynn shall bbe aPcg9m fished using equipment producing snug I join s and lu I mbedded latesp ( 1� Version: 10.2d TRUSS ling 4. Un Qss otherwise note , compression top chord to be continuously braced by the root sheathing. i to buckling individual truss - �] s„( fi J ; 5 - LOADING fps 1) TCLL SPACING 2-0-0 I 00 1.33 COMPANIES 5. The permonenl structural restraint shown prevent of member Dntl Is no Intended o a bracing lean for the roof structure or as a plan Being. _ !� - - 13.0 TCDL ls.o I-..e Lumber 1ncr.aee 33 Lamb Rep inrr ras for the atlachmenl of the roofs to the bull CAUTION: CO {� ecLL o.D BCDL 10.0 so-... cod. FBC20t0/TP12DO7 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trus e a e don erou and o colrse lama e o d p rsopat in f i I hand�ea Insqalled on�i/or vbrace . �my sh wngon this c�rawl� g 15W? E ffffif y f3C51 BUILDING \ (772)464-4160 Fax:(772)319-0015 BRACING. Refer to the Truss PlateIn TPI) publication Z006 COMPONENT SAFETY INFORMATION. Gui4e to good practice for hondlin installing of me al plate connected w od lr sses . TPI I9 4�ed `. 1g Norlll�e Street �12, Alexandria VA luelephone: (i�OJ�b83 �Ot� E-mall: Inplo@lpinsl.org i U F\- Q Z Suite ?20314, Read all manufacture s WARNINGS enclosed with drowin C, package. �V \ \ (/ 7, L 77 7\ ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMDER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or I) Unbalanced real live loads have been considered for Ihis doe;gn. BC 2 x 4 SP No.3 6-0-0 oc purlins. 2) Wind: ASCE 7-10: 170mph(3sec qusi)Vasd• 132mph: h-2011: TCDL-6.Opsl; BCOL•G.Opsf: Category II; Exp C; enclosed; MWFRS (low-rise) OTHERS 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc and C-C Inlerior(l) :one; Lumber DOL•1.33 plate grip DOL•1.33. This truss is designed for C-C for members and forces, and I _ply bra all, for MWFRS for reactions specified. REACnONs (lb/sire) 1.294/20-0-0, 7.244/20-0-0, 9.311/20-0-0, 10.602/20-0-0. a.602/20-0-0 3 Prov'rtle adequate drainage to prevent water pontling. Max Nor, 1.-SB((LC 7)) 4 This truss has been designed for a 10.0 psl boliom chord live load nonconcurrenl with any other live toads. Mow Uplift 1.-69(LC 4), 7.-74(LC 5). 9.-48(LC 4), to-- LC 4), 8•-226(LC 5) 5 Goble requires continuous bottom chord bearing. Mos Grav 1.244(LC 1). 7.244(LC 1), 9.311(LC I), 10.606(LC 10). O-GOS(LC 11) 6 Provitle mechanical connection (by others) of truss to bearing plots capable of withstanding 69 lb uplift of joint 1. 74 1b uplill of joint 7, 48 lb uplift at joint 9, 227 lb uplift at joint 10 and 225 ID uplift at joint B. FORCES (le) - Maximum Compression/Maximum Tension TOP CHORD 1-2.-121/55,2-3•-122/139.3-4.-53/146.4-5.-53/146, 5-6.-122/139. 6-7.-121/35 LOAD CASE($) Standard BOT CHORD 1-10-0/53. 9-10-0/53, 8-9-0/53. 7-8•D/53 WEBS 4-9.-269/130. 2-10.-465/302, 5-8.-466/302 8-10-8 11-1-8 20-0-0 8-10-8 2-3-0 8-10-8 3x4 = 1x4 II 3x4 = 3 4 5 1x4 11 5x4 = 1x4 11 20-0-0 20-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER - �,NTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: `�� /// cu I. Connector plates qre fabricated from 20 gauge ASTM A653/653M Grade A or better hot- ftetl galvanized steel. V ° t re 01 2. Conne for plates ore applied to both faces of truss at each joint. Wjlere \ ` . • liimenslans orp not h wn, plates ore symmetrically placed oaoul;%l or as \ ` tiT- }i< indicated by circles �o� C(/ • .7��1 i LOADING 3. � ding, q I fobrica�ton shall ye acc m lished using equipment producing snug f. �(� yj CRITERIA: Al SOUTHERN IiY�ng)alntsandfullyembeddedDla�esP �i 4. Un eess otherwise noted, compres ton lop chord to be continuously braced by the Q �• 0 '. 13•` TRUSS 00I sheathing. W LOADING (P.I) 5. rfhe permangristructural restrain( shown i to -prevent buckling of individual truss - � _ TOLL 30.0 COMPANIES member a I is not intended of o bracing plan for the roof structure or as a plan _ }- ( _ TOOL 15.0 for the oltachmen of the roo to the building. fn �'� $ BCLL 100 2590 N. Kings Highway Trusses can be donaerous and canAcauseOdomooe and oersonal iniurvif imarooeriv \ Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 Ia 11 1 1 CM1G1IL161 V - CSI 2008 BUIL�INC � 4/ � handling installing nt`, L Norlh fleet Street i F -mod: In o®t inst.or `\\ drawing Dackoae TYPE: V20 ocrL (le.) Vas L/E I PLATES GRIP 9wlll n%° 999 v., Z) a.0 1 n/ 999 A520 246/195 ( n/o n/o AS ON 246/195 SPACING 2-D-O Pill" incrm.e I.Do Lumber Increase 1.33 Rep Stress lncr TES Coda rBC2010/1712007 Version: 10.2d 53 /7-rt:6bI-.k\ \ 1 \ 4jMOB 0� \ • t . .0001. 40 V' \ FEET SCANNED Blt, 3to 64 �— EOw BENCHMARK LAKE°� \\ \\ TOP OF CATCH BASIN ELEVATION 7.41 \�tK \ \\ O3 'P6., DRIVEWAY 26 O � \ \ aMIN. FIFE = 9.25 ��" BORING lr. NO. I C � �\ BORING . \� a _ NO. 2 EXISTING GROUND m ELEVATION (TYPICAL) 1200 GAL SEPTIC TANK EXISTING 8G3 S.F. UNOBSTRUCTED AREA �� WATER 5ERVICE �`� 2 `\ %so 63 575 S.F. 'DRAINFIELD (FRENCH)`\ QUICK 4 EQ 3G INFILTRATORS j /'s 4 ROWS OF 12 CHAMBERS EACH 2� 181, DRAINAGE PIPE ON LOT LINE VACANT --I-2-DRAINAGE-EASEMENT--- t•-St.cie CoUnty-H, ,h D- aa-tm-n# ---- - -- ---- ------ - -- --- Environmental Hea!�y sJivisio:� Site Plan Approved for Can; tru-Non Su ;�5� q r,� pt V ous .Sites. Plans fOr 1) AIL ELEVAnONS AND BENCHMARKS SHOW 25/'�4I f I�Vi ^. Y HEREON ARE RELATIVE TO THE NORTH AMERICAN \ VERTICAL DATUM TE ONV M N BE CS T DS #J -IS F sand b'Ve11;f_ � 2) AN APPRO)aMATE CONVERSION BE7Wk77J THE - . NATIONAL GEODETIC VERTICAL DATUM (N.QV.DJ OF 1979 AND N.A.V.D. CAN BE MADE Y AIN - Date: Z-I I - i L THE TO THE ELEVATION. ELEVATION TO OBTAIN THE N.G.V.D. ElEVARON. Ret.a t� THOMAS P. KIERNA.N „ wer: Professional Surveyor & Mapper Florida Certificate NO. 6199 DATE B C A R E V I S I N S O SCALE. DRAWN BY CULPEPPER S TERPENING, INC SAINT LUCIIE COUNTY FLORIIDA LOT' 26 SHEET =YV, DF 2-5-14 y �'es CONS. LTINO ENGINEERS LAND SURVEYORS 7�TTR,7G�7�7� i�7�77/'1, 7r Y1�7r'1, 7T�y7T �Y NO. 2980 SOUTH 25,h STREET PORT PMRCR, FLORIJA 34981 PROJECT NAME JLdll U' E 1L B E1 �Y D S IL JIID 1C11[ U 1L l� II ®1 �l • PHOIM 772-464-3537 . PAX 7?2-"4-9497 . vmw,a-,g SURVEM OF RECORD �ATE OF FLORIDA BOARD OF ENGINEERS AUTHORVATION NO 4286� LOT 26 RIVERBEND SEPTIC SYSTEMSITE PLAN 1 OF 1 THOMAS A lamwm - a• �h-04ak� V v WMT-3 LAKE s.0• / �t SET 5/8"IR&C LB 4286 �\ 9.0' \ I \ 1 \ ,--10' LME EASEMENT_-" SET 5/8"IR&C — LB 4286 �� IN O LOT 26 l LB 4286 IR&C��NRJ?''\ \ \ \ L \ 63. LOT 25 VACANT WMT-3 R-4W 0d N5021'30'E LAKE 42.25. 01'55'W 1 f4.594-20fr ' -,36-91 / I 19 TOY — — — — — — — SET 5/8 1R&C i LB 4286 1 I Q PROPOSED o J 2 STORY M RESIDENCE 1{)� F. F. E. = 9.25 oW 1 1 1 41.98, I I i o• N i k1 Cif Of0 �Oi O O 40.15' PROPOSED i a' PAVER BRICK 1 >. WALK 1 I� \ q0 / W 4i \ I\ 8 0' \ 1 SET 5/8"IR&C 1 LB 4286 , .. GENERAL NOTES 1. The bearings shown hereon are referenced to the South line of Lot 26 having a bearing of N68'23'35"E, according to the Plat of RIVERBEND, Plat Book 67, Page 36, City of Port St. Lucie, St Lucie County, Florida. 2. All above ground fixed improvements, if any, have been located and shown hereon. 3. Underground utilities and utility services have not been located on this survey. 4- Flood--Note:_B--y_graphic--plotting-onl-y,-this--proper-ty--is in Zone--'X"—according-to-the-Flood--Insurance -Rate Map, — Community Panel No. 12111CO406 J, effective date February 16, 2012. The exact designation can only be determined by an elevation certificate. 5. Reproductions of this map are not valid without the signature and original raised seal of a Florida Licensed Surveyor & Mapper. 6. Lands shown hereon were not abstracted by this office for rights -of -way, easements of record, ownership, abandonment's deed restrictions, or Murphy Act Deeds. 7. The last date of field work was June 24, 2013. 8. Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without written consent of the signing party or parties. D- :, R=1720.00' A=11'10'48" L=335.62' 0 .a ' Q? 1 I I 1 1 I b LOT 19 1 VACANT 1 `J I iBENCHMARK RIM @OF DRAINAGE MANHOLE I ELEV. Z48 ,1 (NA VD 1988) 1 _ 1 _ 1 1 1 a" 'BENCHMARK / RIM 0 EP OF DRAINAGE Jli MANHOLE ELEV. Z41 (NAVD 1988) N % LOT 20 R=1720.00' VACANT A=5'54'44" L=177.48' / THOMAS P. KIERNAN' DATE Professional Surveyor & Mapper Florida Certificate No. 6199 GRAPHIC SCALE 30 0 15 30 (INS) 1 inch = 90 & STREET ADDRESS 3103 NW RADCLIFFE WAY LEGAL DESCRIPTION Being all of Lot 26, according to the plat of RIVERBEND, as recorded in Plat Book 67, Page 36 of the Public Records of St. Lucie County, Florida. Contains 0.64 acres more or less. LEGEND & ABBREVIATIONS CONC. DENOTES CONCRETE P.C.P. DENOTES PERMENANT CONTROL POINT P DENOTES PLAT DATA C DENOTES CALCULATED FROM FIELD MEASUREMENTS (M) DENOTES MEASURED DATA ID DENOTES IDENTIFICATION NUMBER �) DENOTES FLOW LINE TO DENOTES TOP OF BANK FND. DENOTES FOUND L.B. DENOTES LICENSED BUSINESS O.H.U. DENOTES OVERHEAD UTILITIES N.A.V.D. DENOTES NORTH AMERICAN VERTICAL DATUM (NR) DENOTES NON —RADIAL R/W DENOTES RIGHT WAY LME DENOTES LANDSCAPE MAINTENANCE EASEMENT O.R.B. DENOTES OFFICIAL RECORDS BOOK IR&C DENOTES IRON ROD & CAP I.P. DENOTES IRON PIPE I.R. DENOTES IRON ROD U.E. DENOTES UTILITY EASEMENT P.L.S. DENOTES PROFESSIONAL LAND SURVEYOR W.M.E. DENOTES WATER MANAGEMENT EASEMENT DENOTES STREET LIGHT Wy, DENOTES WATER VALVE ® DENOTES WATER METER O DENOTES DRAINAGE MANHOLE ,-9.0 DENOTES EXISTING GROUND ELEVATION (TYPICAL) 9. Elevations shown hereon are referenced to the North American Vertical Datum (N.A.V.D.) of 1988. WMT-3 R=50.� LAKE 4-42'20e 4155'W 114 59'�- ­10' LME EASEMENT 1 SET5/8"IR&C ------ __ i� LB 4286 rn T09- — — — — — SET 5/87IR&C N LB 4286 1 I 1 I 70.0 ' 1 N 41.98, j la0' N ' � 4 N EXIS �' °j k T/NG " a I 10.0 TOPFO�M BOARDS RM=9.25 1 Q O 1 N N I 1 2.0' , •' 68.0' o , V ' 1 r / � 1 , I 1 h \ \ 1 Q \ r \ SET 5/8 IR&C l LB 4286 / GENERAL NOTES ; _ 1. The bearings shown hereon are referenced to the South line of Lot 26 having a bearing of N68.23'35"E, according to the Plat of RIVERBEND, Plat Book 67, Page 36, City of Port St. Lucie, St Lucie County, Florida. WMT-3 LAKE i I� I1 SET 5/8"IR&C LB 4286 _ I LOT 26 \I \ \ I \ \ 1 \ I \ LB 4286 LOT 25 VACANT 2. All above ground fixed improvements, if any, have been located and shown hereon. 3. Underground utilities and utility services have not been located on this survey. 4._ Flood -Note: By graphic -plotting -only, —this -property -is in Zone"X", according -to the -Flood- Insurdnce Rate -Map, - Community Panel No. 12111CO406 J, effective date February 16, 2012. The exact designation can only be determined by an elevation certificate. 5. Reproductions of this map are not valid without the signature and original raised seal of a Florida Licensed Surveyor & Mapper. 6. Lands shown hereon were not abstracted by this office for rights -of -way, easements of record, ownership, abandonment's deed restrictions, or Murphy Act Deeds. 7. The last date of field work was May 19, 2014. 8. Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without written consent of the signing party or parties. 9. Elevations shown hereon are referenced to the North American Vertical Datum (N.A.V.D.) of 1988. u 1 I I 1 I 1 >� 1 1 P� I . I .0 1 I 1 1 1 1 1 1 0', 1 . 1 1 1 1 1 .. 1 1 1 I 1 1 I 1 1 1 St. Lujta �O. q DOte._Intit �6 STREET ADDRESS LOT 19 3103 NW RADCLIFFE WAY VACANT I LOT 20 VACANT I / ' BENCHMARK r� RIM ® EP OF DRAINAGE ' MANHOLE j ELEV. Z41 (NAVD 1988) I THOMAS P. KIERNAN DATE Professional Surveyor & Mapper Florida Certificate No. 6199 As-built/Formboard Survey LOT 26 For: Standard Pacific Homes GRAPHIC SCALE 30 0 15 30 (INS) 1 inch = 90 ft LEGAL DESCRIPTION Being all of Lot 26, according to the plat of RIVERBEND, as recorded in Plat Book 67, Page 36 of the Public Records of St. Lucie County, Florida. Contains 0.64 acres more or less. LEGEND & ABBREVIATIONS CONC. DENOTES CONCRETE P.C.P. DENOTES PERMENANT CONTROL POINT P DENOTES PLAT DATA C DENOTES CALCULATED FROM FIELD MEASUREMENTS (M) DENOTES MEASURED DATA ID DENOTES IDENTIFICATION NUMBER DENOTES FLOW LINE TOB DENOTES TOP OF BANK FND. DENOTES FOUND L.B. DENOTES LICENSED BUSINESS O.H.U. DENOTES OVERHEAD UTILITIES N.A.V.D. DENOTES NORTH AMERICAN VERTICAL DATUM (NR) DENOTES NON —RADIAL R/W DENOTES RIGHT WAY LIVE DENOTES LANDSCAPE MAINTENANCE EASEMENT O.R.B. DENOTES OFFICIAL RECORDS BOOK IR&C DENOTES IRON ROD & CAP I.P. DENOTES IRON PIPE I.R. DENOTES IRON ROD U.E. DENOTES UTILITY EASEMENT P.LS. DENOTES PROFESSIONAL LAND SURVEYOR W.M.E. DENOTES WATER MANAGEMENT EASEMENT DENOTES STREET LIGHT DENOTES WATER VALVE ® DENOTES WATER METER O DENOTES DRAINAGE MANHOLE "--9.0 DENOTES EXISTING GROUND ELEVATION (TYPICAL) File: LOT 26.DWG Date: 5/20/14 12-058 SCALE 1 "=30' DRAWN BY: GLM CULPEPPER & TERPENING, INC CONSULTING ENGINEERS I LAND SURVEYORS 2980 SOUTH 25th STREET FORT PIERCE, FLOREDA 34981 17 PHONE 772-464-3537 FAX 772-464-9497 wcvw.ct-eng.c0m LB WMT-3 LAKE \ SET 5/8"fR&C 1 LB 4286 GENERAL NOTES ./ 1. The bearings shown hereon are referenced to the South line of Lot 26 having a bearing of N68'23'35"E, according to the Plat of RIVERBEND, Plat Book 67, Page 36, City of Port St. Lucie, St Lucie County, Florida. 2. All above ground fixed improvements, if any, have been located and shown hereon. 3. Underground utilities and utility services have not been located on this survey. _ _4. -Flood Note:--By_-graph ic_plotting_onl-y,_this_pr-oper-ty--is- in --Zone =X -according-to- the -Flood -Insurance -Rate -Map, - - -- Community Panel No. 12111CO406 J, effective date February 16, 2012. The exact designation can only be determined by an elevation certificate. 5. Reproductions of this map are not valid without the signature and original raised seal of a Florida Licensed Surveyor & Mapper. 6. Lands shown hereon were not abstracted by this office for rights -of -way, easements of record, ownership, abandonment's deed restrictions, or Murphy Act Deeds. 7. The last date of field work was June 24, 2013. 8. Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without written consent of the signing party or parties. 9. Elevations shown hereon are referenced to the North American Vertical Datum (N.A.V.D.) of 1988. R=1720.00' A=11'10'48" L=335.62' 1 , 1 6 I I 1 I 1 e � I I I I 1 1 1 LOT 19 VACANT I I 1 / I -iBNNCHMARK RIM ® EP OF DRAINAGE I MANHOLE I ELEV. Z48 ,1 (NA VD 1988) 1 � I _ I 1 !BENCHMARK 1 RIM & EP OF DRAINAGE MANHOLE 1 ELEV. Z 41 (NAVD 1988) 1 �1 LOT 20 R=1720.00' VACANT i=5'54'44" L=177.48' , 3 �7 THOMAS P. KIERNAN DATE PUBLIC WORKS LUOIE GOl11dTV• F GRAPHIC SCALE 30 0 15 30 ( IN FEET ) I inch = 90 ft STREET ADDRESS 3103 NW RADCLIFFE WAY LEGAL DESCRIPTION Being all of Lot 26, according to the plat of RIVERBEND, as recorded in Prat Book 67, Page 36 of the Public Records of St. Lucie County, Florida. Contains 0.64 acres more or less. LEGEND & ABBREVIATIONS CONC. DENOTES CONCRETE P.C.P. DENOTES PERMENANT CONTROL POINT (P) DENOTES PLAT DATA (C) DENOTES CALCULATED FROM FIELD MEASUREMENTS (M) DENOTES MEASURED DATA ID DENOTES IDENTIFICATION NUMBER �) DENOTES FLOW LINE TO? DENOTES TOP OF BANK FND. DENOTES FOUND L.B. DENOTES LICENSED BUSINESS O.H.U. DENOTES OVERHEAD UTILITIES N.A.V.D. DENOTES NORTH AMERICAN VERTICAL DATUM (NR) DENOTES NON -RADIAL R/W DENOTES RIGHT WAY LME DENOTES LANDSCAPE MAINTENANCE EASEMENT O.R.B. DENOTES OFFICIAL RECORDS BOOK IR&C DENOTES IRON ROD & CAP I.P. DENOTES IRON PIPE I.R. DENOTES IRON ROD U.E. DENOTES UTILITY EASEMENT P.L.S. DENOTES PROFESSIONAL LAND SURVEYOR W.M.E. DENOTES WATER MANAGEMENT EASEMENT DENOTES STREET LIGHT ,yty� DENOTES WATER VALVE ® DENOTES WATER METER O DENOTES DRAINAGE MANHOLE ,-9.0 DENOTES EXISTING GROUND ELEVATION (TYPICAL) - - ���-D MAR 3 112014 Professional Surveyor & Mapper PERMITTV,: Florida Certificate No. 6199 St. Lucie County, f=L REVISION: CHANGES LABEL FROM 2 STORY TO 1 STORY GLM 3--14-2014 Boundary Topographic Survey, and Site Plan LOT 26 For: Standard Pacific Homes File: LOT 26.DWG Date: 2/05/14 12-058 SCALE 1 "=30' DRAWN BY: GLM CULPEPPER & TERPENING, INC CONSULTING ENGINEERS I LAND SURVEYORS 2980 SOUTH 25th STREET FORT PIERCE, FLORIDA 34981 PHONE 772-464-3537 FAX 772-464-9497 No. LB 4n6 72' WMT-3 N 25�a I�� _ ova R=1720.00' R=$p.Od 7 j, 507130 LAKE �42'23'06' 30. S41411-'1 114.59- L=335.62' 7 4. 9.01 10' LME EASEMENT � L 286 C — — FND 5/8"IR&C — — — — — ' G / LB 4286 o TO$- — — — FND 5/8"IR&C 1 ---- 5 :. Y N LB 4286 ii�� l a. s' s �i%��o-�� e. 6' WM T— 3 LAKE l ''�ii� 41.98'- lo LOT 26 i N •IoCo ` 1 I FND 5/87IR&C i ' GRAP SC LB 4286 `'�'h II ' HIC ALE 01� d J 30 0 15 30 �Q N 1 STORY CBS RESIDENCE o Q 4o.1s �' ( IN FM ) t " ao o F. F. E. = 9. 25 r i v h .� 1 inch = So & M00 I. 8.7' 4"x4"tz% W a N N I 971, BRICK �� 9 W o , STREET ADDRESS _ LOT 19 a \ 9.0' W w , 3103 NW RADCLIFFE WAY 0 VACANT \ SANITARY CLEANOUT LEGAL DESCRIPTION �� GBIY//U Q," 1 Being all of Lot 26, according to the plat of \ 3 \ \ 3.5"x3.5" ! a :Hp RIVERBEND, as recorded in Plat Book 67, Page 36 COW 4 x4" 9 \ h' BRICK q' 76 BENCHMARK of the Public Records of St. Lucie County, Florida. / FND 5/8"IR&C \ J ?�i \ 8.5' PAVER BRICK r A , RIM ® EP OF DRAINAGE LB 4286 \ 63 9.3' WALK 1 h , MANHOLE Contains 0.64 acres more or less. ELEV. Z 48 (NAND 1988) LEGEND & ABBREVIATIONS CONC. DENOTES CONCRETE 16' ,' \ .,.. P.C.P. DENOTES PERMENANT CONTROL POINT (P) DENOTES PLAT DATA a \ \ ��►� , R , C DENOTES CALCULATED FROM FIELD MEASUREMENTS LOT 25 \ \ \ \ J 0... (M) DENOTES MEASURED DATA BENCHMARK ID DENOTES IDENTIFICATION NUMBER CO' V \ \ \ 1 _ I 1 RIM ®EP OF DRAINAGE DENOTES FLOW LINE D S c`fi UNDER CONSTRUCTION \ \ \ , a � ' MANHOLE TO DENOTES TOP OF BANK o (]t2 �l jed \ \ j V m , ' FND. DENOTES FOUND \ cV = 1 ELEV. 7.41 (NAND 1988) LB. DENOTES LICENSED BUSINESS 6' \ \ I C 5 J 1 O.H.U. DENOTES OVERHEAD UTILITIES r\ V a 1 N.A.V.D. DENOTES NORTH AMERICAN VERTICAL DATUM 77, N \ \ 1 (V LOT 20 (NR) DENOTES NON -RADIAL \ R/W DENOTES RIGHT WAY \ \1 30 aY R=1720.00' VACANT LME DENOTES LANDSCAPE MAINTENANCE EASEMENT O.R.B. DENOTES RECORDS FND 5/8"IR&C 1 d=5.54'44" R&C DENOTES IIRONCIAL ROD & CAP BOOK LB 4286 I.P. DENOTES IRON PIPE L=177.48' I ' I , I.R. DENOTES IRON ROD GENERAL NOTES ` 1 EASEMENTU.E. DENOTES UTILITY P.L.S. DENOTES PROFESSIONAL LAND SURVEYOR 1. The bearings shown hereon are referenced to 'the South line of Lot 26 having a bearing of N68°23'35"E, according to DENOTES WATER MANAGEMENT EASEMENT the Plat of RIVERBEND, Plat Book 67, Page 36, City of Port St. Lucie, St Lucie Count Florida. DENOTES STREET LIGHT 9 Y Y DENOTES WATER VALVE 2. All above ground fixed improvements, if any, have been located and shown hereon. ® DENOTES WATER METER O DENOTES DRAINAGE MANHOLE 3. Underground utilities and utility services have not been located On this survey. /-9.0 DENOTES EXISTING GROUND ELEVATION (TYPICAL) - 4—Flood—Note: By graphic plotting only, —this propert-y is in Zone "X"--according to the Flood—►nsurance Rate -Map,--- — --- --------- - Community Panel No. 12111CO406 J, effective date February 16, 2012. The exact designation can only be determined by an elevation certificate. � Y .r 5. Reproductions of this map are not valid without the signature and original raised seal of a Florida Licensed Surveyor & THOMAS P. KIERNAN f >J ,DATE RECFi� D DEC' 11 2014 Mapper. Professional Surveyor & Mapper Florida Certificate No. 6199 REVISION: FINAL SURVEY GLM 12-03-2014 6. Lands shown hereon were not abstracted by this office for rights —of —way, easements of record, ownership, REVISION: CHANGES LABEL FROM 2 STORY TO 1 STORY GLM 3-14-2014 abandonment's deed restrictions, or Murphy Act Deeds. 7. The last date of field work was December 01, 2014. Boundary and Topographic File: LOT 26.DWG CULPEPPER � TERPENING, INC Date: 2/05/14 7(,on= 8. Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without Survey 13-084 CONSULTING ENGINEERS LAND SURVEYORS written consent of the signing party or parties. SCALE 1"=3o' 2980SOUT ,FLORTREET LOT 26 For: FORT PIERCE FLORIDA 34981 DRAWN BY: GLM PHONE 772-464-3537 FAX 772-464-9497 9. Elevations shown hereon are referenced to the North American Vertical Datum (N.A.V.D.) of 1988. Standard Pacific Homes www-ct-eng.com j STATE OF FLORIDA CERTIRCATION No. LB 4286