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Home My WebLink AboutSUBMITTED PAPERS_2I 11FPROVED ❑ REVISE AND RIESUSMn S Tl US&CAM NES, INC. SOUTHERN RANDY@SOUTIERNMUSS.COM TRUSS §5""fKTN0MU6HWkV0 V@R4bPII aFL. 34951 (8 Fax. COMPANIES cmg r�enuof d swings panspW;ffications. This aback is only for rseiiew of atneral Project Name and Address: \� ��. confounaice with the design c Me�t of the pro- and ��'!� Q compliance witme iG> pa; wy:i_ _ Single -Family Lot: Block: County: MUM s. The subcontmMr is trsponoble for and correteting all quantitw ottd dimensions Multi -Family _ Truss Company: Southern Truss Companies, Inc. salwang r ton processes echniques of P coestrocaor; cowli»drii►g his w dw of ill aside.: Commercial Truss Engineering Program: TrussPro by Arce Engineering Co vili his %% F. Plates By: Simpson Strong -Tie o9 7I114 By Contractor / Builder: I A Q a MJN Model: 2 Elevation: G- �ri : RrS STATEMENT: f 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: 00 MPH Top chord live load: 22-0 P.S.F. Top chord live load: 40 P.S.F. Top chord dead load:�P.S.F. Top chord dead load: --:20 P.S_F. Engineer: Stephen W. Warter Bottom chord live load:�P.S.F. Bottom chord live load: Q P.S.F. Address: 2590 N. Kings Highway Bottom chord dead load: 1 P.S.F. Bottom chord dead load:�TP.S.F. Fort Pierce, FL. 34951 Duration factor. 1,00 Duration factor l�rJ Mean height: '2-1 t Exposure: C- * 10.0 P.S.F. bottom chord live load nonconcurrent with any other live loads. This is an index sheet submitted in accordance with the Department of Professional Engineering. Tallahassee, FL. Engineering sheets are photocopies of the original design and approved by me. No. Truss ID. - No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 21 = 41 61 81 A31 101 2 Z 22 f 42 1J 2� 62 G Sl 82 0 102 J16 3 23 43 �W " A 63 t< 2 83 103 4 24 C 44 pk Gr'\-3 64 1 84 1 k A 104 M ' 5 =(T 25 S 45 65 3 85 105 ND66 6 26 46 fa22 66 86 -Z 106 7 27 7 �� " 67 87 107 , 8 FT 28 48 G 68 ; 88 108 9 -kLt kS 29 - 49 J- tq 69 tP 89 F 109 10 30 -31E,� 50 EIS 70 90 A 13 F 110 Atc 11 iF-T-LtA 31 51 71 :Z(,- 91 C,j-3 F Ill 12 32 3r-- - 52 - f ' 72 Zf` 92 `j3 112 13 33 1 53 1✓(" 73 Z 93 113 14 34 - 54 F-4 74 213 94 a 114 15 35 (o C - 55 [= [ 75 95 , - 1 IS 16 36 56 TZ. 76 � 96 -30 116 17 ��" 37 J �, C. 57 77 2 97 3 ; _ .117 18 -- 38 �L 58 l 78 �-22 98 t ''' n... `8%: 19 `j 39 59 l-� t+ 79 99 201 1401 RD..6r 60 80 As witness by my seal, I hearby certify that the above information is trite and correct to the best of my knowledge and belief. _ Name: Stephen W. Warter Lic: #54395 '�� O :, ••.. —1•0R .•• : f� Date: �: TYPICAL YPCi,'_ DETAIL EAIC ( .,Y CORNER am' OE'j N - R H 1 =w NOTE: NDS=National Design Specifictions for Wood Construction. 132.5#1 per Nail (D.O.L.Factor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 1.5 do OVER 00 --O HIP GIRDER 12 fc OVER A 7-0-14 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT QA UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS REQ'D. Elm i v\ v v v v 1. _L t�—_ _ — — — — TYPICAL CORNER LAYOUT CHORD HANGERS FASTENER 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 — — — — — _ — 2-16d nails — — — — — SOU'MERN TRUSS .COMPANIES hUp_//xxn3outhrndrua.com M6ER LOADING (PSF) STR_ INCR: 257.FBCzo 10 rz!un TOP 20 LBOTTOM .3 00 10 SPACING 24" O.c_ Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax: (772) 318 — 001 6 By: Stephen W. Warter, Structural Eng_ License # 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 THESAMEGRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH = 12'-0" 'A\ 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails \ � Section Detail ®� Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. T-BRACE / 1-8RACE DETAIL Note: T-Bracing / l-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 1 x4 or 1 x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T-Brace / 1-Brace - - - (On Two-Ply's Nail to Both Plies)-- - WEB Nails Nails SPACING k Section Detail T-Brace Web Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size- 2x3 or 2x4 U4 (*) T-Brace 1x4 (*) I -Brace 2x6 1x6 (*) T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace MI -Brace 2x8 2x8 T-Brace 2x8 l-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 I -Brace 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 1X bracing material, use IND 45 forT-Brace/I Nails/ For SYP truss lumber grades up to #1 with 1 X bracing material, use IND 55 for T-Brace/I 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" o.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 00% of web length. - - - - - - - --L Brace -Size- - - - - for One-Ply_Truss - L-Brace must be same species grade (or better) as web member. Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 2x6 1 x6 *** 2x8 2x8 '** — DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2_ 2x3 or 2x4 2x4 2x6 2x6 *** 2x8 2x8 *** — DIRECT SUBSTITUTION NOT APLICABLE. MINIMUM GRADE OF LUMBER Top Chord 2x4 SYP #2 SPF #1/#2 or better Batt Chord 2x3(*) OR 2x4 SP #2N OR SPF #1/#2 or better Webs 2x4 SYP #3 or better (•) 20 MAY BE RIPPED FROM A 2x6. (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 _a!2_MPH WIND. 2l:� MEAN HEIGHT, ENCLOSED BUILDING. EXP. C. RESIDENCIAL, WIND TC DL=5 PSF. CUT FROM 2x6 OR LARGER AS REQUIRED 4'-0" Max W2x W2x W2%4 8'-0" Max _ rr Inl Wlx31MI _ Ir11_— W1x3 W1x3 16'-0" Max W1%3 x3 I I 6'-0"Max Spacing 20'-0" Max (**) SUPPORTING TRUSSES AT 24" O.C. MAXIMUN SPACING. SQUARE CUT BOTTOM CHO VALLEY SOUTHERN . vv Fort Pierce Division N. Kings Higghwar, TRUSS p 2590 Fort PCOMPANIES (800)232 O'509 (772)4644160 Fox:(772)318-0016 ..- 5 FF W W %. s—t-.1 Cn . LT.-- 1 54325 252. N. Kln NI01,+oY. Fer1 PI„e., — 7405t UNLESS SPECIFIED ON ENGINEER'S 'SEALED DESIGN, APPLY 1x4 "T"--BRACE, 80% 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'-9". MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'-0'. TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH: PROPERLY ATTACHED, RATED SHEATHING APPLIED PRIOR TO VALLEY TRUSS INSTALLATION OR PURUNS 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 BENEATH VALLEY IS MEASURED ALONGTH THE PURLIN SPACING FOR BRACING THE TOP CHORD FTHE TRUSS THE SLOPE OF HE TOPCHORD. HR (*•) LARGER SPANS MAY BE BUILT AS LONG AS HE VERTICAL HEIGHT DOES NOT EXCEED 12'-0". BOTTOM CHORD MAY BE SQUARE OR PITCHED CUT AS SHOWN. / ?VRV�s+`i SV 1'0 CUT CHORD W2x4 OPTIONAL STUB END VERTICAL W/ cr II— r—n 0 0-9 � 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 applications. See 'SCSI—Bl Summary sheet Commentary and recommen— dations for handling, inslalting & bracing metal plate connected woad irusses RI). Trusses are to be erected and fastened in fastened in a straight and plumb position where no sheating 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 Nevenl domae. I OPTIONAL HIP JOINT DETAIL FRAMING Loading 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 OORIL114q FACTOR 1 1.25 1.25 SPACING AT 24" O.C. ��,EFRI b This product is preferable to similar connectors because of wv a) easier installalion, b) higher loads, c) lower installed cast, or a combination of these lectures. 6' • • Ail hangers in this series have double shear nailing — an hrough two points on each joist nail for innovation that distributes the load t greater strength. This allows for fewer nails, taster installation, and the use of all common nails for the same connection. Double shear hangers range from the light capacity LUS hangers to the highest capacity HGUS hangers. For medium load truss applications, the MUS offers a lower cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. MATERIAL: See tables below and on page 135. FINISH: Galvanized. Some products available in stainless steel or ZMAXO coating; see Corrosion Information, page 14-15. 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. DPTIONS: - LUS and MUS hangers cannot be modified. HUS hangers available with the header flanges turned in for 2-2x (3'/e-) and 4x only; with no load reduction. See HUSC Concealed Flange illustration. - Concealed flanges are not available for HGUS and HHUS. See Hanger Options, page 216, for sloped and/or skevued HHUS models. - Other sizes available; consult your Simpson Strong -Tie representative - CODES: See page 13 for Code Reference Key Chart. y These products are available with additional corrosion protection. i Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. 0SD These products are approved for installation with the Strong Drive Structural -Connector screw. See page 27 for more information. C c't Dimensi°ns Fasteners to Min. M°del Heel Ga W H B Carrying Carried Height Member Member a� SINGLE 2x SIZES `�° LUS24 2s/e ; 1%, 3'./: 1% 4-10d 2-10d LUS26 411, 18 1'/,e 43/4 13/4 4-10d 4-10d MUS26 411,e 18 1'/,6 53;e 2 6-10d 6-10d HU526 454e 16 1'A 1% 3 14-16d 6-16d HGUS26 41A 12 11A 51A 5 20-16d 6-16d LUS28 4'/,6 18 1%, 6% 13/, 6-10d 4-10d 810d B-10d MUS28 6%b 18 1'/,6 6"/,6 2 ® HUS28 6% 16 194 7 3 2216d 81fid HGUS28 6'/,s 12 1% 7'/a 51 36-16d 1 12-i6d LUS210 4'% 1B 1M/ 7"/,6 13/, 810d 410d HUS210 83/a 16 1% 9 3 30-16d I 10-16d 1 tar exs 1%'for 4Xs� t C d0 H c tb LUS28 r HHUS210-2 (Truss Designer I. See table to provide fastener on page quantity for connecting 135 for multiple members allowable together) loads. �NIUS28 1w 1-211a HGUS28-2 SIMPSON StrongT r ( d o� C y r I HUS21D jI (HUS26, HUS28, and HHUS similar) cl� I d L a F .S:a�• 'M :. HUSC Conceaied ' Flanges (not available for HHUS, HGUS: and HUS2x) ith rilit Dome Double Shear • Nailing Side View . (available on some models) U.S. Patent 5,603,580 o Double Shear Double Shear I Nailing j Top View t DF Allowable Loads SP Allowable Loads SPFIHF Allowable Loads Code Model U till' Floor Snow Ro°i Wind Uplift' Floor Snow Roof Wind Upliil' Floor Snow Rooi Wind Ref. No. lilt (too) now (125) (160) (160) (100) (115) (125) (isn) 1160) (100) (115) (125) (160} SINGLE 2x SIZES LUS24 490 670 765 825 1045 116 740 1075 1165 1475 1005 740 845 9115 1160 17 F6,L17 ® LUS26 1165 865 990 1070 1355 1i65 94 MUSZ6 logo 1295 1480 1605 18 5 3335 1550 2950 3335 3335 3335 1335 2330 265D 2B2D 2865 HUS26 1550 2720 3095 HGUS26 1765 4360 4885 5230 5725 1165 1200 1365 1480 1835 1 05 940 1075 1165 1475 L LU528 1165 1100 1255 1360 1 -- MUS28 1555 1730 1975 2140 2645 20D0 3790 3960 4070 4335 172D 2905 3035 3125 3435 l7 F6,L17 HU528 2000 3965 4120 422D 4335 HGUS28 3015 6745 6970 7125 7275 3015 6460 6705 6870 7275 2595 4960 5160 5290 6745 L17 2090 1165 1445 1660 1795 2270 1005 1145 1305 1415 1745 17 F6,L17 LUS210 1165 1340 1525 1650 A105 4310 4450 4930 2580 3150 3315 3d25 3815 5n20 3000 Nailing Side View Do not s•.�% bend tab } Plated Truss Connectors ? These products are available with additional corrosion protectidn. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. E 9-1 MR. 2 i M a. M_ ISM - o These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. Min. Dimensions Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads Model No Heel Height Ga W H B Carrying Member Carried Member Uplift' (16G) Floor (100) SnowT(l (115)5) of Wind ('60) Uplift' (160) Floor (100) Snow (115) Roof (125) Wind (160) Code Ref. DOUBLE 2x SIZES LUS24 2 2% 18 3'1A 3'/a 2 4-16d 2-16d 440 800 910 985 1250 380 680 780 845 1070 17, F6, L17 LUS26 2 4'A6 18 3'% 4% 2 4-i6d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 HHUS26-2 4'/16 14 35Aa 5% 3 14-16d 6-16d 1550 2785 3155 3405 4265 1335 2390 2710 2925 3665 17, L17, F23 HGUS26-2 4_M6 12 35/i6 5'/16 4 20-16d _ 8-1_6d _ 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 'LUS28-2 4'/_16 18 3'/a 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'/ 3 22-16d 8-16d 2000 4210 4770 5140 6440 1720 3615 4095 4415 5375 HGUS26-2 V,,6 12 35/,6 7 M 6 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 17, L17, F23 'LUS210-2 .6'/6 18 3'/a 9 2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 17, F6, L17 HHUS210-2 8% 14 35/6 8'/a 3 30-16d 10-16d 4000 5635 6380 6880 7165 3525 4835 5270 5380 5765 17, L17, F23 HGUS210-2 8M6 12 35/,6 9M5 4 46-16d 16-16d 4095 9100 9100 91001 9100 3525 1 7465 7730 7825 7825 TRIPLE 2x SIZES HGUS26-3 4"/,6 12 41/,6 5%z 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-3 6"/,6 12 4"A,6 7'% 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 '6415 6415 6415 HGUS210-3 89/6 12 4"A6 9'/ 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS212-3 105Ae 12 415A6 1T4 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-3 12% 12 415/6 12i; 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 QUADRUPLE 2x SIZES HGUS26-4 5'% 12 6%6 5'/,6 4 20-16d 8-16d 2155 4355 1 4875 5230 5575 1855 3750 4200 1 4500 4795 HGUS28-4 7'% 12 66M6 7'/,6 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 HGUS210-4 9'/4 12 6'/,6 9M6 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS212-4 10% 12 6'/16 105/6 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-4 125/a 12 6'/,6 12% 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 4x SIZES LUS46 4% 18 3Ms 044 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 17, F6, L17 HGUS46 4'A6 12 3% 4,A6 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 17, L17, F23 HHUS46 45/,6 14 35/a 5M6 3 14-16d 6-16d 1550 2790 3160 3410 4265 1335 2390 2710 2925 3665 LUS48 ' 4% 18 3'A6 044 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1.765 17, F6, L17 HUS48 6% 14 3'/,6 7 2 6-16d 6-16d 1550 1595 1815 1960 2470 1550 1365 1555 1680 2115 HHUS48 6Yz 14 35/e 7'A 3 22-16d 8-16d 2000 4215 4770 5150 6440 1720 3615 4095 4415 5535 17, L17, F23 HGUS48 6M6 12 35/e 7'A6 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 . LUS410 61/4 18 3'/,6 8'/4 2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 17,F6,L17 HHUS410 M. 14 3% 9 3 30-16d 10-16d 3745 5640 6385 6890 7165 3440 4835 5480 5910 6165 HGUS410 87/,6 12 3% 911, 4 46-16d 16-16d 4095 9100 1 9100 9100 9100 3525 7825 7825 7825 7825 17,L17,F23 HGUS412 107X6 12 3% 10'/,6 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 17, L17 HGUS414 11'A6 12 Na 12M6 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 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 -Tie^ 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 ANSlrrPI 1-2007. Simpson Strong-Tiet4 Connector Selector," 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'/z° nails into the header and 16d commons into the joist with no load reduction. With single 2x carrying members, use 10dx1'/2' 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 31h' long. See page 22-23 for other nail sizes and information. i cn t m n 0 13! ARCE ENGINEERING Standard Pacific 6512 QTY. 3 LUMBER BRACING NOTES TC 4 X 2 SP No.2 -Except' T2 4 X 2 SP SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 1 Unbolanced floor live loads have been considered for this design. BC 4 X 2 SP No.2 :Except- B2 4 X 2 SP SS oc purlins, except end verlicals. 23 Al, plates ore A.. plates unless otherwise indicated. WB 4 X 2 SP No.3 •Except• W2 4 X 2 SP No.2, W2 4 X 2 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc 3 Provide mechanical connection (by others) of truss to bearing plate at joinl(s) 1. 10. I _ p bracing. 41Recommend 2x6 slrangbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with J-16d nails. Strongbacks to be REACTIONS (Ib/size) 1.1257/0-2-12, 10.1257/0-2-12 attached to walls al their ouler ends or reslroined by other means. 5) Gap between inside of lap chard bearing and lust diagonal or verlicol web shall not exceed 0.500in. FORCES (lb) — Md.. Comp./Max. Ten. — All forces 25D (lb) or less except when shown. , TOP CHORD 1-2--1907/0, 2-3--1904/0. 3-4.-3877 0,4-5•-3877/0,5-6•—J832/0,6-7--3832/0,7-8--J832/0,8-9--1905/0, 9-10--1908/OLOAD CASE(S) Standard BOT CHORD 16-17-0/3117. 15-16-0/3117. 14-15-0y3%7. 13-14-0/3877, 12-13-0/31IS WEBS 2-17--310/D, 1-17-0/2186, 9-12w-309 0, 10-12.0/2187, 3-17--1415/0, 3-15-0/1041. 4-15--368/0, B-12--1416/0. 8-13.0/833.6-13--372/0,5-13--4B7/29 0-3-0 2-6-0 5x7 - 3x4 II 1 2 0 I ao I � oHo 3x4 II 50 - 9 10 il W2 W4 W413 113 5 111 W4 W4 W2 82 18 17 1 x4 11 4x7 - 0-i 3T 0-3-0 l 1-11-0 1 1-8-0� � r -1 3x4 - 3x4 = 1x4 II 3x4 = 1x4 II 3x6 FP - 3 4 5 6 7 8 16 15 14 13 3x6 AS18H FP = 3x4 = 1x4 11 3x5 - 19-8-8 19-5-8 12 11 4x7 1 x4 11 1i9�1-8 0-3-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO FIRE ldAl TRACTOR TYPE: FT2A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: " {///. cs1 DEFL per) I/den L/d PLATES GRIP TC 0.61 Vert(LL)-0.261J-14 >928 360 I. ConnectorTlales are fabricated from 20 gauge ASTM A653/653M Grade A or better • "" • / Bc �a.ee vrn�TL; -o.4s a-14 >513 240 AS20 246/195 hot-dippe galvanized steel, ' fiT Wa o.s2 Ho,r(TL) 0.07 o As18H 246/195 2. Connector plates are applied to bath faces of truss at each joint. Where a(j ,•G� i ("air`") dimensions are not h wn, plates are symmetrically placed about joint or as �. , C • Gj y� LOADING DATE: Feb 2012 indicoted by circles ?of. nj 3. ((; fling, qnd fabricallon shall be occ mplished using equipment producing snug _ Q �O 1J1 -_ CRITERIA: ANSI TPI 1-2007(MATRIX)Version: 10.2d SOUTHERN fi�hng joints and fully embedded pla�es. C� a. UnlQss otherwise noted, compression lop chord to be continuously braced by the 1L1 - TRUSS r001 Sheathing. — ) S — LOADING (psf) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is to �revent buckling of individual truss rcll 40.0 Plates Increase 1.00 member and is not Vended a5 a bracing plon for the roof structure or as a plan �G TCOL 20.0 Lumber Increase 1.00 for the attachment aft the root to the building. BCLL 0.0 Rev Stress Inar YEs CAUTION: ` BCDL 5.0 Code FBC20 I O/TP12007 2590 N. Kings Highway TrussSes con be don erous and cop cause damage and p rsonol in ryy if i r��Deer�l Fort Pierce, FI. 34951 hantlled Installed a nd/or braced. cog sh wngon lhls �rawiPgg IsJUT ERC110N y F L y BRACING. Refer to the Truss Plate Institute �TPI) publication SCSI 2008 BUILDING / (772)464 41G0 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing gSf roll plate connected w od tr s�sppes . TPI�1�S I �ated of �18 North 4eel: inl Str6et // OF ` Reed all manufacture's VA 22WAReININGS enclosed awitEh drewln alpeck®ge. /// / ES ARCE ENGINEERING Standard Pacific LUMBER BRACING TO 4 x 2 SP No.2 -Except- Tt 4 x 2 SP SS TOP CHORD Structural wood sheathing directly applied or BC 4 x 2 SP SS 5-11-1 oc purlins. except end verticals. WS 4 X 2 SP No.3 -Except- W3 4 x 2 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc I - PI bracing. REACTIONS (lb/six.) 1B-1292/0-3-8.10-1292/0-2-12 FORCES (tb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--3244/0, 3-4.-3244/0, 4-5--4086 0. 5-6-- .31/0, 6-7--4031/0. 7-8--4031/0. 8-9--1965/0. 9-10--1968/0 BOT CHORD 17-18-0/1944.16-17-0/4086,15-I6-0�086,14-15.0/4086, 13-14-0/4086. 12-13-0/3234 WEBS 9-12--312/0.10-IZ-0/2256.2-18--2255/0.2-17.0/1517.3-17--325/0.4-17--1133/0. 8-12--1480/0, 8-13.0/930, 6-13--402/0. 5-13--483/284 , 2-6-0 , , 1-6-12 , r� 512) QTY. NOTES 1 Unbalanced floor live loods hove been considered for this design. 23 All plates are A520 plates unless olhemise indicated. 3 Provide mechanical connection (by others) of truss tc bearing plate al joinl(s) to. 4 Recommend 2x6 slrongbacks, on edge. spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Slrongbocks to be attached to wells at their outer ends or restrained by other means. 5)) Gap between inside of lop chord bearing and lirsI diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 0 H 0 3x4 = 3x4 II 4x6 - 1 x4 II 3x4 — 3x4 - 1 x4 II 3x6 FP - 3x4 II 6x6 - 1 2 3 T1 4 5 6 7 8 9 10 0 W2 W2 W2 W2 W2 W2 W3 1 00 3x6 - I PLATE: SIMPSON SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 17 16 15 14 13 3x8 AS 18H FP - 1 x4 11 1 x4 11 3x5 = 4x6 — 20-0-12 12 11 4x7 1x4 II 20-0-12 I (TRACTOR I -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO AEA i6I4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ P rQ /i v" • • • /i T�' 0.56 1. Connectorylales are fabricated from 20 gauge ASTM A653/653M Grade A or better hot—dippe galvanized steel. �� . • • \ )jL / ec�0.76 wa o.7x 2. Connector plates are applied to both faces of truss at each joint. Where dimensions ore not h wn, plates are symmetrically placed about joint or as indicated by circles �a 4• C, (�5 LOADING 3. kting, qnd fabrication sholl be accomplished using. equipment producing snug _ I ling joints and fully embedded plates. — .' 0— '�• �O •• 1]a •••/ 1i j CRITERIA: Al 4. Un Qss otherwise noted, compression top chord to be continuously braced by the ro01 Sheathing. ]••• C — LOADING (psf) — 5. The ermanenl structural restraint shown ig to revenl boykiin of individual truss member and is not Intended as a bracing plan for the roof structure or as a plan / — Ci TCOL soo for the attachment of the roof to the building. SCLL 0.0 BCDL 5.0 CAUTION: Trusses Sar1 be dangerous and Cap copse ddamage and pyyrsonal in NU�ryy if i�r�pr9Qe�ly handled braced. tlracing sh wn on this drawiny is'NUT EKtCIIUN �L� , i Installed and/or BRACING. Refer to the Truss Plate Institute �TPI) publication HCSI 2008 BUILDING •. FL •' COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing f metl�al pl to connected w od lr�rsses . TPI I I al d ol. p1g North Le? Street E—moil: aSuite �lexbndrla Eh—dmoil�viinfo@tppi.n.st.org �' • �y�\ / PIE rj� 312, VA 220314. lele hone: (�03�613-1010 inelo®lpinsl.org Read all manufacture's WARNINGS enclosed with e. \\\ /t f\ 0;—� 12 0-3-0 prrL i. (roe) 1/den Vert((LL))-0.2713-11 >899 Verl(TL)-0.5113-11 >/69 H°rr(%) -0.02 10 n/a L/d "1 210 n/e PLATES A520 AS I8H GRIP 246/195 246/195 DATE: Feb 2012 Version: 10.2d (PI1-2007 MATRIX SPACING 2-0-0 Ploles Increase 1.00 Lumber Increase 1.00 Rep Stress Inc, -5 Code FBC2010/TP12007 ARCE ENGINEERING Standard Pacific 6512 QTY•'3 LUMBER BRACING NOTES TC 4 % 2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Refer to girder(s) for truss to truss connecliogs. BC 4 % 2 SP Nod oc purlins, except end verticals. 2 Recommend 2x6 slrongbocks, on edge, spaced at 10-0-0 lac old fastened to each truss with 3-16d nails. Slrongbocks to be WB 4 % 2 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc attached to walls al their outer ends or restrained by other moons. i -Ply bracing. REACTIONS (lb/size) 5-406/Mechanical, 7-406/Mechanical LOAD CASE(S) Standard FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--449/0 BOT CHORD 6-7-0/449, 5-6-0/449 WEBS 2-7--521/0, 3-5--516/0 2-6-0 3x4 II 3x4 0-10-8 6-6-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T eAL� Idil} TRACTOR TYPE: FT7 \ cs orrL 1n "ro) I/esn L/a SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ /f rc 1a.5] v°r,(a -a.o, 6 >999 oeo PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better ` i� ec o.2o v4n(n� -D. 4 6-7 >999 240 as2o 246/195 hot —dipped galvanized steel. , • i we lo.ls H°rr(r0 o.ol 5 a/a °/° AS18H 246/195 2. Connector plotes are applied to both faces of truss at each joint. Where <(/Ir") dimensions are not h wn, lutes are symmetrically laced about joint or as �- indicated b circles ?o� P y P ) `r` ., C: �� LOADING DATE: Feb 2012 3. ��ing,gndyfobricalion shall be occ mplished using equipment producing snug Q, `� l� Version; 10.2d SOUTHERN blots and fully embedded pla�es. _ CRITERIA: ANSI TPI 1-2007 MATRIX 4. Unllss otherwise noted, compression top chord to be continuously braced by the '_ 1w- _ TRUSS ro01 sheathing. — S LQADINa (P.I) SPACING 2 COMPANIES 5• The permanent structural restraint shown is to revent buckling of individual truss N ; _ TCLL 40.o Pla,es lnarease 1.00 member and is not intended as o bracing plan for the roof structure or as a plan TCDL 20.o Lumber Increaee 1.00 for the attachment of the roof to the building BOLL 0.0 Rep Stress Iner YES CAUTION: BCDL 5.0, Cade FBC2010/TP12007 2590 N. Kings Highway. Trusses con be don Brous and Co[I cause damage and p rsonal in ry f i�r�pr�flerl Fort Pierce, Fl. 34951 handled Installed a nd/or bracetl. Gracing sh wngon this �rawlPg islUl' EKtCTIUN y F tiV U (772)4G4-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute rTPI) publication f3CSl 2008 BUILDING i� 1 ' •„ COMPONENT SAFETY INFORMATION. Guide to good practice for handlin installing / • I f mettal I to connected wood tr ses . TPI I I ated at: p1g Nortjl�e Street / Q Q \\ guile .1L lexDndrio VA 22314. elsephane: (�0��683-1010. E—mall: InlVlpinsl.org 14. se. �.rse ....s.-�..-a ...us. A-x°susxsx. xss.wllrx.nn ARCE ENGINEERING Standard Pacific 6512 QTY. >1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Unbolonced floor live loads have Dean considered 10, this design. BC 2 X 6 SP No.2 5-0-12 oc purlins, except end verlicals. 2 Rater to girder(s) for truss to truss connections, we 2 X 4 SP No.3 -Except- W1 2 X 6 SP No.2. WI 2 X 6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 3 Recommend 2x6 slrongbacks• on edge. spaced at 10-0-0 oclond fastened to each truss with 3-16d noils. Slrongbacks to be 1 - Ply bracing, otloched to walls at their outer ends or restrained by other means. REACTIONS (lb/size) B-920/Mechanical• 5- 1 144/Mechanicol 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated lood(s) 402 to down of 2-1-12, and 402 to down at 4-1-12, and 402 to down at 6-1-12 on bottom chord. The design/selection of such connection devices) FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or lass except when shown. is the responsibility of others. TOP CHORD 1-8--755/0, 4-5--742/0. 1-2--1215/0, 2-3--1215/0, 3-4--1215/0 5) In the LOAD CASE(S) section• loads applied to the lace of the truss ore noted as front (F) or bock (3). BOT CHORD 7-10-0/1215, 6-10-0/1215 WEBS 1-7-0/1192, 4-6-0/1134 LOAD CASE(S) Standard 1) Floor: Lumber Increase-1.00. Plate Increase-1.00 Uniform Loods (plf) Vert: S-8--10. 1-4--120 Concentrated Loads (lb Vert' 9--402 B) 10--402(8) 11--402(B) 1-10-4 1 1-10-4 1 x4 I I 1 x4 II 3x5 - 1 3x5 = 2 3 4 T1 W1 2 W3 W3 W1 B1 8 7 6 3x4 - 5 3x4 - 3x4 II 3x4 II 2-5-8 4-7-4 7-0-12 2-5-8 2-1-12 2-5-8 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO E'd 18 IL INITRACTOR TYPE: FGT7 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ -,` (� /� esl DEFL ie (lee) Vde11 L/d PLATES GRIP I. Connector plates are fabricated from 20 gouge ASTM A653 653M Grade A or better V" , .... / Tc 0.n ven((LL)) D.02 6-7 >999 360 p 9 9 / BC 0.56 Verl(TL) —0.04 6-7 >999 240 AS20 246/195 hat -dipped galvanized steel. \ / wB 0.57 Her,(1L) 0.DO s n/e a/e 2. Connector plates are applied to both faces of truss at each 'oint. Where Sr- As+eH 246/195 dimensions are not h wn, plates are symmetrically placed about Joint or as 'GAL indicated b circles �o� �; •; C,' LOADING DATE: Feb 2012 3. �I� (ling• pn fbbrica Ion sholl be accpmplished using equipment producing snug _� Q, �. �j� ui CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN fitting Joints and fully embed ded plates. TRUSS 4. Dnles otherwise fise noted, compression top chord to be continuously braced by the - LQ : root sheathing. _ }.•. ( LOADING (psl) SPACING 2-0-0 5. The permanent structural restraint shown is to prevent buckling of individual truss - TCLL 4o.a Plcles Increase 1.00 COMPANIES member and is not Intended o a bracing plan fr the roof structure or as a plan - TCOL 2D.o Lamber Increase o0 for the attachment of the roo� la the build ing. ecLL o.o Rep Strays Incr NO CAUTION' BCDL 5.0 Code FBC2010/TPI2007 2590 N. Kings Highway Trusses pan be dongerou and op copse ddamage and peersonal inj r if i�1+I77pDr pp rly V Fort Pierce, Ft. 34951 handled installed and/or sbrace� tirocing sh w^ on this dr0wipg fs QT EktC�lb h Q (772)464-4160 FBx:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication tfCSI 2008 BUILDING F t- �y COMPONENT SAFETY INFORMATION. Gw�je to good practice for handling instollin / \� f mettal late connected wood trusses .TPI s I9 sled of 21g Nort L,ee Slreep �wte 312pAlexandria VA 22314. telepphone: (/03�683-1b10 E-mot: mto@tpi^sLorg // �FES rjt0�\\\ Reed ell manufacture's WARNINGS enclosed with direwling psickage. // \� ARCE ENGINEERING Standard Pacific 6512 W' LUMBER BRACING NOTES TC 2 % 4 SP SS TOP CHORD Structural wood sheathing directly applied or 1) All plates are A520 plates unless otherwise indicated. BC 2 x 4 SP Ss 2-3-12 cc purling, except and verlicals. 2 Rafer to girders) for truss to truss connections. BC 2 x 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc ] Recommend 2x6 slrongbacks, on edge, spaced of 10-0-0 ociond fastened to each truss with 3-16d noils. Strongbocks to be 1 -Ply bracing. attached to walls al their outer ends or restrained by other moons. REACTIONS (Ib/aize) 8-1650/0-3-8, 11-1672/Mechanical 4) Hanger(s) or other connection device(s) shall be provided sullicienl to support cancenlroled lood(s) 910 lb down o1 6-7-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others, FORCES (lb) - Max. Comp./Max. Ten• - AR lorces 250 (III) or less except when shown. 5) In the LOAD CASE(5) section, loads applied to the face of the truss are noted as front (F) or bock (B). TOP CHORD 2-J--5789/0,3-4.-5789/0, 4-5.-4801 /0, 5-6--4801/0 LOAD CASES) Standard BOT CHORD 10-11-0/34J6. 9-10-0/5476. 8-9-0/2924 WEBS 3-10--286/D, 2-11.-3543/0, 2-10-0/2560, 5-9--313/0, 5-9.0/2040, 6-8--3008/0, 4-10-0/377. 4-9--810/0 1) Floor: Lumber Increose-1.-0, Plate Increase-1.00 Uniform Loads (pit) Vert: 8-11--10, 1-7--120 Concentrated Loads (lb) Vert: 10--910(B) 0 1 cc 3-0-14 1 1-11-2 1 1-11-2 2.5x4 II 3x10 = 5x4 = 3x4 = 1 2 3 4 3x10 = 6 2.5x4 II 7 11 IV i 3x6 = 5xg = 6x10 AS18H = 3x6 - C 0 I 6-7-0 .7-3 12 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO5RE`d1bIVQQNTRACTOR TYPE: FGT3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ Iii / P S • • • • �i CS1 TC O.6J oen I Pea) Vae11 Verl(LL -0.25 9-10 >e05 L/4 360 2eo PLATES GRIP I. Connector Hales are fabricated from 20 gauge ASTM A653/653M Grade A or better hot galvanized steel. to both faces truss of each joint. Where �� • • ,•;� )fL / 4f • i BC o.7e we o.e6 ("°I"') veri(TLi -a.4e 9-10 >41g Han(TL) 0.10 6 a/a n/a As2o 246/195 AS18H 246/195 2. Connector plates are applied of dimensions ore not h wn, plates are symmetrically placed about joint or as .• �,•• �� :!` �! h b1 C: LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN indicated b circleso� 3. (ling, qn fabrlcotion shall pe occ mplished using equipment producing snug fully Q, �. �j� '• �5} Version: 10.2d TRUSS fitting )alms and embedded pla�es. 4. Unl@ss otherwise noted, compression top chord to be continuously braced by the I- `C LOADING (psf) SPACING 2-0-0 r00i sheathing. _ 5• The permanent structurol restraint shown is to prevent buckling of individual truss _ co 1 _ TCLL 40.o Plates Increase 1.00 TCDL 20.0 Lumber Increase o0 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan for the attachment of the roof to the building. BOLL 0.0 Rev stress+ncr NO 2590 N. Kings Highway Fort Pierce, F1. 34951 CAUTION: Trus es can be don erou9 and Cop copse damage and rsonal InIQ f i r rl handed Inand/ar braced. tlrocing sh wngon thispderawing is l(�1I EIfffllb y I •' BCDL 5.0 code FSC2010/TP12007 (772)464 4LGO Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication HCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for hondling installing wood lr sses TPI is I aced al p1g North Le Street / Q ` \ }- 4f mel101 plate connected . guile 3�2, Alexandria VA 22314. pelephone: (70�)c683-1b10 E-mail: ineloOlpinsl.org �/ FES rj`� \\\ i 7 Rood all manufacture's WARNINGS ancloniiid with drewln acka o. ARCE ENGINEERING Standard Pacific 6512 LUMBER BRACING - NOTES �� TC 4 X 2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Unbalanced floor live loads have been considered for This design. SC 4 X 2 SP No.2 -Except- B2 4 X 2 SP SS ac purlins, except end verticals, 2 Reler to girders) for Truss to Truss connections. WB 4 X 2 SP No.J BOT CHORD Rigid ceiling directly applied or 10-0-0 oe 3 Recommend 2x6 alrongbocks, on edge, sp. al 10-0-0 oc and fastened to each trues with 3-16d nails. Slrongbacks to be 1 -Ply bracing. attached to walls of Their Quiet ends or restrained by other means. REACTIONS (lb/size) 10-1106/0-4-0. 16. 11 OS/Mechanical LOAD CASE(S) Standard FORCES (Ib) - Max. Comp•/Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3•-2651/0. 3-4.-2651/0, 4-5--30J6 0, 5-6.-2624/0, 6-7.-2624/0, 7-a--2624/0 BOT CHORD 15-16.0/1634,14-15.0/1634,13-14.0�036, 12-13.0/3036, 11-12.013036. 10-11.0/1635 WEBS 2-16--1895/0, 2-14.0 1187,3-14-6-351/0,4-14--677/0,8-1D--1696/0,6-11-0/1154, 6-11--292/0, 5-11.-744/0 2-6-0 r I 3x4 II 36 = 1 x4 II 1 2 3 1-10-0 I Ire 3x4 = 3x4 = 1x4 II 4 5 6 2W2=W2 W2 W3 W2 16 15 14 3x5 = 3x6 FP = 3x6 = 13 12 11 1 x4 11 1 x4 II 3x6 = 3x6 FP = 3x5 = 7 R 3x4 II 9 3x5 = 17-3-8 17-3-8 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ERE'&ibIV4QNTRACTOR TYPE: FT3A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: // csi or rL Dac) Idea Lid PLATES GRIP \ TC O.BO Verl`LL-0.2010-14 >999 360 I. ConnectorTlotes ore fabricated from 20 gouge ASTM A653/653M Grade A or better .- / ec 0.s9 verlflL3 -o.s4 i}_10 >6os 2/o / hot-dippe galvanized steel. we 0.57 Harr(TL) 0.06 o a/a a/e A�518H 246/195 2. Connector plates are applied to both faces of truss of each joint. Where dimensions are not h wn, plates are symmetrically placed about joint or as DATE: Feb 2012 indicated by circles of. J" (, 1P 1� - LOADING 3. � (ling, qnd fabrication shall be occ mplished using equipment producing snug Q �� L,11 CRITERIA: ANSI TPI 1-2007(MATRIX)Version: 10.2d SOUTHERN fiYting Joints and fully embedded plates. 4. Unless otherwise noted, compression lop chord to. be continuously braced by the - L-I TRUSS f00t sheathing. _ ►- ; C _ Loaowa (psi) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is to revent buckling of individual truss - _ TCLL 4D.o Plates Increase oa member and Is not in o a bracing pion for the roof structure or as a plan TcoL 20.o camber Inereaee 00 far the attachment of the roo� to the building Scot 5.0 Rep sheen IncrBCC YES 007 CAUTION: ` BCDL 5.0 Code FBC2010/TP12007 2590 N. Kings Highway Trus es can be donQQe�rous and cop coUse domo a one personal in ry f im�r1pp Q rl Fort Pierce, Ft. 34951 handsled Installed anil/or braced. tirocing sh wngon this drawlPgg is101' EKt Gfl��ll y N7 •' •v BRACING. Refer to the Truss Plate Institute �TPI) publication HCSI 2008 BUILDING (772)4G4 41G0 Fax:(772)3 L8-0015 COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing Sf metal plate connected vvtteod lr�1ssps . TPI�101��618e atal�laNmal:Linlo@lpmist.org //// OF� S 5 uile 12. Alexandria VA 22314. lele hone: Read all manufacture's WARNINGS enclosed with drawling Package. / \ ARCE ENGINEERING Standard Pacific 6512 QT) LUMBER BRACING NOTES TC 4 X 2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Unbalanced floor live loads hove been considered for this design. BC 4 X 2 SP No.2 •Except• B2 4 X 2 SP SS oc purlins, except end verlicals. 2 Recommend 2x6 slrongbocks, on edge, spaced of 10-0-0 oc and fastened to each Irusa with 3-16d nails. Slrongbacke to be WB 4 X 2 SP No.J SOT CHORD Rigid ceiling directly applied or 10-0-0 oc attached to walls of their outer ends or reslroined by other means. 1 - Ply bracing. REACTIONS (lb/site) 16.11J2/0-4-0. 10-11J2/0-4-0 LOAD CASE(S) Slandor0 FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--2727/0, 3-4.-2727/0, 4-5--3189 0,5-6--2725/0. 6-7--2725/0, 7-0--2725/0 BOT CHORD 15-16-0/1874, 11-15-0 1674,13-14.0y189;12-13-0/3189, 11-12-0/J189, 10-11-0/1674 WEBS 2-16--1942/0,2-14-0/1229.3-14.-344/O.B-10--1941/O,B-11-0/1227.6-11.-344/0, 5-11.-747/0, 4-14.-745/0 2-6-0 i 1-8-0� 3x4 II 3x5 - lx4 II 3x4 = 3x4 = 1 2 3 Ti 4 5 W2 W2 Nil W2 00 Wi I I _L 15 14 13 12 3x5 - 3x6 FP - 3x6 - 1 x4 II 1 x4 I I 17-8-0 1x4 II 6 3x5 = 3x6 FP = 7 8 3x4 II 9 3x6 = 3x5 = 0 I 00 I 17-8-0 PLATE: SIMPSO.N STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T EAt I t I k j TRACTOR TYPE: FT3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �` vim. ♦ ♦ csI Tc 0.67 OrrL ie per) I/sell L/4 Verl LL 0.161]-14 >999 360 PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better �� . \ • "" \ /♦ i- eC 0.6o verI�1L3 0.3o n-12 >691 240 11 r (%) 0.06 10 n/o n/o As20 246/195 A516H 246/195 hot-dippetl galvanized steel. 2. Connector plotes are applied to both faces of truss of each joint. Where h about joint or as ,•'�C?r Gj % (LBo1f1e'.59 LOADING DATE: Feb 2012 dimensions are not wn, plotes are symmetrically placed indicated by circles �o� J• �1 1� CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN 3. FVtting.Ord fobricalion shall be accomplished using equipment producing snug 11Ing joints and fu ly embedded plates. _ rnJ Q ; O L-I 10.2d TRUSS 4. UnlQss otherwise noted, compression lop chord to be continuously braced by the - � { _ < LOADING' (psi) SPACING 2-0-0 r00f shealhinq 5• The permane,t structural restraint shgwn is to prevent buckling of individual truss ^ • N ; {G _ _ TCLL +0.0 TCOL 20.o I Plates Increase 1.00 Lumberinereaee 1.00 COMPANIES member and 1s not Intended os a bracing plan for the roof structure or as o plan for the the roof to the building. BCLL 0.01 Rep Stress Incr YES attachment of BCOL 5.0 Code FBC2010/TP12007 2590 N. Kings Highway CAUTION: L/ Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 17 flli ,Ilt ARCE ENGINEERING Standard Pacific 6512 QTY. 5 LUMBER BRACING NOTES Tc 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 1 Unbalanced floor live loads have been considered for this design. BC 2 X 4 SP No.2 oc purlins, except end verllcols. 2 Provide mechanical connection (by others) of buss to bearing plate of joinl(s) 1. W3 2 X 4 SP No.3, W4 2 X 4 SP No.3, W4 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc 3 Recommend 2x6 strongbocks, on edge, spaced at 10-0-0 ae and fastened to each truss with 3-I6d noils. Strongbocks to be WS 2 X 4 SP No.2 -Except- W3 2 x 4 SP No.3 bracing. attached to walls at their outer ends or restrained by other means. 1 - Py 4)) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. REACTIONS (Ib/size) 1-400/0-2-12. 11-1082/0-8-0, 8-698/0-3-8 5) CAUTION, Do not erect truss backwards. Max Crov 1-422(LC 7). 11.1082(LC 1), B-69B(LC 1) LOAD CASE(S) Standard FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--513/0, 2-3--51J�0, J-IS--264/0, 4-IS--264/0, 4-5--264/0. 5-6--1262/0 BOT CHORD 10-11-0/1262.9-10-0/1262.8-9-0/1262. 13-14-0/513. 12-13-0/513 WEBS 11-12--687/0.3-12--616/0, 5-11--1252/0. 6-8--1215/0 0-3-0 H 2-9-0 , 2-9-0 I 3-3-4 3-3-4 3x4 = 3x4 - 3x4 = 2x5 II 4 5 6 7 1.5x4 = 1 x4 I I 1 x4 II 3x4 - 3x4 = 0-3-0 3-5-4 1 6-5-12 10-0-8 13-7-4 17-3-12 0-3-0 3-2-4 3-0-8 3-6-12 �3 6-12 3-8-8 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T eAt=)ft*} TRACTOR TYPE: FT5 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ P / / TC TC 0.93 DER . floc) 1/dell 360 Verl(LL) -0.07 IS >976 360 PLATES GRIP 1. Connectorpiales are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dippe0 galvanized steel. \� "" i� •' �'V -1- � ec o.75 we o.63 verl(TL) 10 a >522 2m Hert(7L) -0.03 11 n/o n/a A520 246/19s AS eH 246/195 2. Connector plates are applied to both faces of (russ at each joint. Where •, �/ ••�` (ua1r.) LOADING DATE: Feb 2012 Version: 10.2d dimensions are not 5hpwn, plates are symmetrically placed about joint or as i(n;dicated b�� circlestt o//. b :f �40 1� 4'; (O CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. Ri mg9ointsfandcfully embedded platesPlished using equipment producing snug o 1>� -_ w h TRUSS 4. Un ss otherwise noted, compression top chord to be continuously braced by the _: root( sheathing. - - f-- S LOADING (psi) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is toprevent buckling of individual truss member and is not, intended ap a bracing plan for the roof structure or as a plan for the the to the budding. .N / C/ - TOLL 41 Ploles Increase 1.00 TCDL 20.D Lember Inareole 1.00 BOLL Rep stress Iucr YES attachment of roo 5.0 BCDL 5.0 code FBC2010/TP12007 2590 N. Kings Highway B B Y Fort Pierce, F1.34951 Trusses on be den Brous and Co�Acapse0do a e and personal innryJ( ii]pr�QBrl handled Inst011ed and/or braced. tlracing sh wn on this drawingg i5N01 EIttCIIUN y '• , F� V (772)464-4160 Fex:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication I3CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handlinginstalling ��f met3al plppte connected wood l314. r ssppes TPI tt55 IDcote at: 201gENorthee Street i� \ / \\ // QF . manufacture'VA s eININGS(enclosed10 inling rg �Q �\ //// �S 51 Roaad fall WAR with draw: pao@tpinckage. 1 ARCE ENGINEERING Standard Pacific 6512 QTY. 7 LUMBER BRACING NOTES TC 4 x 2 SP No.2 TOP CHORD Structural hood sheathing directly applied or 6-0-0 t) Provide mechanical connection (by others) of truss to bearing plate of joint(!) 1, 7. . BC 4 % 2 SP No.2 oc purling, except end verticals. 2 Recommend 2x6 slrangbocks• on edge, spaced at 10-0-0 oa and fastened to each truss with 3-16d nails. Slrongbocks to be WB 4 % 2 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc attached to walls at their outer ends or restrained by other means. I - ply bracing. 3) Gap between inside of lop chord bearing and first diagonal or vertical web shell not exceed 0.50Din. REACTIONS (lb/size) 1-867/0-2-12. 7-867/0-2-12 LOAD CASE(S) Standard rORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2--1245/0,2-3--1242/0,3-4--1838/0,4-5w-1838/0. 5-6--1233/0, 6-7--1235/0 BOT CHORD 10-11.0/1816, 9-10-0 1838 1 WEBS 2-11.-308/0, 1-11.0 1425,6-9--J02/0,7-9-0/1415,3-11--670/0,5-9--707/0 5x5 - 0 0-3-0 -6-0 off o 0-3-0 3x4 II 9 3x4 = 3 3x4 = 1 x4 II 3x4 11 5x5 - 4 5 6 7 12 11 10 9 8 1x4 11 3x7 = 3x4 - 30 - 1x4 II 0-40 13-8-8 13-1 -8 0-3-0 13-5-8 ��f 0-3-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T 066 6N� NTRACTOR TYPE: FT4B SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\ / csl orrL (lot) I/dsu L/d PLATES GRIP / TC 0.59 Verl LL-0.0710-I1 >999 ]60 I. Connector�lales are fabricated From 20 gauge ASTM A653/653M Grade A or better �� "'� ""' // Bc 0.s6 vtrlln; -o.,e l0-1, >907 z/a AszD 246/195 hot-dippe galvanized steel. �r ••'�c Ir �411ase Htrr(n) -0.03 7 /a e/a ASIBH 246/195 2. Connector plates are applied to both faces of truss at each joint. Where / ,•.G�•'. 11 dimensions are not h wn, plates ore symmetrically placed obout joint or as f• !� �_ LOADING DATE: Feb 2012 indicated by circles �o� ; .� r�J 3. � tlin qnd fabri a Ion shall be actomplished using equipment producing snug -Z Q. O • �' CRITERIA: ANSI TPI 1-2007(MATRIX)Version: 10.2d SOUTHERN fI IingjointsandrlufIy embedded plates. _ LLI : _ 4. Unllgss otherwise noted, compression lop chord to be continuously braced by the TRUSS Tool sheathing. — { _ LOADING. (psl) SPACING 2-0-11 COMPANIES 5• The permanent structural restraint shown is to revent buckling of individual truss ^ fn ; _ rcLL 40.0, Plates Increase 1.00 member and is not intended o a bracing plan for the roof structure or as a plan TCDL 20.o Lamotr Increase I.00 for the attachment of the roo to the building, ecLL o.i Rep stress BCC res CAUTION' BCDL 5.0 ceae reczDlo/rPltDo7 2590 N. Kings Highway Trusses eon be dongerou and op copse damage and p rsonal in r if i�17pr Q fly fit '•, Q •.' Fort Pierce, Ft. 34951 handled Ins(olled and/or sbrocer� tirocmg sh wn on this rowing isVT ERtCffi (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPQ publication BgCSI 2008 BUILDING // ' • . , . , , , . • \� \� COMPONENT SAFETY INFORMATION. Guide to good practice for handlinginstalling / 4f me al plate connected mod lr ssppes .TPI (s Ia�oted at* 218 Norlhe-moil: in7 Street // oF Read all manufacture?a3W Re 1N�3 a/nc)losed68 awitEh drewlnl ®tpfackage. E S 5 \\\ ARCE ENGINEERING Standard Pacific 6512 QTY. LUMBER BRACING TC 4 X 2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 NOTES 1 Unbalanced floor live loads have been considered for this design. Provide (by others) of truss to bearing plate at joint(s) 1. BC 4 X 2 5P No.2 BOT CHORD oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing 2 J mechanical connection Recommend 2x6 strongbacks, on edge• spaced at 10-0-0 oc and fastened to each truss with 3-t6d nails. Slrongbocks to be WB 4 X 2 SP No.3 Except: attached to walls at their outer ends or restrained by other means. 0.500in. 1 - Ply 2-2-0 oc bracing: 9-10. 4) Cop between inside of lop chord bearing and first diagonal or vertical web shell not exceed REACTIONS (Ib/eixe) B-924/0-3-8. 1.924/0-2-12 5 CAUTION, Do not erect buss backwards. FORCES (to) - Max. Camp./Max. Ten. - All forces 250 (to) or less except when shown. LOAD CASE(S) Standard TOP CHORD 1-2--1347/0.2-3•-1345/0,3-4--2074/0, 4-5--2074/0, 5-6--2074/0 907 CHORD to- 11.0/2006.9-10-Oj2074,B-9-O/1325 WEBS 2-11--299/0. 1-11-0 1543,6-8--1537/0,6-9.0/895,5-9--342/0. 3-11--772/0, 3-10--113/321 2-6-0 0-3-0 r1 1-1-12 � 3x4 I I 3x4 - 1 x4 II 1 x4 II 3x4 - 3 4 5 6 3x4 II 7 1x4 II 3x7 - 3x4 = 3x4 - 3x5 - 0-3-0 14-7-12 0-3-0 14-4-12 �L(= PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO RE & iG J`TRACTOR TYPE: FT4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1� (a 7� csl Ocn I (I°°) I/sell L/e PLATES GRIP TC 0.80 Verl(LL7 -0.16 lo-11 >476 76o 1. Conneclordlotes are fabricated from 20 gauge ASTM A653/653M Grade A or better �� • • • • • • �i ec os6 verl(TL)-0.7610-n >+7e x.o AS20 246/195 hot—dippe galvanized steel. ,•' fir JiC we o.TJ H°rilTl) 0.02 6 n/s a/a AS18H 2+6/195 2. Connector plates are applied to both faces of truss at each 'oint. Where dimensions are not h wn, plates ore symmetrically placed o out joint or as G, DATE: Feb 2012 indicated b circles �o� CI r�4J b� LOADING 3. � tting pndYfobricO Ion shall be acc mplished using equipment producing snug _ Q. '� �� 1� CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN fI ling joints and fully embedded pIc es. a 4. Unless otherwise noted, compression lop chord to be continuously braced by the — 01 TRUSS root sheathing. _ )- C LOADING' 00)' SPACING 2-0-o COMPANIES 5• The permanent structural restraint shown is to prevent buckling of individual truss _ TCLL 40.0 Plates Increase 1.00 member and is not intended aS a bracing plan for the roof structure or as a plan � TCDL zo.o camber Inareoee 1.00 for the attachment of the root to the building. ecLL o.0 Rep Stress Incr YES CAUTION: U ` BCOL 5.0 Cade reC2010/TP12007 2590 N. Kings Highway Trus es on be danQerouS and Cop cause dame a and p rsonoI in ry f iD7D1D rl Fort Pierce, Fl. 34951 handled installed anti/or bracetl. tlracing sh wngon this dPraw(ngg islUl' Ekt( li��! y i (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication f3CSl 2008 BUILDING FL COMPONENT SAFETY INFORMATION. Guide to good practice for hondlin installing // /� f mettal plate connected wood tr sses . TPI 1 I9 gtod at: 21g North Lee Street /� OF guile 312, Alexandria VA 22314. �elephone: (703�b83-1010 E—mail: into@lpinsl.org 7 ES rj \ Road 1311 m®nufectuna's WARNINGS enclosed with drawing package. ARCE ENGINEERING Standard Pacific 6512 QTY. t LUMBER BRACING TC 4 X 2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 NOTES 1) Unbalanced Iloor five lead, have been considered for this design. (by others) of truss to beoring plate of joinl(s) 1. BC 4 X 2 SP No.2 BOT CHORD oc purlins, except end verticals, Rigid telling directly applied or 10-0-0 oc 2 3 Provide mechanical connection Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 of and laslened to each Truss with 3-16d nails. Slrongbocks to be we 4 X 2 SP No.3 bracing• attached to wells of their outer ends or restrained by other means. 1 -Ply REACTIONS (Ib/sl2e) 8-899/0-3-B, 1.899/0-2-12 4) Gap between inside of lop chord bearing and lirsl diagonal or verlitol web shall not exceed O.SaDin. 5) CAUTION, Do not erect truss backwards. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 1-2•-1304/0,2-3--1301/0.3-4--1973/0, 4-5--1973/0. 5-6--1973/0 LOAD CASE(S) Standard BOT CHORD 10-11-0/1923, 9-10-0 1973. 8-9-0/1284 WEBS 2-11--303/0,1-11-0/1494,6-8--1489/0,6-9-0/819,5-9--308/0, 3-11.-726/0, 3-10--129/284 0-3-0 2-6-0 5x5 - 3x4 II 1 2 3x4 - 3 1x4 II 1x4 II 4 5 3x4 - 3x4 II 6 7 W4 W4 W4 W4 . W. W2 LK19 L 11 10 9 1x4 II 3x7 = 3x4 = 3x4 = 3x5 = 0-3-0 14-3-4 0-3-0 14-0-4 0 I I PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO M6k TRACTOR TYPE: FT4A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ / -,,` � P cs TO 0.64 ern cl°°) I/een L/d Vert LL -0.1] 10-11 >999 J60 PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. faces joint. Where �\ V 6 .... /j JiC i fib- ec o.e� we o.�1 ("°"'•) vrn�TL3 -o.2e 10-11 >60J 240 H°rl(TL) 0.01 a a/a a/° As2o 216/195 A91BH 246/195 2. Connector plates area lied to both of truss at each dimensionsornot h applied plates are symmetrically laced about joint or os " y P ) indicated b circles �a� �/ G� � f i C: h LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3.�Ittltngg gn fabricollyn shall be opcc7mplished using equipment producing snug fu I to es. Q, . �j� �11 I Version: 10.2d TRUSS I1n oln s and embedded 4. Un ass otherwise noted, compression top chord to be continuously braced by the - roof sheathing. _ LLI )- �( - LOADING (pal) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is tofprevent buckling of individual truss member and is not intended as a bracing plan or the roof struclure or as a plan _ N TCLL 40.o Plates Increase L00 7COL 20.o camber Intreeee 1.00 for the attachment of the roof to the budding. CAUTION: BCLL o.o Rep stress Incr res BCDL 5.0 Code FBC2010/TP12007 2590 N. Kings Highway Fart Pierce, F1. 34951 Trusses on be don erouS and Ga copse ddome a onq personal in Nryy f i�r�p1�f10r1 handled Installed o nd/or braced. tSrOcmg sh wngon this drawlPyy is P1Uf ERt'GIIUN y '• �`.' U (772)464-4160 F1x;(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication 1iC51 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing me al plate connected wood tr�lsses . TPI( Iggateil at• 4eef Street F,- . •' / Q \ gf 61$North uite 12, Alexondrla VA 22314. telephone: 03l 68 -1d1 CC -mail: In o@tpinst.org g / /C \ // S 5 \\ 1 Read all manufacture's WARNINGS enclosed with drawingpackage. / ARCE ENGINEERING Standard Pacific 6512 QTYA LUMBER BRACING TC 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 NOTES 1) 3-ply truss to be connected together with 10d (0.131"W) nails as follows: BC 2 X 6 SP SS cc purling, except and verlic019. Top chords connected as follows: 2 X 6 - 2 rows at 0-97-0 oc. 2 X 4 - 1 row at 0-9-0 oc. We 2 X 4 SP SS -Except- W1 2 X 6 SP No.2. Wl 2 X 5 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Bottom chords connected as follows: 2 X 5 - 2 rows at 0-4-0 cc. 3 - ply, brocing. Webs connected as follows: 2 X 4 - 1 row, at 0-9-0 cc. REACTIONS (lb/size) 12.7124/0-3-8. 7-5218/Mechon(col 2) All loads ore considered equally applied to oil plies• except if noted as front (F) or back (9) face in the LOAD CASE(S) section, Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless othernfse indicated. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 3 Unbalanced floor live loads have been considered for this design. TOP CHORD 1-12--4768/0. 5-7--402B/O. 1-2--10237/a, 2-3--10237/0, 3-4--14756/0, 4-5--8623 0, 5-6--8623/0 4 Relar to girder(s) for truss to truss connections, BOT CHORD 12-13-0/1143. 13-14-0/1143. 11-14-0/1143. I1-15-0/14756, 15-16-0/14756. 10-I6-0Y4756, 10-17-0/14756, 17-18.0/14756, 5 Recommend 2x6 slrongbacks, on edge, spaced of 10-0-0 oe and fastened to each truce with J-16d nails. Slrongbacks to be 9-18-0/14756, 9-19.0/14756. 19-20-0 14756. 8-20-0/14756, B-21.0/1009, 21-22.0/1009, 7-22-0/1009 attached to walls of their outer ends or restrained by other means. WEBS 1- 1:3-11--5097/0. 3-10-0/2370. 4-9-0/2810. 4-8--6908/0, 5-8-0/275. 6-8-0/8489 6) Honger(s) or other connection device(s) shall be provided sufficient to support concentrated lood(s) 11131b down at 0-2-12 . 901 It, down at 1-5-12, 1111 lb down of 2-1-4, 901 It, down of 3-5-12. 1Ill lb down at 4-1-4. 901 lb down at 5-5-12. 1671 lb down at 6-2-4, 901 lb down at 7-5-12. 410 lb down at 8-4-12. 901 lb down at 9-5-12. 410 lb down at 10-4-12. and 901 a,down of 1 I-5-12. and 410 Ib down of 12-4-12 on bottom chord. The design/saleclion of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Floor: Lumber Increase-1.00, Plate Increase-1.00 Uniform Loads (pit) Vert: 7-12--4. 1-6--50 ' Concentrated Loads (lb) Vert: 12--1113(F) 10--901(B) 8--410(F) 13--901(8) 14--111 I(F) 15--901(B) I6--1111(F) 17--1671(F) 18--901(B) 19--410(F) 20--901(8) 21--901(B) 22-=410(F) 0 cc 2-2-15 1 4x7 = 1x4 II 3x4 - 2 3 2-2-15 3x4 - 4 4x7 = . 6 5x4 II 5x9 = 2x5 II 2x5 II 5x9 - 5x4 II 2-10-3 5-4-10 7-11-2 10- -9 1 13-3-12 2-10-3 2-6-7 2-6-7 2�`_ 2-10-3 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO eflltt!dN`00NTRACTOR SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)318-0015 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �i csl 0012 I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel joint. �� "" r 3� ec we 0.3s 2. Connector plates ore applied to both faces of truss at each Where �� • .•G� �, (Maul•) LOADING i dimensions are not Shpwn, plates are symmetrically placed about joint or as indicated bY circles o/. 3. C(ltling, pntl fabrica�Ion shall be occpmplished using equipment producing snug _� f. �Gj b� % CI 4. �j •• L� CRITERIA: AP fil4ing )oln s and fu ly embedded plates. 1l! h 4. Unlgss otherwise noted, compression top chord to be continuously braced by the - J-' S roof sheathing. - Th t t t I t •t h • t tb 61: f•d••d I t LOADING (psi) 5. a permanen s rttuc ura res rain s own Is apreven uc Ing o In IvI up rugs fforlthe ottacfis not of ndedthe a a the b uld g. for the roof structure or as a plan 'V Trusses cart be dangerous and cog ccopse0ddamoge onq personal in ryy if i r R ly handled Installed and/or braced. cog sh wn on this drawing is�14T E �IU FL U BRACING. Refer to the Truss Plate Institute �TPI) publication f3gCSl 2008 BUILDING i COMPONENT SAFETY INFORMATION. Guide to good practice for hondlinq installing f mettof plate connected wood lr es . TPI I I toted al' p1 North Le S(reet�F Read ®11 menufecturo?s314. WAReTNINGS�enclosed 3-1� Oth drewl-mail: inga®tPeck®g®. / ES 5 `\\ TCLL 40.0 TCDL 20.01 BCLL 0.0 BCDL 5.0 TYPE: FGT4-3P1 DER in (I-) Vdell L/d PLATES GRIP Verl(LL) -0.12 9-10 >999 Vert Tl -0.2a 9-f0 >665 360 240 AS20 246/195 Morr(TL) 0.04 7 n/a n/a AS18H 246/195 DATE: Feb 2012 Version: 10.2d FP 1-2007 MATRIX SPACING 0-10-0 Plates Increase 1.00 Lumber Increase 1.00 Rea Stress Incr NO Code FBC2010/TP12007 cz. ARCE ENGINEERING Standard Pacific 6512 4W' 1 LUMBER BRACING U TC 2 % 4 SP No.2 TOP CHORD Slruelural wood sheathing directly applied, except NOTES 1) Unbataneed root I;ve foods hove bean considered for this design. 2 Wind: ASCE 7-10; 170mph(3sec gusl)Vaed-132mph; h-251h TCDL-6.Op3f; BCDL-6.Opsf; Category II; Exp C: enclosed; MWFRS (low-rise) 2 % 4 SP SS end verticals. WB 2 X 4 SP No.3 -Except- W6 2 X 4 SP No.2. w9 2 % 4 SP SS BOT CHORD Rigid ceiling directly applied or 4-0-3 oc bracing. 5-11, 6-11, 7-11, 8-10, and C-C Interior(1) -1-4-0 to 38-10-0 zone; Lumber DOL-l'.33 plate grip DOL-1.33. This truss is designed for C-C for members 7-10 and forces, and for MWFRS for reactions specified. OTHERS 2 X 4 SP No.3 WEBS 1 Row at midpt 3) Provide adequate drainage to prevent water pending. load with any other live loads. 1 - ply 4 This truss has been designed for o 10.0 psf bottom chord live nonconcurrenl REACTIONS (Ib/Giza) 2-1783/0-8-0, 10-1769/0-4-0 Mox ize) 2-620(LC 6) HarzUplil 5 All plates ore AS20 plates unless otherwise indicated. (by others) of truss to bearing plate capable of withstanding 954 It, uplift of joint 2 and 929 Max 2-620(LCC 4), 10--929(LC 4) 6 Provide mechanical connection lb uDlifl of joint 10. Max Crdv 2-1783(LC 10), 10-1769(LC 1) 7) This !fuss has been designed for a moving concentrated load of 20D.Olb live totaled of all mid panels and of all panel FORCES (lb) - max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. points along the Bottom Chord, nonconcurrenl with any other live loads. TOP CHORD 2-3--4150/2349,3-4--3823/2168,4-5--2717/1623.5-6--1452/952, 6-7--1317/981 13-18--2215/3177, 13-19--1548/2254, LOAD CASE(5) Standard BOT CHORD 12119-26548/225415' 17- 26548/2254111120-22 5/3177.104208• 183/278177, WEBS 3-15--349/430.4-15--239/644,4-13--893/728.5-13--409/829,5-11--1297/944.6-I1.-120/260, 7-11--1046/1598, 7-10--1575/1239 39-6-0 —1-4-0 7-3-0 13-11-4 21-1-11 28-1-0 35-11-0 57-6-0 1-4-0 7-3-0 6-8-4 7-2-7 6-11-5 7-10-0 1-7-0 500 AS18H = 2x42—IQ-0 5x7 = 3.75 FTY a 7 PLATE: SIMPSON SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 4x7 = 15 14 13 12 11 10 3x4 = 4x6 = 3x4 = 3x6 = 48 = 5x6 = 9-8-12 9-8-12 18-9-14 9-1-3 NG-TIE FURNISH A COPY OF THIS TRUSS DESI 28-1-0 37-6-0 9-3—� �` ( 9-5-0 TRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: cS1 D,,, I. Connectar�lotes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot—dippe galvanized steel. to both faces of Truss at each int. Where �� ""' // �(�� 9c 0.59 we oa9 2. Connector plates are applied dimensions are not h wn, plates are symmetrically placed o�loul joint or as �o� :, G�J" f. D G3 b� �_ LOADING indicated by circles 3. � (ling, grid fobricotton shall be accomplished using equipment producing snug fiY(Ing joints and fully embedded plates. �5� l� 1 CRITERIA: AN 4. Unless otherwise noted, compression top chord to be continuously braced by the _ roof sheathing. ( _ LOADING (pel) 5. The permanent structural restraint shown is to revent buckling of individual truss member and is not intended aS a bracing plan for the roof structure or as o plan building. (!] (G = TCLL 20.0 rcoL s.o BOLL 0.0 for the attachment of the roof to the BCDL 10.0 ®n and TYPE: E1 DEFL I. (Ide) Vd,n L/d PLATES GRIP Vert((LL))-0.3511-IJ >999 360 Verl(TL) -0.61 2-15 >547 NO AS20 246/195 Hon((TLjj 0,11 10 n/° n/e ASIBH 246/195 wind(LL) 0./1 0-IS >999 240 DATE: Feb 2012 roI 1_ anm uATo1V I Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress lncr YES Code FBC20I O/TP12007 c3 ARCE ENGINEERING Standard Pacific 6512 QTY.11 LUMBER BRACING NOTES TC 2 X 4 SP 55 eExcepl' T3 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; 11-2511; TCDL-6.Ops1; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (law -rise) BC 2 X 4 SP 55 end verticals. and C-C Interior(l) zone; 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 •Except' W7 2 X 4 SP No.2 GOT CHORD Rigid ceiling directly applied or 3-10-10 oc for MWFRS for reactions specified. OTHERS 2 X 4 SP No.3 bracing. 2 Provide adequate drainage to prevent water ponding. 1 - Ply WEBS 1 Row at midpt 8-9. 3-12. 6-10. 7-10. 7-9 3 This truss has been designed for a 10.0 psl bottom chord live load nonconcurrenl with any other live foods. 2 Rows of 1/3 pis 5-10 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 917 It, uplift of joint 9 and 956 REACTIONS (Ib/size) 9-1663/0-4-0, 2-1785/0-8-0 lb uplift at joint 2. Mox Harz 2-610(LC 4) 5) This truss has been designed for o moving concentrated load of 200.0I1, live located at all mid panels and at oil panel Mox Uplift 9--917(LC 4), 2--956(LC 4) points along the Bottom Chord, nonconcurrenl with any other live loods. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--4156/2278. 3-4--3021/1708. 4-5--2859/1724. 5-6--1595/973, 6-7--1411/955 GOT CHORD 2-16--2680/3840,14-16--2680/3840.13-14--2680/JB40,13-17--2680/3840. 12-17--2680/3840, 12-18- 1950/2797. 11-18--1950/2797,10-11--1950/2797,10-19--60D/825. 9-19--600/825 WEBS 3-14.0/382,3-12--1104/772.5-12--138/663.5-10--1548/1060,6-10--105/274,7-10--730/1204. 7-9--1651/1225 -1-4-0 8-10-13 1 17-5-14 1 26-1-0 32-8-1 1, 37-6-0 1-4-0 8-10-13 8-7-2 8-7-2 6-7-1-4-9-15 5x7 3x4 = 2x4 II 3.75 � - 6 7 8 14 I.) I/ II I �J 1.5x4 11 5x6 WB = 3x4 - 3x6 = 4x8 - 5x4 - 8-10-13 17-5-14 1 27-11-13 r. 37-6-0' 8-10-13 8-7-2 10-5-1� �� 9-6-3 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T Ot tCN TRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �/ cs1 I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hat -dipped galvanized steel �� "" �`� 31L / ec o:599 WO 0.63 2. Connector plates are applied to both faces of truss at each Point. Where dimensions ore not $hewn, plates are symmetrically placed about joint or as indicated by !� �� i / ' ` (Molt,.) SOUTHERN circles o . 3. CCtI (ling, qnd f;bricgon sholl be accpmplished using equipment producing snug ftling fu ly LOADING CRITERIA: Al TRUSS join s and embedded plates. = 4. Unl?s heohe wise noted, compression top chord to be continuously braced by the _ foot S (3 _ {� COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is no t intended as a bracing plan for the roof structure or as a plan - for the attachment of the roof to the building. - U7 - LOADING (psi) rcLL 20.0 TCOL 20.0 CAUTION' BCLL 00 ecDL 1o:0' 2590 N. Kings Highway Trusses on be don erou9 and cap cause damage an ersonol in gjy if iifffb rl Fort Pierce, FI. 34951 handled Installed and/or braced. lirocing sh Win on thiispdrawkid, isjNOT EHtL:IIUN y �- (772)4G4-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication BgCSI 2008 BUILDING i Fy- . •' \`jy�� COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing (me al plate connected w od lr spes . TPI I ate at' p01gE North Lee Street // �� Fie, il all malnufacture'sW WARNINGS enclosed with drewrling o@tpackage. 5 TYPE: E2 DEFL is (toe) I/ddl L/d PLATE B GRIP Varl(LL)-0.1610-12 >964 360 Vert Tl-0.9610-12 >463 240 24 Hn(TLJ >90 AS 184 2/6/195 Wind 0.40 12-91 99 2i6/195 IDATE: Feb 2012 rot 1-')nn7 fkAATPIVI I Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress lncr YES Cade FBC2010/TP12007 ARCE ENGINEERING Standard Pacific i LUMBER BRACING TC 2 x 4 SP SS -Except- T3 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 E BC 2 % 4 SP SS oc purlins, except and verlicals. WB 2 % 4 SP No.3 -Except- W7 2 X 4 SP No.2 B07 CHORD Rigid ceiling directly opp6ed or 3-11-9 oc OTHERS 2 % 4 SP No.3 broRow, 1- ply WEBS 1 w at midpl 8 8-9, 6-10. -10 REACTIONS (lb/size) 9-1663/0-4-0.2-1785/0-8-0 Mox Harz 2-566(LC 4) M. Uplift 9--907(LC 4). 2--965(LC 4) FORCES (lb) - Max. Camp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2-3--4141/2369.3-4--3795/2181.4-5--3711/2207.5-6--2492/1549,6-7--1231/850.7-8--1231/850. 8-9--1603/1182 BOT CHORD 16-7323/3185814-16--2723/3831,13-14--2087/2920,13-17--2087/2920,12-17--2087/2920, 11-12--1325/1858, 10 WEBS 3-14--451/520.5-14--411/843.5-12--974/823.6-12--564/1050.6-10--970/733,7-10--476/516. 8-10--1250/1835 -1-4-0 8-2-13 16-1-14 24-1-0 1-4-0 8-2-13 7-11-2 7-1.1-2 I) IQTY. 41 NOTES 1) Wind: ASCE 7-10; 170mph(33ec gusl)Vosd-132mph; h-2511; TCDL-6.Op3f; BCOL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise) and C-C Intarior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces. and for MWFRS for reoclions specified. 2) Provide odnquale drainage to prevenl water ponding. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4 All plates are AS20 plates unless otherwise indicated. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 907 It, uplift at joint 9 cnd 965 lb uplift at )oinl 2. 6) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard 30-7-12 37-6-0 6-6-12 6-10-4 5x7 - 1.5x4 li 4x5 - 4x6 = 3x4 - 300 AS18H = 4x8 - 2x6 II 3x4 - 10-5-1 20-6-6 30- : 12 1 37-6-0 10-5-1 10-1-6 J —1—� �L( 6-10-4 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TQeAIE)64ti it�OONTRACTOR 1 TYPE: E3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ♦ / CSI TC 0:71 Dzn i 0ee) I/een VeH(LL -0.45 1z-11 >998 360Ild 360 PLATES GRIP I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot -dipped galvanized steel. PP g 'oint. �� "" / 'ri^ �� ec o.62 wa o.e9 (Matrix) verl(n� b.93 x-14 >47e nor,((rLj) o.11 9 n/e wind(LL) O.18 12-11 >999 24o n/a 240 AS20 246/195 A518H 246/195 2. Connector plates ore applied to both faces of truss at each Where dimensions are not h wn, plates are symmetrically placed about joint or as �o� <(/:,•G�l' / �. CI• LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN indicoled by circles 3. � (ling, qnd fabrication shall ye occomplished using equipment producing snug fi�nng Jon Is and fully embedded plates. = Q ''7� 41a 0-1 : = 10.2d TRUSS 4. Unless otherwise noted, compression lop chord to be continuously braced by the _ roof sheathing. {� - - LOADING (P>r) SPACING z-o-o I,00 COMPANIES 5• The permanent structural restraint shown is to revent buckling of individual truss ^ member and Is not intended o a bracing plan for the roof structure or as a plan N . _ TCLL 20.o Plates Increase 7cOL 15.D, Lumber lncre9se 1.25 eCLL 0.o Rep Sir— Incr YES for the attachment of the root to the building. CAUTION: V BCDL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, F1.34951 Trusses can be don erou5 and ap cause dome a on rsonal in ur if I r9a rl handled Installed and/or brace. bracing sh wngon lh�isPtlrawlpq is'N�T EFttCllU�l y '. (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guige to good practice for handling installing TPI I9 North Lee Slreel // • • • \�i \\� // ��C 4f mellDl plate connected wood lrslsses . Dled at: �1(i Suite 312, Alexo dria VA 22314. lele hone: (Oi,683 �01 r�E� oroil�� fo��tp®nnLoorgQ .z.P.onee, __ ^- . ARCE ENGINEERING Standard Pacific 6 LUMBER BRACING TC 2 x 4 SP No.2 *Except- T3 2 x 4 SP SS, TI 2 x 4 SP SS TOP CHORD Structural wood sheathing directly applied, except BC 2 x 4 SP SS end verticals. WB 2 x 4 SP No. -Except- W7 2 x 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc OTHERS 2 x 4 SP N0.3 bracing. 1 -Ply WEBS 1 Row of midpl 9-10, 5-13, 6-11, 9-11 REACTIONS (lb/size) to- 1753/0-4-0.2-1875/0-8-0 Max Horz 2-522(LC 4) Mox Uplift 10--942(LC 4). 2--1023(LC 4) FORCES (IC) - Max. Comp./Mox. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 910-664259 9423220, 713-4--4040/2381,4-5--3962/2398,5-6--2803/1792.6-7--1759/1227,7-8--1759/1227, 8-9--1759/1227, - 501 CHORD 2Z17--= 2970642425111112.217064242514-15--2375/3338,14-18--2375/3338.13-15--2375/3338, 13-19--1706/2425. WEBS 3-15--416/492.5-15--256/701.5-13--960/768.6-13--391/847.6-11--866/622,7-11--652/706, 9-11--1530/2198 NOTES 1) Wind: ASCE 7-10: 170mph(336C gust)Vosd-132mph; h-25fl; TCOL-6.Opsf; BCOL-6.Opsf; Colegory II; Exp C; enclosed; MWFRS (low-rise) and C-C Inlerior(i) zone; Lumber DOL-1.33 plot@ grip DOLw 1.33. This truss is designed for C-C for members and forces. and for MWFRS for reactions specified. 2) Provide adequate drainage to prevent water ponding. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 942 lb uplift at )oinl 10 and 1023 It, uplift at joint 2. 5) This truss has been designed for a moving concentroled load of 200.01b live located at oil mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live foods. LOAD CASE(S) Standard -1-4-0 7-6-13 14-9-14 22-1-0 30-7-12 39-6-0 1-4-0 7-6-13 7-3-2 7-3-2 8-6-12 8-10-4 1.5x4 II 3.75 rT1 5x8 = 3x6 = 4x6 - c 7 8 9 4x6 - 3x4 - 3x6 - 4x8 - 3x4 - 10-5-1 20-6-6 3K1. 2 39-6 0 10-5-1 10-1-5 6 [L 8-10-4 2.5x6 II PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO NTRACTOR TYPE: E4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\ // TC v:1 a 2: i/den 360L/d PLATES GRIP -TT`` cs 1.00 DEF(LL)) OAS I] - IS .11 ]60 I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better �� V� P /i 6c a.63 verl(TL)-0.161]-IS >477 zoo AS18 246/195 d / WB , *TL) 0.16 10 477 240 AS20 246/195 hot—dlppe galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where \ rt `_ ^+ �/. . ��•• W i �f. (M.W.) wind LL 0.46 13-I5 1999 240 Feb 2012 dimensions ore not h wn, plates are symmetrically placed about joint or as b �a� f.. •' �1 y1 i LOADING DATE: 10.2d SOUTHERN indicated circles 3. (� (ling, qn fabrication shall be occ mplished using equipment producing snug Rting fully _� r Q CRITERIA: ANSI TPI 1-2007 MATRIX Version: joints and embedded plo es. 4. Unl ss otherwise noted, compression lap chord to be continuously braced by the — U-1 (� — SPACING TRUSS roof( sheathing. 5• The permanent structural restraint shown is to revent buckling of individual truss - 1-- N _ Lo4oirlc (wl) TCLL zo.o rcoL ls.o Plates roared:@ 1.25 Lameer inereaee 1.xs COMPANIES member and is not intended a o bracing plan for the roof structure or as a plan Rep 1fe9 for the attachment of the roofs to the building. BCOL too e FBczo10/TP12007 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 e l�, ARCE ENGINEERING Standard Pacific 6 LUMBER BRACING TC 2 X 4 SP No.2 -Except- T3 2 X 4 SP SS. T1 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 2-2-0 BC 2 X 4 SP 55 •oc purlins, except end verticals. We 2 X 4 SP No.3 -Except- W4 2 X 4 SP No.2, W4 2 X 4 SP No.2 BOY CHORD Rigid ceiling directly applied or 3-9-15 oa OTHERS 2 X 4 SP No.3 bracing. 1 - Ply WEBS 1 Row at midpl 10-11, 5-14, 7-12, 9-I1 REACTIONS (lb/size) 11-1753/0-4-0, 2-1675/0-8-0- M. Harz 2-479(LC 4) Mox Uplift 11--935(LC 4). 2--1030(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--4410/2663,3-4--4057/2428,4-5.-3937/2440.5-6--2877/1866,6-7--2685/1855.7-8--1924/1293, 8-9--1924/1293 BOY CHORD 13120-29762/247116Z1B3-29762/2471152!21-2503/3536,11-19--910/12406.14-19--2503/3536, 14-20.-1762/2471, WEBS 3-16.-331/407,5-16--122/580.5-14--1010/764,6-14--169/40B,7-14.-256/353,7-12--966/828. 9-12--677/1207, 9-11--1967/1477 QTY. 11 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vusd-132mph; h-25fl; TCDL-6.Op31; BCDL-6.Opsf; Category II; Exp C; enclosed: MWFR5 (low-rise) and C-C Inlerior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This !rues is designed for C-C for members and farces, and for MWFRS for reactions specified. 2) Provide adequale drclinoge to prevent water pondinq. 3 This Iruss has been tlesigned for a 10.0 psi bollorr chord live load nonconcurrenl with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 935 lb uplilI al joint I 1 and 1030 lb uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live floods. LOAD CASE(5) Standard 1-4-0 6-11-10 13-2-2 1 20-1-0 25-4-1 1 34-3-0 11 39-6-0 1-4-0 6-11-10 6-2-9 6-10-14 5-3-1 8-10-15 5-3-0 3.75 FTT 5x5 = 3x4 - 3x6 = 3x5 - 2x4 II a 7 8 9 10 4x8 - 16 15 14 13 12 11 4x6 - 3x8 - 3x6 = 3x4 = 5x5 = 3x4 = 10-2-12 20-1-0 29-9— 39-6-0 10-2-12 9-10-4 9 v 9-8-8 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ERE'dMbW0QNTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ �i� Ts1 0.96 OEFL(LI) I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better 11 ' . / Bc 0.52 ve.l(rL) hot —di ed galvanized steel. Jl[ / we o.el Herrc18 z. Connector pltes are applied to both faces of truss of each joiht. Where '`a�^ (uelri.) was LL dimensions are not �hpwn, plates are symmetrically placed about joint or as f.. • G4 1j i LOADING TYPE: E5 ;n (1o1) 1/1,11 L/d PLATES GRIP —0.4511—I6 999 ]. —0.9614-16 >488 240 A520 246/195 0.18 11 n/o /o AS18H 246/195 0A5 14—I6 1999 240 Indicated b circles o . 3. � (ling, qn fabrication shall ye occ mplished using equipment producing snug _� Q.>:•, i �� `� CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN fiiling joints and fully embedded pla�es. GO 4. Unlgss otherwise noted, compression top chord to be continuously braced by the — 1 : { — TRUSS roof sheathing. _ )-- : C _ Loa01Nc (psi) SPACING COMPANIES 5• The permanent structural restraint shown is to revent buckling of individual truss TCLL 15.0 Plates Increase 1.00 25 member and is not intended as o bracing plan for the roof structure or as a plan (f1 TCDL 1s.0 Lumber marecr +.zs for the attachment of the roof to the building. BOLL 0.o Bev slres61n9r YES CAUTION: BCDL 10.0 Code FBC2010/17120117 2590 N. Kings Highway Trus es pan be den eroug and Co copse damp a and personal 'n ry if irr�pr ❑erl Fort Pierce, FI. 34951 honed Installed and/or bracetl. tlrocing sh wngon th+s drawing isJUT ERtC�IUN y / x rr L '\� (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication f3gCSl 2008 BUILDING / COMPONENT SAFETY INFORMATION. Gui jLi to good practice for handling installing // \\ gf me(3ol plQte conrlected wood lru)Sses . TPI(�S I99pole� al 7018 North L,ee( S(reel /7 �lC �� \\ Lite 12, Alexondrla VA 22314_Tee hone: 03 66 —1b1 E—moil: 1n o�tpinst�orgQ //r ES S Version: 10.2d ARCE ENGINEERING Standard Pacific E LUMBER BRACING Tc 2 X 4 SP No.2 'Except' T3 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied, except Be 2 X 4 SP SS end verllcols. WB 2 X 4 SP No.3 -Except' W7 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-9-13 oc OTHERS 2 X 4 SP No.3 bracing, T I _ Ply WEBS 1 Row at mldpl 5-14.9-11 REACTIONS (Ib/size) 11-1733/0-4-0.2-1875/0-8-0 Max Harz 2.4J5(LC 4) Max Uplift 11--928(LC 4). 2--1037(LC 4) FORCES (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--4410/2723,3-4--4069/2459,4-5--3985/2480,5-6--3003/2000,6-7--2930/2010,7-8--21B6/1477, B-9--2186/1477 BOT CHORD 2-IB--2920/4083,16-18--2920/4083,15-16--2556/3641,15-19--2556/3641,14-19--2556/3641, 14-20--1933/2711, 13-2D--1933/2711,12-13--19J3/2711,12-21--1109/1528, 11-21.-1109/1528 WEBS 3-16--294/383.5-16--60/501,5-14--938/656,6-14--124/496.7-14--201/351,7-12--943/820, 9-12--662/lle4, 9-f1.-2100/1553 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-25f1; TCDL-6.0pef; BCOL-6.Opsf; Category It; Exp C; enclosed; MWFRS (low-rise) and C-C Interfor(1) zone; lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactia.. specified. 2) Provide odequole drainage to prevent water pending. 3 This lrusa has been designed for a 10.0 pet bottom chord live load nonconcurrenl with any other live leads. 41All plates are AS20 plales unless otherwise indicated. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 925 lb uplift of joint 11 and 1037 to uplift at joint 2. 6) This truss has been designed for a moving concenlroted load of 200.0Ib live located of oil mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard 1-4-0 6-2-13 12-1-14 18-1-0 25-7-10 33-5-12 39-6-0 1-4-0 6-2-13 5-11-2 5-11-2 7-6-10 7-10-2 6-0-4 3.75 FTY 5x8 AS18H - 3x4 - 3x6 - 3x5 - r, 7 8 9 4x6v - 3xB - 3x6 -3x4 - 3x4 = 10-0-6 19-9-2 29-6-1'. 1 39-6-0 10-0-6 9-8-11 9 �9 p�� 9-11-5 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO &R8MI0W0QNTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\ p /i r�' 0.98 1. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better �ti • • • • • • �i ec D.61 hot -dipped galvanized steel. 1� (M lr j'el 2. Conn sparre notfeh wpn,eplates aretsymmetrically at hobout joint as �.' L;, �� indicated by circles �o� J (, �� 1� ! LOADING 3. � (ling qnd fabrics Ion sholl be occ mplished using equipment producing snug _� Q :• w �� 1.11 CRITERIA: At SOUTHERN fitting joints qnd fully embedded plates. 4. Unl ss otherwise noted, compression top chord to be continuously braced by the - =u . h z _ TRUSS f00( sheathing, LOADING (psi) COMPANIES 5. The permanent structural restraint shown is to revent buckling of individual truss - TCLL 20.0 member qnd is not intended qs q bracing pion for the roof structure or as a plan N TCDL 15.0 for the attachment of the roof to the budding. BCLL 0.0 CAUTION: \ SCDL 10.0 2590 N. Kings Highway Trusses co be don erou and o copse ddamp a and personal in r if i r rI Fort Pierce, Fl. 34951 handled Installed and/or sbroced �racing if wngon thisdrey ipg IsW6T E�EPB8 y � •' (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication BCSI 2008 BUILDING F�- COMPONENT SAFETY INFORMATION. Guide to good practice for handlinq Installing \ f metlal plate connected w2oI trusses . TPI I99 ate at 618 North Lee Street�O Q\ \\\ Suite 312, Alexandria VA 220314. Telephone: (03�68 -1b1 t-mail: Info�tpinst.arg // FE S Sj V\ Reed ®11 msnuf®cturs's WARNINGS enclosed with drewln lscke e. // \ 2x4 II 10 1 5x5 = TYPE: E6 ;n 0cc) I/deft DER(( L/d PLATES GRIP )) V.Verl(iL)-0.96t416 >490 narr(1L) 0.IS II n/o 240 n/a AS20 246/195 ASIBH 246/195 Yrnd LL 0.49 14-I6 >951 210 DATE: Feb 2012 Version: 10.2d rP11-2007 MATRIX SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress lncr YES Cade FBC2010/TP12007 100 ARCE ENGINEERING Standard Pacific 6512 QTY. 1' LUMBER BRACING NOTES TC 2 % 4 SP SS -Except- T4 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except 1) Wind: ASGE 7-10; 170mph(3aec gusl)Vosd-132mph; h-2511: TCDL-6.Ops1; BCDL-6.Opsh Category II; Exp C: enclosed; MWFRS (low-rise) BC 2 % 4 SP SS end verticals. and C-C Interior(l) :one; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and W3 2 % 4 SP No.2, W3 2 % 4 SP No.2. W3 2 % 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-10-2 oc for MWFRS for reactions specified. WB 2 x 4 SP No.3 •Except' W3 2 % 4 SP No.2 Orocing. _ 2 Provide adequate drainage to prevent water psl bonding. OTHERS 2 % 4 SP No.3 WEBS 1 Row o! midpl 9-1D, 3-14, 6-14, 6-11, 9-11 33 This truss has been designed for o 10.0 psf bottom chord Irve load nantoncurrenl with any other live loads. 1 -Ply 41All plates ore AS20 plates unless otherwise indicoled. REACTIONS (Ib/siie) 10-1753/0-4-0, 2-1875/0-8-0 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 921 It, uplift at joint 10 and Mox Horx 2-391(LC 4) 10431b s has al joint si M. Uplift 10--921(LC 4). 2--1043(LC 4) 6) This truss has been designed for o moving ent with any load of 200.016 live totaled of all mid panels and of all panel points along the Bottom Chord, nonconcurrenl with any olheP, live Loads. FORCES (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. 2153/1504, 7-8--2153/1504, 8-9--2153/1504, LOAD CASE(S) Standard TOP CHORD 2-3--4491/2686,3-4--3451/2240,4-5--3309/2265, 5-6--3231/2245, 6-7-- 9-f0--1670/1255 BOT CHORD 2-120- �2240/320016-183-28240/32001;1192-2863/4320015-19--2863/4062,14-15--2663/4062. 14-20--2240/3200, WEBS 3-16-0/417,3-14--901/663,5-14--124/553,6-13-0/346,6-11--1266/890.B-11--556/602. 9-11--1755/2518 1.5 1-4-0 8-6-3 1 16-1-0 1 23-11-4 31-7-12 39-6-0 -4-0 8-6-3 7-6-13 7-10-4 7-8-8 7-10-4 3.75 r1G 5x10AS18H = 1.5x4 II 3x8 = 3x6 = 4x6 = c R 7 8 9 4x8 = 16 15 14 13 12 1.1 1U 1.5x4 // 4x8 AS18H = 3x8 = 1.5x4 ii 5x6 WB = 4x8 = 2.5x6 II E: SIMPSON STRO SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 7-2-13 7-2-13 i-TIE SEALING I. Connecic hot—dipp 2. Connecic dimensio indicat ed 3. IY(ling ( king j0 4. ljOlg6S 01 roof sheI 5. The perry member for the a 16-1-0 23-11-4 p3l— —12 39-6-0 8-10-3 7-10-4 7-1- 4— 7-10-4 structural restraint shown is to prevent buckling of Individual truss 0 r !. TCLL 20.0 not intended as o bracing pion for the roof structure or as a plan V TCDL 15.0 lent of the roof to the building. BCOL o.o CAUTION: ` aCOL lo.o gange�oru and cap[I capsge damage onlj perso � l inj�try� E�r1EpClgg�rly / Ji F It and or raced. tlracln sh wn on this tlraW is to the Truss Plate Institute �TPI) publication 'f3CSl 2008 BUILDING // �' •., �� \\� FETY INFORMATION. Guige to good practice for handling installing / onnected wood tr sespes . TPI 7 I9 aled ot• 618 North (,ee-mail: in( Street // �F \O \\ ifactVA ure2s314. W ReI INGiS encllo eddwitEh drawing Package. Is S \\\ TYPE: E7 to (lac) I/den DEFL(( L/d pLgTES GRIP )) 14 Verl(TL)-0.8714-16 1540 360 240 AS20 246/19' Mon(TL) 0.19 10 /a n/a AS18H 246/195 Wxd LL 0.46 14 '981 240 DATE: Feb 2012 TPI1-2007 MATRIX Version: 10.2d SPACING 2-0-G Plates Increase 1.00 Lumber Increase 1.25 Rep Stress lncr YES Code FBC2010/TP12007 ARCE ENGINEERING Standard Pacific E LUMBER BRACING TC 2 x 4 SP No.2 •Except• T1 2 x 4 SP SS, T4 2 x 4 SP SS TOP CHORD Structural wood sheathing directly applied, except E BC 2 x 4 SP SS end verlicals. WB 2 x 4 SP No.3 •Except• W4 2 x 4 SP No.2. W4 2 x 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-10-1 oc OTHERS 2 x 4 SP No.3 bracing. 1 — ply WEBS 1 Row al midpt 9-11 REACTIONS (ID/size) 11-1753/0-4-0, 2-1875/0-8-0 Max Harz 2.347(LC 4) Max Uplift 11--916(LC 4). 2--1049(LC 4) FORCES (lb) — Max. Comp./Mox. Ten. —All tortes 250 (Ib or less exeepl when shown. TOP CHORD 2-3--4433/2822, J-4--4073/2594, 4—--3999/2608,5-6--7758/2592,6-7--J758/2592.7-8--3758/2592. 8-9--2770/1865 BOT CHORD 13120-�2476/347516Z183-�2476/3479112121-2423/3417, 1879151121-2423/3417. 187914-19--2423/3417, 14-20--2476/3475, WEBS 3-16--377/455,5-16--226/649,5-14--219/440,6-14--321/346,8-14--150/394,8-12--1042/904, 9-12--729/1317, 9—I1--2374/1776 12) QTY. 1, NOTES 1) Wind: ASCE 7-10: 170mph(3see gusl)Vosd-132mph: h-2511: TCDL-G.Opsf: BCOL-6.0p54 Category 11; Exp C: enclosed; MWFRS (low—rise) and C—C 11arior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33.�This truss is designed for C—C for members and farces, and for MWFRS for reactions specified. 2) Provide adequate drainage to prevent water pending. 3 This truss has been designed for a 10.0 pal bottom chord live food, nonconcurrenl with any other live loods. 4 Provide mechanical connection (by others) of truss to beorinq plate capable of withstanding 916 lb uplift at joint 11 and 1049 Ib uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.011, Five located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard —1-4-0 7-2-6 14-1-0 19-8-4 1 25-3-7 1-4-0 7-2-6 6-10-10 5-7-4 5-7-3 3.75 FTF 3x4 = 50 = 1.5x4 II 3x6 = .,..� r 7 R 33-9-1 1 139-6-0 8-5-10 5-8-15 3x5 = 2x4 II 9 10 4x8 = 16 15 14 13 12 II 4x6 = 3x8 = 4x6 =3x4 = 5x5 = 3x4 = 19-8-4 9-8-4 29-6-4 39-6-0 9-1S0 �` t 9-11-12 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T eAJ'0 qNr TRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better �\\\ /, we 00:Or hot —dipped galvanized steel. \' .' �c1�= "► wolri.j'e1 2. Connector plates ore applied to both faces of truss al each int. Where `lj;,•'�E " , ty dimensions are no( h wn, plotes are symmetrically placed of out joint or as f• C 43 1� % LOADING indicated by circleso� rnJ 3. (ling and fabrication shall Pe accpmplished using equipment producing snug Q O CRITERIA: AI SOUTHERN 4 Unlyssjotherwise noted compressilonetop chord to be continuously braced by the — w ( _ TRUSS root sheathing. — I" < _ LOADING (psf) 5. The permanent structural restraint shown is to revent buckling of individual truss 0J (� _ TCLL 20.0 COMPANIES member and is not intended as a brocing plan for the roof structure or as a plan rcDL 15.0 for the attachment of the roof to the building, SCLL 00 BCLL 0.0 TYPE: E8 GEFL 1n (roc) I/dell L/d PLATES GRIP Varl((LL))—0.4112-14 >999 560 Verl(TL)—0.9914-15 1474 240 AS20 246/195 Harr((TL)) 0.20 11 /o n/o A518H 246/195 Wind(LL) 0.55 14—I6 "56 240 DATE: Feb 2012 Ile? Version: 10.2d SPACING 2-0-0 Plales Increase 1.00 Lumber Increase 1.25 Rep Stress Incr YES Code FBC20I O/TP12007 2590 N. Kings Highway CAUTION: Q � 1 B B y Trusses pa be don emus and cap cause damn a and arsenal in ry f irreCr ❑e�I fis Q`,•' v ` FottPierce,Fl.34951 handled installed and/or braced. cog sh wn9on thisporawlpg is'NO�ERtC�IUN y FL (772)4G4-41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication F1CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for hondlinq inslollinq Qf metlal plate connected wood lr ssses . TPI (s Ip ote�l of �18 North eel Street / // �F Suite 312, Alexandria VA 22314. luelephone: (TOJ�68 —td1 E—mail: In o�(p nsl.arg // 5 5 \\ Read all manufacture's WARNINGS enclosed with drawtng packeige. ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 2-9-9 BC 2 X 4 SP SS oc purlins, except end verlicals. WB 2 X 4 SP No.3 -Except- W4 2 X 4 SP No.2, W4 2 X 4 SP No.2 SOT CHORD Rigid ceiling directly applied or 3-9-12 oc OTHERS 2 X 4 SP No.3 bracing. 1 - Ply WEBS 1 Row al midpt 9-10. 8-10 REACTIONS (Ib/size) 10-1753/0-4-0, 2-1875/0-8-0 Max Harz 2-303(LC 4) Mox uplift 10•-91 l(LC 4). 2--1054(LC 4) FORCES (Ib) - Max. Comp./Mow. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2-3--4404/2845.3-4--4103/2660.4-5--4355/3011,5-6--4355/3012,6-7--4355/3012, 7-8--3295/2215 BOT CHORD 2-17--2884/4076, 15-17--2884/4076, 14-15--2578/3661. 14-18--2578/3661, 13-18--2578/3661, 13-19--2892/4059, 12-19--2892/4059,11-12--2892/4059,11-20--1681/2307, 10-20--1681/2307 WEBS 3-15•-252/383.4-15--101/496.4-13--503/805,5-13--413/445,7-13--143/403.7-11•-1052/932, 8-11--735/1359, 8-10•-2685/2004 I 1.5 I 0 l I 0 QTY. 1 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-25f1; TCOL-6.Opsf; BCDL-6.Op5f; Category 11; Exp C; enclosed; MWFRS (low-rise) 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 for MWFRS for reactions specified. 2 Provide adequate drainage to prevent water ponding. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 911 lb uplift at joint 10 and 1054 It, uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.011, live located at oil mid panels and at oil panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard . 1-4-0 6-4-4 12-1-0 1 18-10-6 1 24-10-12 33-3-14 -4-0 6-4-4 5-8-12 6-9-6 6-0-6 8-5-2 3x4 = 5x8 = 1.5x4 II 4x6 = 3.75 4 5 6 7 39-6-0 6-2-2 3x6 2x4 II 8 9 4x8 = 15 14 13 12 11 10 3x4 = 4x6 = 3x8 = 3x4 = 5x5 = 5x6 WB = 9-8-0 18-10-6 29-1-5 39-6-0 9-8-0 9-2-6 10-2-� �� 10-4-11 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T efgg0 TRACTOR TYPE: E9 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ _ / /� CS1 III Dac) I/dell L/d PLATES GRIP I. Connector plates are fabricated from 20 gouge ASTM A653 653M Grade A or better p 9 9 / hot -dipped galvanized steel. joint. • • • • ' r, I^ J� Tc o.90 BC 0.61 we o.e3 verl(LLI-0.4611-13 >999 36C ve.IfTL) -1.11 11-13 >421 240 Narr((n o.22 o a/e /e si8H 246/195 2. Connector plates ore applied to both faces of truss at each Where d� ,•��\ i (Nellie) wed(LL3 0.60 13 >777 24o LOADING DATE: Feb 2012 Version: 10.2d dimensions are not shpwn, plates ore symmetrically placed about joint or as indicated by circles lot. 3• CC fling tabri otlon shall ye accpmplished using equipment snug J•. % Cf 5 Q, '` �O CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN qnd producing filing joints andcfully embedded plates. yji w ; ^ / y� _ L TRUSS 4. Unles otherwise noted, compression top chord to be continuously braced by the _ Too t sheathing. : �S LOADING (psf) SPACING 2-0-0 COMPANIES 5. The ermanent structural restraint shown is to prevent bucklingof individual truss ^ member and is not intended as a bracing plan fr the roof struture or as a plan N / - V - TCLL 20.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.25 for the attachment of the roof to the budding. I Acopse0do V BOLL 0.0 Rev St ess Inar YES BCDL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trusses pan be gongerous and co age and peersonal In r9 (i[npr Welly hen led installe and/or braced. cog shown on this drowili Is V E1�LC�IPJN e-� . (772)464 4IGO Fax:(772)318-OOIS BRACING. Refer to the Truss Plate Institute (TPI) publication f3CSl 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handlinginstalling 4f mettal plate connected wood tf Sses TPI l Ig ated at- 21g North e2 Street FL y i, l? / \\ // OF Q \ . Suite 312, Alexandria VA 22314. �elephone: ( 03-683-Id10 E-mail: into0tpinst.org E S S ��\ 11 R®ad all manufacture's WARNINGS enclosed with drawing package ARCE ENGINEERING Standard Pacific 6512 QTY. 1 • LUMBER BRACING E TC 2 X 4 SP No.2 -Except- T3 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 2-2-3 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-25n; TCOL-6.Opsf; BCDLw6.Opsf; Category if: Exp C; enclosed; MWFRS (low-rise) C-C Interior(1) Lumber DOL-1.33 plate grip DOL•1.33. This truss is designed for C-C for members and forces, and F2 2 X 6 SP No.2, F3 2 X 5 SP No.2, F3 2 X 6 SP No.2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-0 oc bracing, and zone; for MWFR5 for reactions specified. SC 2 X 4 SP No.2 •Except• F2 2 % 6 SP No.2 WB 2 X 4 SP No.3 •Except• W10 2 X 4 SP No.2 WEBS 1 Row at midist 10-16, 7-16 2) Provide adequate drainage to prevent water pending. 3 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loods. OTHERS 2 % 4 SP No.3 4 Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 100 lb uplift of joinl(s) except 1 -Ply REACTIONS (Ib/size) 13.299/0-8-0. 2.854/0-8-0. 16-2745/0-4-0 13-190, been de3i 16-1429. 5) This truss has bean designed for o moving concentrated of 200.0Ib live totaled of all mid panels and of all panel This truss Max Harz 2-262(LC 6) _ Max Uplift 13--190(LC 5), 2--526(LC 4). 16--1429(LC 4) then points along the Bottom Chord, nonconcurrenl with any ether live loads. Max Orov 13-363(LC 24). 21x854(LC 1). 16-2745(LC 1) LOAD CASE(5) Standard _ FORCES (lb) - Mox. Comp./Max. Ten. - NI forces 250 (lb) or less excapl'when shown. TOP CHORD 2-3--1500/739. 3-4--3302/1980. 4-5--3294/2076, 5-6--754/510. 6-7--318/208, 7-8--1712/2511. 8-9--1712/2511. ' 9-10--1712/2511. 10-11--294/338 SOT CHORD 2-2B--873/1332.20-28--873/1332,20-29--875/1375,19-29--865/1382,19-30--963/1252.18-30--962/1232, 18-31--207/357, . 17-31--212/340, 17-32--942/545. 16-32--942/544. 16-33--1052/607, 15-33--1052/607. 14-15--1052/607 WEBS 0. j450/946,11866, 19-141-9659/6322054, 511813-8223/33670/550. g17.9937/1406.811. 17-16--1978/734. 1473,4 19 /-172/257 10Z116-51828/1386.10-14.50/368, 2-8-0 -1-4-0 i 0-2-8 15-8-0 20-2-14 24-8-0 1 29-1-15 37-10-5 42-6-0 1-4-0 7-6-8 5-5-8 4-6-14 4-5-2 4-5-15 8-8-6 4-7-11 2-8-0 1.5x4 II 3.75 12 6x6 = 3x4 = 4x5 = 3x6 = 3x4 = 3x4 = 2x4 II a -7 A Cl 10 11 12 3x5 = 20 8xl2 = 5x7 zz: 17 16 15 14 1.5 5x6 2x4 11 5x8 - 3x6 = 3x4 = 3x5 E00 FfT 5x9 = 2x4 II 2x4 II 2x4 II 2-8-04-8- 13-8-0 5-8- 24-8-0 3 -6- 42-6-0 2-8-02-0-0 9-0-0 2-0-0 9-0-0 �8 1 �� 8-11-14 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TWOQNTRACTOR TYPE: E10 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\ P ' � / cs oEn e 04- v4,n L/d360 PLATES GRIP �j TC O.e9 Verl LL) -0.3a �.-IB "1e 36a I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better • • • • • • i ec o.e9 verlilL�-0.9016-16 >323 240 A120 246/195 hot -dipped galvanized steel. ••'�r�r 31C i �MBalri,j'eo W�aiiLi o:451e--19 >4i9 24o AS 16H N6/195 2. Connector plates are applied to both faces of truss of each joint. Where �� • : E �� i dimensions are not h wn, plates are symmetrically placed about joint or as �, {(- y� LOADING DATE: Feb 2012 indicated b circles o� C' in. Version: 10.2d 3. � tlin ,an YYfobricalloi shall bbe act m lished using equipment roducin snug _ 4G% CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN fiYt Ing9oln 5 and fully mbedded plo�es 9producing 9 I 4. Unl ss otherwise note compression top chord to be continuously braced by the - w : h TRUSS rooe( sheathing. _ )-- C = LonolNc (pef) SPACING COMPANIES 5• The permanent structural restraint shown is to pprevent buckling of individual truss I _ TCLL 20.0 Plolee Increase 1.00 member and Is not Intended os a bracing plan I'or the roof structure or os a plan U! TCDL 1s.o Lumber Increase 1.25 for the attachment of the roof to the building. BCDL 0.00 Rep Stress Incr OC2 rEs CAUTION: ecDL 10.0 cane FBC2010/TP12007 2590 N. Kings Highway Trus es can be dangerous and Cop coise dome a and p rsonol in r if i�11p �Q rl Fort Pierce, Fl. 34951 handsled mslolled on71/or braced. drocing sh wngon this �rowipyy IsJ(�T EHtLI11UJ y ' BRACING. Refer to the Truss Plate Institute �TPI) publication tICSI 2008 BUILDING F1- (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice far handling Installing // ♦ Z gf metal plate connected wood lr �ses . TPI(�S I gated at- 618 North Leal Street g //// 0FES S \� \�\`\ idle 12, Alexandria VA 22314. tie ephone: 0� 6 -101 E-mail: In o@tpinst.org Reed ell manufacture'. WARNINGS enclo.ed with drawln ecket e. / ARCE ENGINEERING Standard Pacific 6512 QTY. 1, LUMBER BRACING TC 2 X 4 SP No.2;Except; T1 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 2-2-0 NOTES 1) Unbalanced roof live loads have been considered for this dosign. 2 Wind: ASCE 7-10; 170mph(3sec gusl)Vasd-132mph; h-25ft: TCDL-6.Op5f; BCDL-6.Opsf; Category I% Exp C; enclosed; MWFRS (tow -rise) B2 2 X 4 SP SS. B2 2 X 4 SP SS, F2 2 X 6 SP No.2 oc purlins, except end verticals. BC 2 X 4 SP No.2 F3 2 X 6 SP No.2, F2 2 X 6 SP No.2, F2 2 X 6 SP No.2 SOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. and C-C Interior(l) zone; Lumber 00L-1.33 D1ole grip DOL-1.33. This Truss is designed for C-C for members and tortes, and :Except- WS 2 X 4 SP No.3 •Except• W7 2 X 4 SP No.2, W7 2 X 4 SP No.2. W7 2 X 4 SP N0.2WESS 1 Row at midpl 7-I6, 9-16 for MWFRS for reactions specified. 3 Provide adequate drainage to prevent water pond(ng. OTHERS 2 X 4 SP No.3 4 This lruss has been designed for a 10.0 psf bottom chord live load noncancurrenl with any other live loads. 1 - ply REAC71ONS (lb/site) 13.397/0-8-0, 2.926/0-8-0. 16.2576/0-4-0 5 All plates are A520 plates unless otherwise indicated. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift of joint(s) except Max Harz 2-218(LC 4) Mox Uplift 13--223(LC 5), 2--573(LC 4). 16--1325(LC 4) (jl-lb) 13.223, 2.573. I6-1325. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and of oil panel Max Grov 13-4JB(LC 11), 2-926(LC 1), 16-2576(LC 1) points along the Boltam Chord• nonconcurrent with any other live loads. FORCES (lb) - Mow. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--1691/909.3-4--3655/2178,4-5--3587/2197,5-6--1515/1001,6-7--766/564.7-8--1649/2413. 8-9--1649/2413. LOAD CASE(S) Standard 9-10--292/157. 10-11--292/157 SOT CHORD 2-28--981/1513,20-28--981/1513,20-29--991/1560,19-29--982/1577,19-30--1565/2073. 18-30--1565/2073, 18-31--583/809,17-31--589/801. 17-32--652/355, 16-32--662/355. 16-33--583/299. 15-33--5B3/299. 14-15--583/299, 14-34.-338/436. 13-34--338/436 WEBS 191 1253/2D98,9-16--604311507g9184=586/593,6-18--627/1059,6-17--1130/896, 7-17--1075/1658, 3-?6--2066/1527 2 / 329/758,11-14--483/50B, ll-13--38B/351 2-8-0 1-4-0 8-2-8 15-8-0 20-2-14 1 24-8-0 30-3-1 1-4-0 5-6-8 7-5-8 4-6-14 4-5-2 5-7-1 2-8-0 5x10 AS18H - 3.75 12 3x4 = 5x6 - 1.5x4 II 36-9-3 6-6-3 3x6 = 4x5 - 5x6v 600 12 2x4 II 5x8 - 3x6 - 3x4 = 5x9 12��T0 9-0-0 1 OZATgI 1"X 42-6-0 5-8-13 3x4 - 2x4 II 0 I' 0 3 3x5 - 2-8-0 4-8-8-2-8 1 13-8-0 5-8- 24-8-0 3 -6- 42-6'0. 2-8-02-0-0" 3-6-8 5-5-8 2-0-0 9-0-0 8 1 ��( 8-11-114 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO gRt II TRACTOR TYPE: E11 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ p [� / csl DEFL 1° (1e°) I/°°" L/° PLATES GRIP • \ P ` , C �� TC 0.98 Verl LL) -0.J5 14-18 >612 ]60 I. Connector places are fabricated from 20 gauge ASTM A653/653M Grade A or better V" , . • • • ec o.96 verl�TL) -0.6] Ifi-19 »s2 xaa Aszo 246/195 hot -dipped galvanized steel. 3lC i we o:77 Harr(T. 0.17 18 is /e ASI8H 246/195 2. Connector plates are applied to bath faces of truss at each joint. Where St- w°d LL o.39 1e-19 >isfi iro dlmenslons are not h wn, plates are symmetrically laced about joint or as G� P Nn Y P J DATE: Feb 2012 indicated by circles �o� J" ' C: �J 1� ! LOADING 3. ry�{1(tin , gnd fabrication shall be acc mplished using equipment producing snug Q,' .' •�. �j� �.1 CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN TI Ing9oints and fully embedded plaes. r 4. UnlQss otherwise noted, compression top chord to be continuously braced by the - LLI : � = TRUSS f00r Sheathing. _ } �< - LOADING (Psi) SPACING 2-0-0 COMPANIES 5• The permanent structural restraint shown is to revent buckling of individual truss = rcLL z0.o Proles Increase 1.aa member and Is not in Ed os o bracing plan (or the root structure or os o plan U) TCOL I"') Lurr ermareaee 1as for the attachment of the root to the building. BOLL 0.0 Rep Stress Incr YES CAUTION: BCOL 10.0 code FSC2010/TP12007 2590 N. Icings Highway Trus es Can be dongerous and gL1 copse ddomage an rj personol injUr�yy (iiirr]]pp77 an rly Fort Pierce, FI.34951 handed Installed and/or braced, tlracing sh wn on this drowipgg is NUT' Etta �UJ N (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication fiCSl 2008 BUILDING COMPONENT SAFETY INFORMATION. Guir a to good practice for handlinIt installing Sf metal plate connected w od trusses . TPI(I�S 1 )toted of �1@North L,ee Street 0 \\ Suite 12, Alexandria VA 220314. Telephone: 03 68 -1d1 t-mml: 1n1o�(pins(.org // FE S 5 \\ Reed all manufacture's WARNINGS enclosed with drewln package. // \ ARCE ENGINEERING Standard Pacific 6512 QTY. 11 LUMBER BRACING TC 2 X 4 SP No.2 •Except• TJ 2 X 4 SP SS, T4 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 2-1-6 NOTES 1) Unbolanced roof live loads have been considered for this design. 2 Wind: ASCE 7-10; I70mph(3sec gust)Vasd-132mph; h-251t; TCDL•6.0psf; BCOL-6.0psl; Category I1; Exp C: enclosed; MWFRS (low-rise); 93 2 X 4 SP S5. F2 2 X 6 SP N0.2, F3 2 X 6 SP No.2 oc purans, except and verticals. BC 2 X 4 SP No.2 -Except- F2 2 X 6 SP No.2, F2 2 X 6 SP No.2 SOT CHORD Rigid ceiling directly applied or 3-7-0 oc bracing. Lumber OOL-1.33 plate grip DOL-1.33, WB 2 X 4 SP No.J -Except- W2 2 X 4 SP No.2. Wit2 X 4 SP No.2. W11 2 X 4 SP NWEBS 1 Row at midpt 10-22. 13-22 3 Provide adequate drainage to prevent water panding. 4 This truss has been designed for a 10.0 Psi bottom chord live load nonconcurrent with any other live locos. 07HERS 2 X 4 SP No.3 1 _Ply 5 All plates are AS20 plates unless otherwise indicated. REACTIONS (lb/size) 17-930/0-8-0. 2.1075/0-B-0. 22-5135/0-6-1 (input: 0-4-0) 6 WARNING: Required bearing size of joint(s) 22 greater than input bearing size. 7 Provide (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except Mow Horz 2-198(LC 5) Mow UPlilt 17.-663(LC 6). 2--591(LC 3). 22--2885(LC 4) mechanical connection (11-1b) 17-663, 2.591. 22.2885. 8) This truss has been designed for a moving concentrated food of 200,Olb live located at all mid panels and of all panel Max Crov 17.976(LC 10). 2-1075(LC 1), 12-S1J5(LC 1) points along the Bottom Chord, nonconcurrent with any other live loads. FORCES (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2-3--2071/820. 3-4--4435/1921. 4-5.-4362/1934, 5-6•-2556/1176, 6-7--2550/1167. 7-8--3910/1893. 8-9--1296/653, LOAD CASE(S) Standard 9-37.-1296/653. 10-37--1295/653,10-38--2964/5656,11-38--2964/5656,11-12--2974/5668, 12-39--2974/5668, 1 Re afar: Lumber Increase.1.25, Plate Increase-1.00 ) 9 , Uniform Loods(pit) 13-39--2974/5668.13-40--513/448. 40-41--513/448.14-41--513/448,14-42--513/446,42-43--513/448, 15-43--513/448. 20. 24-25--2a, 17-24.- Vert: 1-6--70,6-7--70,7-I6--70.2-28--20. 27-28--20. 25-27-- 20 16-17--400 394 BOT CHORD 2-46--845/1853. 28-46--845/1853, 28-47--857/1894, 27-47--849/1904, 27-48--1524/3358. 26-48--1524/3358. Concentrated Loods (Ib) Vert: 12--117(F) 16•-157(F) 17--58(F) 20--38(F) 23-; 1293(F) 11--117(F) 37--117(F) 38--117(F) 39.-117(F) 40--117 F 26-49--2069/4212. 25-49--2069/4212, 25-50--1034/2023, 24-50.-1044/2014, 24-51.-977/1882, 23-51--977/1881, 43- 44--117((F) 45--117(F) 52•-3B(F) 54.-38(F) 55--38(F) 56•-JB(F) 58--38(F) 60•-38 F 23-52--1804/847. 52-53--1BO4/847. 53-54--1804/847. 54-55--1804/847. 22-55--1804/847. 22-56--1915/764, 61--38(F) 3--117(F) 38(F)) 61--38(F) 63--38(F)64--38(F) 65--JB(F) . 56-57--1915/764, 57-58--1915 764, 21-58--1915/764.20-21--1915/764.20-59--1915/764. 59-60--1915/764, 19-60--1915/764,19-61--708/989. 61-62•-708/989, 62-63--708/989. 18-63--708/989, 18-64--708/989, 64-65--7D8/989, 17-65--708/989 WEBS 3-28--700/382,3-27--1104/2435,5-27.-474/1063,5-25--1003/564,6-26--517/1233,7-26--1926/1059, 7-25--376/221, /2521, 114619--15 9/489.24. 115619--17 3/310 �15318 83-22--414J/24392360, 813421 0/33B.713-119-- 311/2395.446. 0/358. 15-1170-Z992% 24 2-8-0 21-4-10 —1-4-0 6-2-8 9-2-0,1� 2 1-8, 15-8-0 ,18-4-124-8-0, 29-3-11 33-7-14 1 38-0-1 , 42-6-0 J 1-4-0 3-6-8 2-11-8 2-11-8 3-6-8 2-8-122-11-14 3-3-6 4-7-11 4-4-3 4-4-3 4-5-15 2-8-0 3.75 F 11 5x5 = 1.5x4 II 1.5x4 II 4x12 = 4x4 6 5x5 = 3x10 = 5x10 AS18H = 4x10 AS18H = 1.5x4 II 3x8 = 2x5 II 3x5 = 28 8x9 3x8 = 5x7 ::- 24 23 22 21 20 19 18, 17 5x6 �00 12 2x4 7x8 = 1Ox16 = 5x6 3x6 = 4x9 = 1.5x4 II 3x4 = 2x4 II 1.5x4 II 1 3-8-0 1rQTQ, 9-0-0 1 f C1�Td1 —'�- 1-- 1 2-8-0,4-8-Q 9-2-0 'TT 2-8-02-0-0 4-6-0 18-4-12 13-8-0 5-8- 24-8-0 29-3-1 33-7-14 4-6-0 2-0-02-8-12 6-3-4 4-�1 b- 3 38-0-1 42-6-0 4-4-3 14-5-15 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T iik TRACTOR TYPE: E12G SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: es, 0`FL is Pee) I/doR Lyd PLATES GRIP TC 0.94 VerI(LL—0.2825-26 1999 360 I. Connector plates ore fabricated from 20 gouge.ASTM A653/653M Grade A or better �� • • •' • • �i ec o.ae verl(TL�-o.eo2s-2s >3se 240 / hot-dippetl galvanized steel. )(L � wa 0.91 Herr(TL; 0.25 22 /e /e ns?aH 246/195 2. Connector plates are applied to both faces of truss at each joint. Where �� (Melri.) rxaLL o..62s-26 >"sal i4o dimensions ore not h wn, plates ore symmetrically placed about joint or as 4• DATE: Feb 2012 Ciindicated byy circlestto� bb `r'F�4J L� LOADING SOUTHERN 3. Rttitinggjoln sfq d fully shalllembeed cc7 splished using equipment producing snug _Z Q ; �� l� CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d 4. Unless otherwise noted, compression top chord to be continuously braced by the - w TRUSS roo: - sheathing. = F — < - LOADING of SPACING 2-0-0 5. The perman nt structural restraint shown is to prevent buckling of individual truss - TCLL 20.0 Plaleslncrease 1.00 COMPANIES member on cis not intended as a bracing plan for the roof structure or as o plan U 1 - TCUL 5.0 Rep ssIncss 1. O for the attachment of the roof to the building. BCLL 0.0 Rod Stress NO CAUTION: ecDL o.o caws FBC2010/TP12007 2590 N. Kings Highway Trusses pan be don erou and o cause damage and p rsonal in' r f i��rr�1ppr rl V Fort Pierce, Fl. 34951 handled Installed and/ar �irace� �rocing sh wn on this derowil9 Is�l(�1' EIATH8 J y (772)464-4160 Fax:(772)318-00(5 BRACING. Refer to the Truss Plate Institute �TPI) publication fiC51 2008 BUILDING F�- COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing Qf me(3al plate connected wood trg sex . TPI�I� I9�o� of �1f3 North L,eel Sleet 9 /// �S 5,Q Suite 12, Alexandria VA 22314. fe,ephone: OJ 6 -1b1 E-moll: In o@tpinst.org Read all manufacture's WARNINGS enclosed with drawingpackage. // \\ ARCE ENGINEERING Standard Pacific LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 TC 2 X 4 SP No.2 oc purlins. BC 2 X 4 SP No.2 OTHERS 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1 - Ply REACTIONS (lb/size) 3wl87/Mechanical, 2w395/0-8-0. 4.50/Mechanical bracing. Max Harz 2.173(LC 4) Max Uplift 3--172(LC 4), 2--295(LC 4) Max Grov 3-187(LC 1), 2-395(LC 1). 4-116(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. —1-4-0 1-4-0 PLATE: SIMPSON STRONG -TIE SEALING I. Connecto hot—dipp, 2. Connecto dimensjor indicated SOUTHERN 3. FVttin901 TRUSS 4. unl�6s at roo Shea COMPANIES 5• The perm member for the o 2590 N. Kings Highway Trusses 4 Fort Pierce, Ft.34951 handledI BRA (772)464-4160 Fax:(772)318-0015 ONE 2x4 = I I QTY. 15, NOTES 1) Wind: ASCE 7-10; 170mph(35ec gusl)Vosd-132mph; h-2511; TCDL-6.OPsf; BCDL-6.Opef; Category II; Exp C; enclosed; MwFRS (low-rise) OT 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 for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3 Refer to g;rder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 3 and 295 Ib uplift of joint 2. LOAD CASES) Standard 6-2-8 6-2-8 6-2-8 6-2-8 3 FURNISH A COPY OF THIS TRUSS DESIGN T i3RE TON o TRACTUR RUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\\ � ec of s ore fabricated from 20 gauge ASTM A653/653M Grade A or better .\ i we 0.00 formed steel. \ .' \4 Te (umr.1 s are applied to both faces of truss at each 'oint. Where �fj ,•'�%•.' t � not shpwn, plates are symmetrically placed a{�out joint or as ` f•. ,;CI �G3 y� LOADING :les 1o1. rica�lon shall be accomplished using equipment producing snug Q. �O �_ CRITERIA: ANSI, e noted comprressionetop chord to be continuously braced by the 1� LOADING (pet) structural restraint shown is to prevent buckling of individual truss N = TOLL 20.0 not, intended a$ a brocing pion fr the roof structure or as a plan TCOL 15.0 tent of the root to the building. BCLL 0.0 CAUTION: \ BCDL ,o.o den erou5 and o❑ cause damage and eers000l in ryy if irrcl71ppr R fly Q�,•' d and/or brace tlracing sh wngon thispdrowip is' OT EIRTH8�J to the Truss Plate Institute �TPI) publication f3gCSl 2008 BUILDING i •... ... FETY INFORMATION. Guide to good practice for hondlin installing :onnected wood lr ises . TPI I aced at �18 North Zee( Street /�// �F ,O� \\\\ mdna VA 22314. >pe ephone_( 0�f68 _ 1d1 E` oQtp�nst�org� /// i E S 5 TYPE: J62E DEFL m (lacl I/dea 1/e PLATES GRIP vanlLl—0.07 2-4 >999 VerITL J —0.17 2-4 >408 Hon(78 —0.00 3 n/o 360 240 /a 240 AS20 246/195 ASIBH 246/195 wmd((LL) 0.00 2 •• DATE: Feb 2012 TPI1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress lncr YES Code rBc201 D/TP12007 25 ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 BC 2 X 4 SP No.2 WB 2 X 4 SP No.3 BOT CHORD oc purlins, except end verticals. Rigid ceiling directly applied or 6-9-1 oc brocing. OTHERS 2 X 4 SP No.3 1 - Ply REACTIONS (lb/size) 5w449/a-8-0, 2.585/0-8-0 Max Harz 2-373(LC 4) Max Uplift 5--433(LC 4). 2--505(LC 4) Mox Or- 5-451(LC 14). 2-585(LC 1) FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--788/496 BOT 35 63--690/742683, 6-9--738/683, 5-9--738/683 WEBSHORD 3-6-0/307 512) QTY. 5e NOTES 1) Wind: ASCE 7-10; 170mph(35ec glz3l)V03d-132mph; 11-2511;170L'-6.Opsh BCOL-6.Opsf; Colegory It. Exp C; partially; MWFRS (low-rise) and C-C Inlerior(1) zone; Lumber OOL-1.33 plate grip DOL-1.33. This truss ;s designed for C-C for members and forces, and for MWFRS for reocl;ons speciRed. 2) This Truss has been designed for o 10.0 pet bottom chord live Iood'nonconcurrent with any other live toads. J Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 Ito uplill at joint 5 and 505 lb uplift of joint 2. 4)- This truss has been designed tar a moving concentrated load of 200.0111, live located at oil mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any olher live loads. LOAD CASE(S) Standard —1-4-0 5-6-10 10-8-0 1-4-0 5-6-10 5-1-6 2x5 II 4 3x4 = 1x4 11 3x4 5-6-10 T. 10-870 5-6-10�6 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T eA Y I O TRACTOR TYPE: MT1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ \�1 / cs1 orn o991 I/den L/d PLATES GRIP / 7C 0.69 Verl(LL) —O.OB 2-6 'fl 360 I. Connector plates are fabricated From 20 gauge ASTM A653/653M Grade A or better \\ ""'' Be o.53 verl(7L) -o.la z-5 >9el 240 Aszo 246/195 hot —dipped galvanized steel. ,•' Sr i< i we o.38 wa�r((n)) o.ox 5 999 e/9 ASIeH 216/195 PP g (Nalrle) a(LL) 0.05 7-6 >999 740 2. Connector plates are applied to both faces of Truss of each joint. Where �(j',••,4� (�� dimensions ore not h wn, plates ore symmetrically placed about joint or as ;/•. , C h 1� LOADING DATE: Feb 2012 indicated by circles to� r nJ 3. � (tin , qnd fobrica Ion shall be accomplished using equipment producing snug Q, `' 1� CRITERIA: ANSI TPI 1-2007(MATRIX)Version: 10.2d SOUTHERN fMing9oints and fully embedded plates. = LLI 4. Unless otherwise noted, compression lop chord to be continuously braced by the ( — TRUSS roof sheathing. — { — LOADING (pet) SPACING COMPANIES 5• The permanent structural restraint shown is to prevent buckling of individual truss ^ (n ; (G rcLL zo.o Plalee lncreo6e I.00 25 member and is not intended as o bracing pion for the roof structure or as a plan 7cDL l0 Rep Sir Inareoee I.zs for the attachment of the roof to the building. Scot 0.o Rep stress BCC 007 CAUTION: \ eeDL +o.o Code FBC2010/iP12007 2590 N. Kings Highway Trusses pa be don erou and oLl copse domo a and personal in r f i�7pr rl •' Fort Pierce, Fl. 34951 handled Ins�olled o nd/or sbrace� tiracing sh wngon this drowing isw& EfttR16 y F y (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication f3CSl 2008 BUILDING i/ ' • . , \`7 \\ COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing / f mettal late connected wood tr gses . TPI I I oted a(; p18 North Le Street / 0 \\ Suite 312PAlexondrla VA 22314. >pe1sehone: (7O3f 6B3-1010 E—moil: in Alp /// FE S \\\ Reed all manufacture's WARNINGS enclosed with drawln acka e. / 1 \ ARCE ENGINEERING Standard Pacific 6512 LUMBER BRACING NOTES TC 2 % 4 SP Na.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 I) Unbalanced roof live loads hove been considered for this design. BC 2 X 4 SP No.2 oc purlins. except end veilicols. 2 Wind: ASCE 7010; 170mph(3see gust)Vosd-132mph; h-2511: TCDL-6.Opsf; SCOL-6.0ps1; Category II; Exp C: partially; MWFRS (low—rise) WB 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-7 oe bracing, fodMW RSnler reactions specified. DOL-1.33 plate grip DOL-L33. This truss is designed for C—C for mom are and farces, and OTHERS 2 X 4 SP No.3 3) Provide adequate drainage to prevent wale' ponding. 1 — Ply 4 This truss has been designed for a 10.0 pet bottom chord live load nonconcurrenl with any other live loads. REACTIONS (lb/size) 6-449/0-8-0. 2-505/0-8-0 5 Provide mechanical connection (by others) of truss to bearing plate capable of wilhelending 100 lb uplift at joint(s) except Mox Harz 2-326(LC 4) ()t-lb) 6-418. 2-520. M. Uplift 6--418(LC 4), 2--520(LC 4) 6) This Iruss has been designed for a moving concentrated load of 200.01b live located at ell mid panels and at all panel Max Grav 6-451(LC 16). 2-585(LC 1) points along the Bottom Chord, nonconcurrenl with any other live toads. FORCES (lb) — Max. Comp./Max. Ten. — All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--784/542 WBOT EDS CHORD 2-7-0/3086396--677/788/679. 7-10--728/679. 6-10--728/679 -1-4-0 5-6-10 9-0-0 10-8-0 1-4-0 5-6-10 3-5-6 1-8-0 5-6-10 10-8-0 5-6-10 i6 3� _ PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DE: SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)3 18-00 15 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA I, Connector flutes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped gqolvanized steel. 2. Connector plates ore applied to both faces of truss a( each •oint. Where dimensions are not h wn, plates are symmetrically placed about joint or as indicated by circles s(a 3. � Ming qnd fabricotion shall be acc mplished using equipment producing snug fI ting joints and fully embedded pla�es. 4. Unl ss otherwise noted, compression top chord to be continuously braced by the roof sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended a a bracing plan for the roof structure or as a plan for the attachment of the roo to the building. CAUTION: Trusses can be donaerous and cots cause damage and personal inj ry ifriiVpRgly /,°FES51U �' 3x4 = 2x5 II 4 5 TYPE: HH9E esl DrFL is (lee) 2-7 I/den >999 L/d 360 PLATES GRIP TC 0.7J BC 0.5J we 0.37 Verl((LLjj —O.Oe Verl(TL) —0.1J 2-7 Hore(7L) —012 6 >956 n/o 240 n/o A520 246/195 AS BH 246/195 (Matrix) Wnd(LL) 0.05 2-7 >999 210 LOADING DATE: Feb 2012 10.2d LOADING (psi) SPACING 2-0-0 TCLL 20.11 Ploles Increase .1.00 TCDL 15.0 Lumber Increase 1.25 BCLL o.0 Rep Stress lncr YES SCOL lo.o Cade FBC2010/TP12007 ARCE ENGINEERING Standard Pacific 6512 QTY. 1 LUMBER BRACING TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-25f1: TCOL-6.Opsh, BCOL-6.Opsf; Category if; Exp C; partially; MWFRS (low-rise) SC 2 x 4 SP No.2 oc purlins• except and verticals. 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 WB 2 x 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. for MWFRS for reactions specified. OTHERS 2 x 4 SP No.3 2) Provide adequate drainage to prevent water panding. })) This truss has been designed for a 10.0 psi bottom chord five load nonconcurrenl with any other live foods. I - ply REACTIONS (lb/s;ze) 5-449/0-8-0, 2-555/0-8-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift of jo;nl(s) except Mox Harz 2-263(LC 4) M. Uplift 5--402(LC 4). 2--537(LC 4) (jl-lb) 5.402, 2-537. 5) This truss has been designed for a moving concentrated load of 200.01b live located at oil mid panels and al oil panel Max Orov 5-451(LC 14), 2-585(LC 1) points along the Bottom Chord, nonconcurrent with any other live foods. FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--668/507, 3-4--545/569, 4-5--444/497 BOT CHORD 2-8--597/559, 6-8--597/559 WEBS 3-6--236/449. 4-6--694/670 -1-4-0 1-4-0 v m CN 7-0-0 7-0-0 10-8-0 3-8-0 4x8 - 3x4 - 4 3x5 = 3x4 - 7-0-0 10-8-0 7-0-0. �� 3-8-0 1.5x4 11 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TQ,9R9016W0QNTRACTOR TYPE: HH7E SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� (� f4 /� esI DEFL m pee) Veen L/e PLATES GRIP TC 0.90 VeA(LL -0.15 2-6 >B]J 360 t. Connector ptales are fabricated from 20 gauge ASTM A653/653M Grade A or better �ti �i Be 0.65 vert(TL -0.27 2-6 >.ss 24o AS20 246/195 hot -dipped palvonlzed steel. �fC we o.26 Her:(rL) o.ol s /e e/e ASIBH 246/195 2. Connector plates are applied to both laces of truss at each joint. Where ��= foal••) wea(LL) o.lo x-e >9s9 2+0 dimensions are not h wn, plates are symmetrically placed about joint or as !i• DATE: Feb 2012 iCCndicated by circlestof0 `�" C: �� 5� LOADING SOUTHERN } fi�ting�j qIn stand fully embedded platesPlished using equipment producing snug Q ; �7 l� CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d 4. Unless otherwise noted, compression top chord to be continuously braced by.the - TRUSS roo f` sheathing. _ } �C - LoaOwc (Dsl) SPACING 2-0-0 5. The permanent structural restraint shown is to -prevent buckling of individual truss - TCLL 20.o Piateelnoreoee 1.00 COMPANIES member and Is not Intended or a bracing plan for the roof structure or as a plan U) 1 l� - TOOL 15.0 Lumberincreese 1.25 for the attachment of the Too to the building. BCLL 0.0 Rev stress Iner YES CAUTION: BCOL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway Trus es can be don erou and ccopp copse ddamO a an rsonal in r i( i�r�pr p rl Fort Pierce, FL 34951 handed In and/or �iraced. tiracing if wn)on thispderowiltgg isW6TI EKtCrfl1b y •' y (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication tiCSI 2008 BUILDING F COMPONENT SAFETY INFORMATION. Guise to good practice for handlin installing Qf mettal plole connected w22od lr 55ses . TPI I I9 4le at- 21g North L,ee Street �// OF Suite 312, Alexandria VA 22314. 1pele hone: (7O3f b83-1010 E-mall: Info@lpinst.org / Es rj \ Read ell menufecture's WARNINGS enclosed with dmwln package. // \\ ARCE ENGINEERING LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Sc 2X4SP No.2 WB 2 X 4 SP No.2 'Except' W2 2 X 4 SP No.3 SOT CHORD 07HERS 2 X 4 SP No.3 1 - Ply REAC71ONS (lb/size) 5-449/0-8-0, 2-585/0-8-0 Max Harz 2-201(LC 4) Mox Uplift 5--389(LC 4). 2--549(LC 4) Mox Grov 5-451(LC 14), 2-585(LC 1) TOPFORCCEHORD) 2M3- 825/711ax3T4--7115/733- Ali forces 94--55 (-387/491 or less except when shown. SOT CHORD 2-8--757/723, 6-8--757/723 WEBS 3-6--97/292, 4-6--618/636 PLATE: Standard Pacific (651 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verlicols. Rigid ceiling directly applied or 6-7-6 oc bracing. 1 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-25f1: TCOL-6.Opsf; BCOL-6.0psl; Category 11; Exp C; portiolly; MWFRS (low-rise) 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 lorces, and for MWFRS for reactions specified. 2) Provide adequate drainage to prevent water pond;ng. 33 This truss has been designed for o 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl-lb) 5-369, 2-549. 5) Th;s truss has been designed for a moving concenlroled load of 200.016 live located at oil mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard —1-4-0 5-0-0 10-8-0 1-4-0 5-0-0 5-8-0 .Sx4 = 5-0-0 5-0-0 5x5 - 3 N STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)318-0015 10-8-0 [Lb[e-0 R NTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� 1. Connector plates ore fabricated from 20 gouge ASTM A653/653M Grade A or better .. , • • . hot —dipped galvanized steel. 2. Connector plotes ore applied to both faces of truss at each int. Where i dimensions are not shpwn, plates ore symmetrically placed a�7out joint or as / GE indicated by circles lot. 3. Wiling qnd fabrica�lon shall be accomplished using equipment producing snug (j cj �J 1l(Ing joints qnd fu ly embedded pla es. W/ a. Unl ss olherwlse noted, compression lop chord to be continuously braced by the - U I rooef sheathing.- 5. The permongnt structural restraint shown is to revent buckling of individual truss — member ontl Is not intended aS a bracing plan for the roof structure or as o plan U7 Q for the attachment of the roof to the building. 4� CAUTION: i 5x4 - 4 TYPE: HHSE esl TC 0.66 DErL verl(LL) pae) Ve-11 7 6-6 >999 L/a J60 PLATES GRIP Be 'O.e9. we 0.37 Vert iL Horr((TL)) -0.11 5-6 >999 -0.01 5 n/v NO /o A520 246/195 As1BH 246/195 (aolrir) Wind(LL) 0.03 fi 1999 240 LOADING DATE: Feb 2012 .11.,.. —.1. ..,, . —1 „ 11 Version: 10.2d LOADING (psf) SPACING 2-0-0 TOLL 20.0 Plates Increase 1.00 TCDL IF. Lumber Increase 1.25 BCLL 0.0 Rep Stress Iner YES BCDL 10.0 Code FBC20I0/TP12007 �1� ARCE ENGINEERING Standard Pacittc LUMBER BRACING E TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 BC 2 X 4 SP No.2 oc purlins, except and verticals. Rigid directly applied or 6-6-6 oc bracing. wB 2 X 4 SP No.3 SOT CHORD ceiling OTHERS 2 X 4 SP No.3 1 - Ply REACTIONS (lb/340) 6-515/0-8-0.2-589/0-8-0 Mox Hart 2-138(LC 3) Mox Uplift 6--420(LC 4). 2--546(LC 3) FORCES (Ib) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--887/697. 3-10.-823/685. 4-10--823/6B5 CHORD 6-15--792/929 SOT WEBS 3-8-0/252/491, 274%1506477-0/263476-/875/7283--792/929,7-14.-792/929,14-15.-792/929, a I 0 12) QTY. 1 r NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph: h.2511; TCDL-6.Opsh BCDL-6.Ops1; Category II; Exp C; partially; MWFRS (low-rise): Lumber DOL-1.33 plate grip DOL-1.33. 2)) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 1D.0 psi bottom chord live Mood nonconcurrent with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except ()t-lb) 6-420, 2.546. 5) This truss has been designed for a moving concentrated load of 200.011, live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other five loads. LOAD CASE(5) Standard 1 1) Regular: Lumber Increase. 1.25. Plate Increase -T.00 uniform Loads (pit) Vert: 1-3-(-(70, 3-5--70, 2-6--20 Concenlr Vert: 3-2(B) 5--54(B) 6--26(B) 5• 23(B) 7--6(B) 4-16(B) 10.16(B) 11.16(8) 13--6(8) IS--6(B) -1-4-0 3-0-0 6-10-0 10-8-0 1-4-0 3-0-0 3-10-0 3-10-0 4x4 - 3x8 - 2x4 II 3.75 rf'F 4 5 3-0-0 6-10-0 3-0-0 3-10-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T tF�� 1 I I I O SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better �� . ` , • �j hot -dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where dimensions are n0l h wn, plates are symmetrically placed about joint or as f• indicated by circleso 3. � h r0� ty1 SOUTHERN Ytting, qnd fabrication shall be accomplished using equipment producing snug 1 ting joints qnd fully embedded plates. Unll ss otherwise noted, compression top chord to be continuously braced by the - C� TRUSS roo4.� sheathing. _ COMPANIES 5. membernandse not liltlendedso bracing plan0(orethe roof structure orlas a plans ' for the attachment of the root to the building. 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 V � F 10-8-0 3-10-0 TYPE: HH3E cs1 Drtt is (Ina) 1/deu L/d PLATES GRIP TL 0.62 BC 0.5J Verl(LL) Verl TL -O.Oe 7-8 -0.09 7-8 >999 >999 360 240 AS20 246/195 w8 0.27 (Mouk) Horr((TL)) Wied(LL) 0.02 0 0.06 7-8 /a >999 /a 240 AS 18H 246/195 LOADING DATE: Feb 2012 •RITCp1A• AMCI TPI 1-9nn7 MATRIX Version: 10.2d LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCOL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCOL 10.0 Code FBC2010/TP12007 7v ARCE ENGINEERING Standard Pacific 6512 QTY. 1 LUMBER BRACING NOTES -6.Ops1; Category II; Exp C; enclosed; MWFRS (low-rise 7C 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 1) Wind: ASCE 7-10; 170mph(3sec qusl)Vosd-132mph; h-25fl; TCDL-6.Opsf; BCDL BC 2 % 4 SP SS oc purlins. Lumber DOL-1.33 plate grip DOL-1.33. OTHERS 2 X 4 SP No.3 BUT CHORD Rigid ceiling directly applied or 10-0-0 oc 2) This truss has been designed for a 10.0 pill bottom chord live food nonconcurrenl with any other live loads. I -Ply bracing 3 Refer to girder(s) for truss to truss connections. ' REACTIONS (lb/size) 3-84/MechOn;col, 2-354/0-11-5, 4-JO/Mechanical 4 Provide mechanical connection (by others) at truss to bearing plate capable of withstanding 100 It, uplift at joint(s) 3 1. Max Hurt 2-101(LC 3) except 95 has been d Max Uplift 3--39(LC 4). 2--281(LC 3) 5) This !suss hot been designed for o moving concen any load of 2o0.0Ib live located at all mid panels and at all panel Max Grov 3-84(LC 1). 2-6J9(LC 10). 4.356(LC 11) points along the Bottom Chord, nonconcurrenl with any other five loads. LOAD CASE(S) Standard FORCES (lb) - Max. Comp./Max. Ten. - All lorces 250 (lb) or less except when shown. I) Regular: Lumber Increase-1.25. Plate Increase-1.00 Uniform Loods (pit) Verl: 1-3--70, 2-4--20 Concentrated Loads (lb) Vert: 7.22(F-11. B-11) -1-10-10 4-1-7 I-1n-in 4-1-7 C I 0 PLATE: SIMPSON STRONG -TIE SEALING 1. Connect( hot-dipc 2. Connect( dlmenslor indicated SOUTHERN 3. Yt ingJot TRUSS root "at 4. °1e hea COMPANIES 5. members for the o' 2590 N. Kings Highway Trusses S handled Fort Pierce, Ft.34951 I BRACING. (772)464-4160 Fax:(772)318-0015 COMPONE 26 = 4-1-7 4 1-7 JRNISH A COPY OF THIS TRUSS DESIGN T EC IONS TRAU I I iIGN BASED UPON THESE DESIGN CRITERIA: . 1� ted from 20 gauge ASTM A653/653M Grade A or better �� • •rr • ' /�i to both faces of Truss of eoch int. Where •G� lates are symmetrically placed o6out joint or as bbe accomplished using equipment producing snug Q rJ 1i1 ded plates. presslon lop chord to be continuously braced by the straint shown is tofprevent buckling l f individual truss not In enaea op o bracing plan or the roof slruc ure or as a p a lent of the roof to the budding. CAUTION: donaetous and Con copse damage and pgrsonal inj .ryjfri rpg�,l; Fk- TYPE: CJ3E esl OE1 m (lee) 1/aeu L/a PLATES . GRIP TC 0.66 BC 0.60 Verl(LL) -0.10 2-4 1. Vert TL -0.11 2-4 >406 360 240 AS20 246/195 WB 0.00 Hone('%) -0.00 J n/o n/o AS 18H 246/195 (Metric) wind(LL) 0.00 2 •• 240 LOADING DATE: Feb 2012 -RITERIA: ANSI TPI 1-20D7 MATRIX Version: 10.2d LOADING (pst) SPACING 2-0-0 TCLL 20.0 Plate, Increase 1.00 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Inc, NO BCDL 10.0 Code FBC2010/TP12007 �f ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 BC 2 x 4 SP No.2 oc purlins. OTHERS 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1 - Pry bracing. REACTIONS (lb/size) 3-54/Mechanical. 2-271/0-8-0. 4-26/Mechanical Max Harz 2-102(LC 4) Me x Uplift 3--50(LC 5). 2--261(LC 4) Mox Grov, 3-54(LC 1). 2-331(LC 11). 4-226(LC 12) FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. -1-4-0 1-4-0 0 1 0 2x4 = 12) QTY. 2, NOTES 1) Wind: ASCE 7-10: 170Mph(3soc gust)Vo5d-132mph; h-25f1; TCOL-6.Opsf: BCOL-6.Opsf; Category Ili Exp C; enclosed: MWFRS (low-rise) and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOL-1, 33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for o 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3 Rotor to g;rder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 3 and 261 It, uplift at joint 2. 5) This truss has been designed for a moving concenlroted load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard 3-0-0 3-0-0 3-0-0 3-0� 3 CL(- ..1ttl11f1,1. LATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T ,5RE N m l HAIv I SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector ploles are fabricated from 20 gauge ASTM A653/653M Grade A or better hat -dipped galvanized steel. \` ' • j ' •'.\sTa �C1', '� " 2. Connector plates are applied to both faces of truss at each lhint. Where v^ dimensions ore not h wn, plates are symmetrically placed about joint or as indicated b circles �a .�� f•• y1 SOUTHERN 3. CC (tin , qn� fabri a ion shall be accomplished using equipment producing snug I lingjo' s and c(ufly embedded plates. _ 4. Un gss otherwise noted, compression top chord to be continuously braced by the _ LQ ; r h % = TRUSS COMPANIES To sheathing. sheathing. 5. The permanent structural restraint shown is to revent buckling of individual truss = member and is not intended as a bracing plan (or the roof structure or as a plan - U) for the attachment of the roof to the building CAUTION: 2590 N. Kings Highway !; B Y Fort Pierce, Ft. 34951 Trusses cart be dangerous and `Dpp copse ddamoge and peersonal iniuryJf i r rl handled Inand/ar braced. tlracing sh wn on this drowlPg Is f1UI EC�I�R y Q-� •' y�\ F� (772)464-4160 Fax:(772)31f9-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication tiCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing f late connected d trusses TPI Ilale Street i, • ., , it, . • \� \\� � F 'Q \ 5 mell . opNa lg Lite Read el mnfeetues WARNINGS enclosed with dmwinoacaa. elur'ce /0 e- s ��\\ / csl TC 0.55 Bc O.3B we 0.00 (Mott.) LOADING TYPE: J3E DEFL I. (Jsc) I/de0 L/d PLATES GRIP Vert((LL)) -0.02 2-e "" 360 varl(IL) -0.02 2-4 >999 2e0 p520 246/195 Norz(TL) -0.00 3 AS10H 246/195 wind LL o.00 x •• 240 DATE: Feb 2012 rr.Tr Version: 10.2d LOADING (pet) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCOL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress lncr YES BCOL 10.0 Code FBC2010/TP12007 37 ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 x 4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 E 3. BC 2 x 4 SP No.2 c aC p eili OTHERS 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1 - Ply bracing. REACTIONS (lb/sI=e) 2w214/0-B-D, 4w9/Mechonical, 3.-42/Mechanical Mox Horr 2w60(LC 4) Mox Uplift 2w-257(LC 4), 342(LC 1) Max Grov 2w297(LC 11). 4-209(LC 12). 3w71(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusQVosd.132nnPh; h-25f1; TCDL-6.OPsl; BCDLw6.Opsf; Category 11; Exp C; enclosed; MWFRS (low-rise) and C-C Inlerior(1) zone: Lumber DOL. 1.33 plate grip DOLwb.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrenl with any other live loads. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 Ib uplift of joint 2 and 42 Ib uplift at joint 3. 5) This truss has been designed for a moving concentrated food of 200.O1b five located at oil mid panels and at all panel points along the Bottom Chord• nonconcurrenl with any other live loads. LOAD CASE(S) Standard —1-4-0 1-0-0 1-0-0 2x4 = 1-0— PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T $Ft� Ib O TRACTOR TYPE: J1 E SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Ls. aLFL tIe=l iydeli Li4 PLATES GRIP \\ TL a.4a Vert(LL -0._ 2 >999 ]60 A520 246/195 t. Connector totes are fabricated from 20 gouge ASTM A653 653M Grade A or better / Bc o.12 ve.I(nj -0.DO 00 2 >999 240 hot—dippe�galvanrzed steel. 9 9 JjC we a.00 sarr nt o.Do 3 ./° /° As1eH 246/195 z. Connector plates are applied to both (aces of truss of each joint. Where <Cj �r r (r� to°tr") vrn4ftL) 0.00 2 24° dimensions are not h wn, plates are symmetricolly placed about joint or as _ f. �' GJ 3'y\ % LOADING DATE: Feb 2012 in by circles �o� �� Version: 10.2d 3. tling.gnd fabrication shop a acc mplished using equipment producing snug Q. ; �. CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 4 lUinlisslotherwise noted compressilonnetop chord to be continuously braced by the — ILf TRUSS root sheathing. _ {-- : �C _ LOAOINa 2'sl1 SPACING 2-0-0 5. The permanent structural restraint shown is to revent buckling of individual truss TCLL 20.o Plates Increase 1.25 COMPANIES member and is not intended a a brocing pion for the roof structure or as a plan TcOL i5.0 Repbt.lncreese 1YES .25 for the attachment of the roo to the building. SCDL 0.0 Rep Stress Inc. OO7 CAUTION: ; \ 6CLL io.o coat FBC2010/TP12007 2590 N. Kings Highway Trusses can be dongeroustond cog copse ddomo a and personal inp� �ryy if i��177ppr Reny Q- FortPierce,Fl.34951 handled Installed and/or raced. brocing sh wngon lhisdrowipq is"NOT ERtCI'IUN 772 464-4160 Fax:(772 318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication 6CSI 2008 BUILDING i/ • . , \� \\� ( ) ) COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing Qf metal plate connected wood lr sspes . TPI� I �ate� al- 611North L,ee( Street �// OF\0 \\ Road ell melnufacture's WAR14. e1NING3 nd inned�witht dre-moilwln Dec nut. //// � 11 SS \\\ ARCE ENGINEERING Standard Pacific 6512 QTY. 1, LUMBERBRACING TOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 170mph(3eec qusl)Vasd.132mph; h.2511: TCOL•6.0pe1; BCDL•6.Opsf; Category II; Exp C: enclosed; MWFRS (low-rise); TC 2 X 4 SP No.2 BC 2 X 0 SP No.2 BOT CHORD 5-11-5 oc Puffins. Rigid ceiling directly applied or 9-ta-15 oc Lumber DOL-1.33 plole grip DOL•1.33. 2) This truss has been designed for o f0.0 Dsl bottom chord live load nonconcurrent with any other live loads. wB 2 X 4 SP No.3 OTHERS 2 X 4 SP No.3 bracing. 33 Refer to girders) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 4, 338 It, 1 -Ply REACTIONS (Ib/siie) 4-202/Mechanical, 2.550/a-11-5, 6.290/Mechanical uplift al joint 2 and 88 Ib uplift of joint 6. S) Hanger(s) or other conneclion devices) shall be provided sufficient to support concenlroletl lo0d(s) 0 lb down and 18 1b up Mox Harz 2-171(LC 3) al 4-4-0, 8 Ib down and 181b up of 4-4-0. 70 lb down and 94 1b up of 7-1-15, 7a Its down and 94 lb up al 7-1-15, and 57 Mox Uplift 4.-196(LC 3), 2•-338(LC 3). 6.-88(LC 4) lb down al 1-6-1. and 57 lb down of 1-6-1 on lop chord. and 22 lb up at 1-6-1, 22 Its up at 1-6-1. 12 It, down at 4-4-0, Max Grov 4.202(LC 1), 2.550(LC 1), 6.332(LC 2) 12 lb down at 4-4-0. and 52 lb down at 7-1-15„and 52 lb down at 7-1-15 on bollom chord. The dasign/soleclion of such FORCES (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section• loads applied to the foce of the truss are noted as front (F) or back (B). TOP CHORD 2-9--822/266. 3-9--749/294 BOT CHORD 2-11.-347/748.7-11--347/748, 7-12--347/748, 6-12.-347/748 LOAD CASE(5) Standard WEBS3-6--781 /362 1) Regular: lumber Increase.1.25. Plate Increase- ' Uniform Loads (pit) Vert: 1-4--70, 2-5--20 Concentroted Loods (Ib) Vert: 3.32(F. I6, 8•16) 7--12(F--6, B•-6) 10.-140(F--70, 5• 70) 11.22(F.I1, 8•11) 12•-52(F--26, 8•-26) -1-10-10 4-6-8 8-7-14 1-10-10 4-6-8 4-1-6 3x4 = 3x4 = 4-6-8 B-7-14 4-6-8 ff 4-1-6 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TRL t1dA/ NTRACTOR TYPE: CJ62E SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ -,` / csI DCn ooel /den L60 pLpTES GRIP I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better \� V'0 P, .... // 1c 0.66 v,r1fLL; -o.oi a-7 >999 3eo hot ed aes are steel. -` Bc We 0.29 ver.((%) -0.01 6-7 >999 z.o Aszo 2a6/+9s Pp 9 \' Cj t- J� (obi.j'29 Wind(LL) 0.02 7 >999 2�0 AS18H 246/195 2. Connector plates are applied to both faces of truss at each 'aint. Where �/• rtj• dimensions are not h wn, plates are symmetrically placed o�lout joint or as !{, % DATE: Feb 2012 indicated by circles ?o� J" (; LOADING 3. rr (tin , qnd fabrication shall be acc0mplished using equipment producing snug (jam';'cj� �11 CRITERIA: ANSI TPI 1-2007(MATRIX)Version: 10.2d SOUTHERN f�linggjoints and fully embedded plates. 4. Unl?ss otherwise noted, compression lop chord to be continuously braced by the TRUSS r001 sheathing. _ ( LOADING (psi) SPACING 2-0-0 5. The permanent structural restraint shown is to prevent buckling of individual truss _ TCLL 20.0 Plates Increase 1.00 COMPANIES me mber and is notintended as a bracing plan for the roof structure or as a plan U) TCDL 15.0 Lumber Increase 1.25 for the attachment of the roof to the building. BOLL 0.0 Rep Stress I- NO CAUTION: BCDL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway Trusses con be don eroug and opp covse doma a onq p rsonDl in ryy f i��rr��ppr Berl 4 Fort Pierce,Fl.34951 handled Installed an�/ar brace . tiracing sh wngon this derawin IslUl E1ttC�lUN y �•' (772)464-4160 FBx:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication BICSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guirle to good practice for hondlin installing f meW pl to connected wood tru ses .TPI I� Ig ated al' 618 Northzeel Street Suite .. ___Udria VA 22314. Tele hone: (03�683-1b1 E-moil: 1n o�tpinst.org //// OF(; S 5 --- - ---- --...... e.Ps._Q ....s..�...b ...4•., ear•x,...r...x ..r.r_tr:x..o_ ARCE ENGINEERING Standard Pacific 6512 QTY. 3 LUMBER BRACING NOTES TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied. 1) Wind: ASCE 7-10; 170mph(3see gusl)Vosd-132mph; h-2511; TCDL-6.OPsf; BCDL-6.0psf; Category II; Exp C; enclosed; MWFRS (low-rise) BC 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-to oc and C-C Interior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is dea;gned for C-C for members ontl forces, and WS 2 X 4 SP No.3 bracing. for MWFRS for reactions specified. OTHERS 2 x 4 SP No.3 2) This truss has been designed for o 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 1 H Ply })) Refer to girders) for Iruss to truss connections. (Ib/size) 5-229/Mechanical, 2-J95/0-8-0, 6-16/Mechanical 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 5 and 295 REACTIONS Max Horz 2-173(LC 4) lb joint 2. Mox uplift 5--147(LC 4). 2--295(LC 4) 5) Thiss truruss has been designed for o moving concentrated food of 200.OIb live totaled at all mid panels and of all pone) Max Grov 5w 266(LC 15). 2-402(LC 14). 6-216(LC 16) points along the Bottom Chord, nonconcurrenl with any other live loads., FORCES (Ib) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(5) Standard TOP CHORD 2-3--430/58 BOT CHORD 2-12--151/376, 10-12--151/376 WEBS 7-8--157/394, 4-7--148/493 PLATE: SIMPSON SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 -1-4-0 3-8-0 6-2-8 1-4-0 3-8-0 2-6-8 2x5 = 3-8-0 6-2-8 3-8-0 2-6-8 NG-TIE FURNISH A COPY OF THIS TRUSS DESIGN T %ERlE TIQN W THAC:I It SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\\ P R. I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better • " ' • hot —dipped galvanized steel. 1^ i 2. Connector plates are applied to both faces of truss at each joint. Where <(/: ••��1 (� dimensions are not h wn, plates are symmetrically placed about joint or as indico(ed b circleso� 3. �{�(ling• qn fabrics Ion shall be act mplished using equipment producing snug Q `• O l� -• fitting joints and fu�ly embedded plo es. 4. Unless otherwise noted, compression lop chord to be continuously braced by the roof sheathing. — 5. The permanernt structural restraint shown is to prevent buckling of individual truss U3 — membeand is not intended aS a bracing plan for the roof structure or as a plan for the attachment of the root to the building. CAUTION: C/ Trusses sort be don erouS and CaP cause damage and rsonol in Vry f i�r�pr RBrI handled nstalled and/or braces. gIn I g sh wngon thisp�r inog iS"NUl' EFttC�UN y F� e ••�\� \ BRACING. Refer to the Truss Plate In �TPI) publication fiCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for hondling installing / \\ gf metal plate connected nod tr sses . TPI�I�S I ate Dl �1$Norlh eel Street // QF t,Q �\ uite 312, Alexandria VA 22gS14. luele hone: 0t 68 A151 t�Ce� mail: in E S rJ I V — -- --- --._ .e..,.Phone: TYPE:J6C Cel DEFL I. (lot) I/den -0.07 B-9 >945 L/d PLATES GRIP 360 TC 0,99 BC .13 1 we 0.19 Verl(LL) Verl TL Hort(%) -0.16 8-9 >435 0.01 6 n/a 24D p520 246/195 n/a A518H 246/195 (Malrit) Wnd(LL) 0.10 B >714 240 LOADING DATE: Feb 2012 Version: 10.2d LOADING (psi) SPACING 2-0-0 TOLL 211 Plot Increase 1.00 TCDL 15.0 Lumbee Increase 1.25 BCLL 0.0 Rep Stress lncr YES BCDL 10.0 Code FBC20 I O/TP12007 35 ARCE ENGINEERING Standard Pacific 6512 QTY. 3 LUMBER BRACING NOTES TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2511; TCDL-6.Op3f; BCDL-6.Ops1; Category It; Exp C; enclosed; MWFR5 (low-rise) BC 2 x 4 SP No.2 oc purlins. and C-C Interior(1) zone: Lumber DOLw 1.33 plate grip DOL-1.33. This truss is designed for C-C for members and !areas, and WB 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFR5, for reactions specified. OTHERS 2 x 4 SP No.3 bracing. 2 This !ruse has been designed for o 10.0 psf bottom chord live loodl nonconcurrent with any other live loads. 1 _ply 3 Reler to girders for truss to truss connections. REACTIONS (Ib/size) 5-182/Mechanical, 6-4/Mechanical, 2-345/0-8-0 4 Reler to girder�s3 for Truss to Truss connections. Mox Harz 2-146(LC 4) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 5 and 277 Me x Uplirt 5.-102(LC 4). 2--277(LC 4) It, uplift at joint 2. Mox Crov 5-2B4(LC 12). 6-204(LC 16), 2-374(LC 1}) 6) This truss has been designed for o moving concentrated load of 200.O1b live located of all mid panels and at oil panel points along the Bottom Chord• nonconcurrenl with any other live loads. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 9-10-0/251. 3-9-0/261 LOAD CASE(S) Standard -1-4-0 3-8-0 5-0-0 1-4-0 3-8-0 1-4-0 2x4 - 3-8-0 5-0-0 3-8-0 1-4-0 0 I t0 10 I o to 0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T R'L Tf Q TRACTOR' TYPE: J5C SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: L� / P ' ` �j csl To 0.75 DErL peel I/dell L/d Vert(a) -o.07 10 >e28 360 PLATES GRIP I. Connector plates ore fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. join(. �� i ,• 3fL BC 0.45 we 0.10 Ver1(TL) -0.13 10 >429 240 Hofz`TL 0.02 s /o /a i4o AS20 246/195 AS18H 246/195 2. Connector plates are applied to both faces of truss at each Where dimensions h ' , .. f� �! (am.i.1 r ad(u� 0.08 9 >e76 LOADING DATE: Feb 2012 ore not wn, plates are symmetrically placed about joint or as indicated b circles �o� C: �� CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN 3. � (tinggn fobricallon shall be ace mplished using equipment producing snug fiiting joints and fully embedded pla�es. _ Q �. �''O •• >_L1 / 10.2d TRUSS 4. Unless otherwise noted, compression lop chord to be continuously braced by the roof sheathing. _ w : )- `i - LOADING (pal) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shgwn is to prevent buckling of individual truss member and is not intended as o bracing plan fr the roof structure or as a plan - - TCLL 20.0 Plotes Increase 1.00 TCOL 15.0 Lumber Increase 1.25 for the attachment of the roof to the budding CAUTION: BCLL 0 ' 0 Rep Stress Incr YES BCDL ID.0 Code FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, FI.34951 Trus es on be don eroug and cog copse damage on rsonol in' ryy if i r D I handed Installed a nd/or braced. tlrocing sh wn on thisp�rowipg Isj�JOT ERfI°Ug y BRACING. Refer to the Truss Plate Institute TPI) publication tICSI 2008 BUILDING x •• Q \ F� .• ti` (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handlin installing meSol plote connected wood lr . TPI 1� I ote� al: glliNorth Lee Street i/ • • \� \� /� OF Sf )Sses uite 12, Alexandria VA 22314. !pee hone: (0��68 -1 1 C-mall: Info@tpinst.org /11\\ Road ell manufacture's WARNINGS enclosed with drawing package. ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP No,2 TOP CHORD Structural wood sheathing directly applied at 3-0-0 BC 2 X 4 SP No.2 oc purl;ns. OTHERS 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1 - Ply bracing. REACTIONS (lb/size) 3-54/Mechanical, 2-271/0-8-0. 4-26/Mechonical Mox Harz 2-102(LC 4) M. Uplift 3--50(LC 5). 2--261(LC 4) Max Grov 3-54(LC 1). 2-331(LC 11). 4-226(LC 12) - FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. -1-4-0 1-4-0 0 0 0 2x4 = QTY. 4 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-251% TCDL-6.Opsl: BCDL-6.Opsf; Category II; Exp C; enclosed; MwFRS (low-rise) and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss ;s designed for C-C for members and larces, and for MWFRS for reactions specified. 2) This truss has been designed for o 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 3 and 261 Ib uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.0I1, live located at all mid panels and at oil panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard 3-0-0 3-0-0 3-0-0 3-0-0 t 'yc PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T ek I N O TRACTOR TYPE: J3C L/d SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: / / csl ocn In (lee) I/de11 PLATES GRIP TC 0.33 Vert`LL -0.02 2-4 >999 360 >999 240 246/195 1. Connector tales are fabricated from 20 gauge ASTM A653/653M Grade A or better p hot -dipped steel. // ,•'� a.. ^+� ec o.3e verl(n� -0.02 x-4 A520 we 0.00 NOri((TL -0.00 3 n/a /e AS18H 246/195 (umr.) wna(u� o.o0 2 •• 2m golvanized 2. Connector plates are applied to both faces of truss at each joint. Where dimensions ore not h wn, plates are symmetrically placed about joint or as �J:."p� \o' f• C �� J % LOADING DATE: Feb 2012 SOUTHERN indicated b circles �c 3, �tI tling,gnd fobrlca ion shall be acc mplished using equipment producing snug filling )olnls and fully embedded plaI braced by the . �j Q. ,. = i I : �� If CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d TRUSS 4. Unl ss otherwise noted, compression top chord to be continuously _ Tooef sheathing. — = LOADING (Per) SPACING z-o00 TCLL zo.o Plates Increase Loa COMPANIES 5. The permanent structural restraint shown is to revenl buckling of individual truss member and is not intended as a brocing plan for the roof structure or as a plan ; TcoL ,.o Lumber Increase 1.25 BCLL 0.0 Rep Stress incr YES for the attachment of the roof to the building. CAUTION: V\ BCDL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway B B y FoTtPierce,Fl.34951 Trusses can be daft ou and jag copse ddomo a an ers000l in r if Imp rl handled Installed and/arsbroce�. tlracing sh wngon lhdspdrawin991s1(�T EHtLl��! y ?TPI) tiCSl 2008 BUILDING Q`\ • / • . �V (772)4G4-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute publication COMPONENT SAFETY INFORMATION. Guirte to good practice for hondlin installing trusses TPI I$ I caled at- 218 Norlh� ! Street , , �� /'/1/ �O 3 4f metal plate connected wood . Suile t 12, Alexandria VA 22314_TelephOne_(/0�).68 _ 1b1 ��` moil: In o@tpgns�orgQ OFE S \\�\ ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 SC 2 X 4 SP SS •Except• 81 2 X 4 SP No.2, 82 2 X 6 SP No.2, F2 2 X 4 SP NO.3 OF purlins. INS 2 X 4 SP No. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc OTHERS 2 X 4 SP No.3 brocing. 1 - Ply REACTIONS (lb/size) 4-329/Mechanical, 2-552/0-11-5, 5-167/Mechanical Max Harz 2-171(LC 3) ' Max Uplift 4--193(LC 3), 2•-332(LC 3). 5--47(LC 4) Max Grov 4-329(LC 1). 2-552(LC 1), 5-307(LC 13) TOP FORCES 2M12- 0742/106. 12n 13: All 717/212:3 50 (lb) -r 713/206less p1 when shown. SOT CHORD 2-15--263/690,15-16--263/690,16-17--263/590, 7-17--263/690. 6-7.0/260 TY. 2 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gust)Vasd-132mph; h-2511; TCDL-6.Opsf; BCDL-6.Opsf: Category It; Exp C; enclosed; MWFR$ (low-rise): Lumber DOL-1.33 plate grip DOL-1.33. 2 This truss has been designed for a 10.0 per bottom chord live toad nonconcurrenl with any other live loads. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 193 It, uplift at joint 4, 332 lb uplift at joint 2 and 47 ib uplift at joint 5. 5) This truss has been designed for a moving concentrated load of 200.0Ili live located at all mid panels and at all panel points along the Bottom Chord, -concurrent with any other live loads 6) Honger(s) or other connection device(s) shell be provided sufficient to support concentrated load(s) B lb down and 16 lb up at 4-4-0. B It, down and 18 lb up at 4-4-0. 1021b down and 751b up at 7-1-15. 102 lb down and 751b up of 7-1-15, and 57 It, down at 1-6-1. and 57 Ib down at 1-6-1 on lop chord, and 22 lb up at 1-6-1. 22 Ile up at 1-6-1. 12 lb down at 4-4-0. 12 lb down of 4-4-0, and 12 lb up at 7-1-15. and 12 Re up at 7-1-15 on bottom chord. The design/selection of such connection device($) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss ore noted oe front (F) or bock (B). - LOAD CASE(S) Standard 1) Regular: Lumber Increase -1.25, Plate Increa5e-1.00 , Uniform Loads (pit) Vert: 1-4--70, 2-7--20, 5-6--20 - - Concentrated Loods 0b) Vert: 13-32(F-16. B-I6) 14--204(F--102. 8--102) 15-22(F-11, 8.11) 17--12(F--6, 9•-6) 19-12(F-6, 3-6) -1-10-10 5-0-12 8-7-14 1-10-10 5-0-12 3-7-2 3x4 = PLATE: SIMPSON STRONG -TIE SEALING OF TRI 1. Connector plates I hot -dipped golvan 2. Connector plates( dimensions org no indicated b circle SOUTHERN' ' Rtkinia;o�sq�d� TRUSS 4. Unl ss otherwise r rooef sheothing. COMPANIES 5• The permanent sh member and Is no for the allachmerer 2590 N. Kings Highway Trus es por be �c Fort Pierce, Fl. 34951 handsled Installs ( (772)464-4160 Fax:(772)318-0015 COMPIONENT SAFE 5-0-12 5-0-12 0 0 I 1-0-U 1 a-c- 3131c,-(_ FURNISH A COPY OF THIS TRUSS DESIGN TClJ5RF=,LLUN 141411,fl I KAG I l ESIGN BASED UPON THESE DESIGN CRITERIA: \\\ �j P . , icaled from 20 gouge ASTM A653/653M Grade A or better ,el. r ++ ied to both faces of truss at each int. Where I, plates are symmetrically placed about joint or as tall be accomplished using equipment producing snug 4 D 1� bedded plates. LLj ompression lop chord to be continuously braced by the _ restraint shown is to revent buckling of individual truss N (G led a a bracing plan for the roof structure or as a plan rooisto the budding. CAUTION: dnd a copse ddame a an ers000l in r f i brace. �rocing sh wngon lhdspdraw ng Is JI �l' Eft C��l y F L V iss Plate Institute ?TPI) publication CSI 2008 BUILDING i� • . , • • . • �� \\\ RMATION. Guide to good practice for hondlin installinq f wood tr sses . TPI� I Fale af� 21$ Norlh�ee) Street // Op ,0 \\ 22314. 1pele hone: 0� 66 -1 1 -mail: in r 1 \\\ ----P.......---r--- ...... 8-7-14 3-7-2 TYPE: CJ6C IR csl Octt i 0oc) 1/den L/d PLATES GRIP TC 0.54 BC 0.06 Verl((LL)) -0.12 5-6 >B05 Vert(((TL))) -0.30 5-6 >250 360 240 A520 246/195 WB 0.00 (Motel,) wnd(LL) ORB S-6 >472 240 A51BH 246/195 DATE: Feb 2012 LOADING CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d LOADING (pef) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TOOL 15.0 Lumber Increase 1.25 BCLL 0.0 BCDL 10.0 Rep Stress lncr NO Code FBC2010/TP12007 3S ARCE ENGINEERING LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD BC 2 X 4 SP No.2 BOT CHORD W8 2 X 4 SP No.J 1 — Py REACTIONS (lb/size) 1-219/Mechanical, 4w215/Mechanical, 5-4/Mechanical Max Hors 1-122(LC 4) Max Uplift 1w-91'LC 4), 4.-137(LC 4) Mox Crov 1.322(LC 13). 4w301(LC 12), 5w204(LC 16) FORCES (Ib) — Max. Compp /Mox. Ten. — All forces 250 (lb) or less except when shown. WEBS 8-9--15/261. 2-8--9/271 2.5x4 - Standard Pacific 6512 QTY. 1 NOTES _ Structural wood sheathing directly applied or 5-0-0 1) and CACC nlertor(1) zone;h(Lumber DOL- .33 plate grip DOLw1.33L This truss sOdesigned•for C—C for members and forces. and low—rise cc purl'"!' for MWFRS for reactions specified. Rigid ceiling directly applied or 10-0-0 oe ) This truss has been designed fora 10.O.Osf bottom chord live load nonconcurrenl with any other live loads. bracing. 2 3 Refer to girder(!) for lru!! to truss connections. 4 Refer to girders for truss to !ruts connections. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 1 and 137 lb uplift at joint 4. 6) This truss has been designed for o moving concentrated load of 200.0Ib live located at oil mid panels and at oil panel points along the Bottom Chord, nonconcurrenl with any other live locals: LOAD CASE(S) Standard 3-8-0 5-0-0 3-8-0 1-4-0 3-8-0 3-8-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DE 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 —dipped galvanized steel. 2. Connector plotes are applied to both faces of truss at each 'oint. Where dimensions are not h wn, plates are symmetrically placed o� out joint or os SOUTHERN in by circles ?o� 3. � (ling, and fobrico ion shall be occ mplished using equipment producing snug fIY(Ing and fully embedded plotes. TRUSS joints 4. Unless otherwise noted, compression top chord to be continuously braced by the root sheathing. COMPANIES 5. member land is not inttendedSasOa restraint cing plonoforethe roof str c lure or as a plans 2590 N. Kings Highway B 6 Y FI. 34951 for the attachment of the roof to the building. CAUTION: Trus�es can be oange�oustand nob cap se c�amoge and p�erso r l inj�r��fE�rEp��g�rly hon led Inslolle and or race . ratio s wn on this rows gg is Fort Pierce, BRACING. Refer to the Truss Plate Institute �TPI) publication tlCSI 2008 8UILDING 772 464-4160 Fax: 772 318-0015 ( ) ( ) COMPONENT SAFETY INFORMATION. Guide to, good practice for handling insttolling 9 1 x4 I1I 1-0-0 10-4—Q r SIGN 5-0-0 0 T �IX� �� TRACT, : �� i� . ,.... \ — LLJ OFESS1�� TYPE: J5D R csl DE�Ll (lac) I/dcll L/d PLATES GRIP TC 0.81 BC O.Sa Ver Ver 9 >796 9 >J67 360 240 . A520 246/195 WB 0.10 5 a/a /e p51BH 246/195 (Molria) 'Ven 9 >477 240 DATE: Feb 2012 LOADING __.__ .. .,, t „•Toly Version: 10.2d LOADING (pal) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Slresslncr YES BCDL 10.0 Code FBC2010/TP12007 ARCE ENGINEERING Standard Pacific (6512) QTY. 1 LUMBER BRACING TOP CHORD Structural wood sheolhing directly applied or 3-7-5 NOTES 1) 2-pry truss to be connected together with tad (0.131"x3") nails as follows: TC 2 x 4 SP No.2 oc purlfns. Top chords connected as follows: 2 % 4 - 1 row of 0-9-0 oc. 83 2 % 4 SP 55, F2 2 % 6 SP No.2, F3 2 x 6 SP No.2 BC 2 X 4 SP No.2 *Except- F2. X 6 SP 6 S F2 2 % 6 SP No.2 B0T CHORD Rigid ceiling directly applied or 8-5-6 oc bracing. Bottom .horde connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 % 4 - 1 row al 0-9-0 WB 2 X 4 SP No.3 •Except• W2 2 % 4 SP No.Z. W2 2 X 4 SP No.2 2) All loads ore considered exceptor bock (B) lace in the LOAD CASE(S) applied to all plies, except it noted as front noted indicated. to distribute only loads noted as (F) or (B), unless otherwise indic.led. OTHERS 2 x 4 SP No.3 2-plY REACTIONS (lb/size) 10-1431/Mechonicol, 2-1573/0-8-0 connections section. Ply to ply connections hove been provided 3 Unbolonced roof live loads have been considered for this design. 43 Wind: ASCE 7-10; 170mph(3sec gusl)Vosdw132mph; h-25fl: TCDL-6.Opsl; BCDL-6.Opsf: Cole 11; Exp C: enclosed; MWFRS (low-rise): Max Harz 2-79(LC 5) Lumber plate grip D 3. Maw Uplift 10--720(LC 4), 2--900(LC 3) prevent 5 Provide ..equate drainage to prevent water bonding. adequate 6 This truss has been designed 'or . 10.0 psi bottom chord live load noncancurrenl with any other live loads. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3--3299/1560, 3-4--7482/3632. 4-5--7324/3601, 5-23--6729/3350, 5-23--6729/3350, 6-24--6729/3350, 7-24.-6729/3350, 7 Refer to girders) for Truss to Iruas connections. (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 7-8--7579/3771, 8-9--7742/3807, 9-10--3565/1795 SOT CHORD 2-25--1412/2977.15-25--1412/2977,15-26--1439/3050,14-26--1430/3059,14-27--2863/5903, 27-28--2863/5903, B Provide mechanical connection (it -lb) 10-720, 2.900. for moving concentrated load of 200.01b live located at all mid panels and at all panel 13-28--2853/5903, 13-29--2905/6013, 29-30--2905/6013, 12-30--2905/6013, 12-31--1651/3372. 11-31--1660/3363, 9) This truss has been designed a along the Bottom Chord, nonconcurrent with any other live loads. 11-32--1623/3278, 10-32--1623/3278 WEBS 3-15--1155/622,3-14--2065/4267,5-14--675/1511,5-13--448/947.6-13.-304/241.7-13--380/843, 7-12--784/1657, points LOAD CASE(S) Standard 9-12--1906/4227, 9-11--1288/675. 4-14--161/427. B-12--167/431 1) Regular: Lumber Increase- 1.25, Plate Increase-1.00 Uniform Loads (pit) Vert: 1-5--70, 5-7--70, 7-10--70. 2-15--20, 14-15--20, 12-14--20, 11-12--20, 10-11--20 Concentrated Loads (lb) Vert: 5--259(F) 7--259(F) 13-4(F) 6--159(F) 23--159(F) 24--159(F) 27--147(F) 28.4(F) 29.4(F) 30--147(F) -1-4-0 2-8-0 6-2-8 1-4-0 2-8-0 3-6-8 PLATE: SIMPSON 9-2-0 12-1-8 1 15-8-0 18-4-0 2-11-8 2-11-8 3-6-8 2-8-0 5x4 1x4 11 5x4 = 3.75 FTF 5 6 7 3x4 = J 5x5 6.00 FTF Jn 2x4 11 5x5 3-8-0 1-0-0 9-0-0 1-0-0 2x4 11 3-8-0 2-8-0 4-8-0 9-2-0 13-8-0 15-8-0 18-4-0 2-8-0 2-0-0 4-6-0 4-%0 1 � �2-0-0 2-8-0 SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 I -TIE FURNISH A COPY OF THIS TRUSS DESIGN T REC ON' TRAGTI SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connecloulales are fabricated from 20 gouge ASTM A653/653M Grade A or better hot-dlppe steel.�C \\�\ r += ^I �(j pQolvonized z. Connector plates are applied to both faces of truss at each join(. Where •' E v3' 4• dimensions ore not h wn, plates are symmetrically placed about joint or as indicated by circles ?o� �j 3. Rkting, pnd fabrication shall be occgmplished using equipment producing snug I ling joints qnd fully embedded plates. to be braced by the Li j : h = L 4. Unlgss otherwise noted, compression lop chard continuously _ rool sheathingq. (S - 5. membernand ris no inttendedsaroo restraint$ _ cing plganoforethe roof sltr c ture or las nl plans - for the otlochment of the root to the building. co _- Trus es can be don emus and call CAUTION: UTIOdo : a an ersonol in NID�ryy if ittrr]]ppr BReerl hondsled Installed a nd/or braced. tlracing sh wngon thdspdrawlPgg Is"NOT EHtC�IUN y Q�� •' V\ FL y\ BRACING. Refer to the Truss Plate Institute TPI) publication f3CSI 2008 BUILDING COMPONENT SAFETY INFORMATION: Guile to good practice for handling installing f mettal connected w22od lr sses . TPI �s Ig9cole a( 218 North Le? Street i �? // 0� l0\� \\\ S plate gSUile 312, Alexandria VA 22314elwele hone: ( 03)r6 �f)10r�E� �roil��^oa�tp0n�s�o�rgQ - -- -- -- - .. .P.o_ ___ __.. /// / S r 1 \\\ TYPE: H2G-2PI cs1 ern in Doc) I/den L/d PLATES GRIP TC 0.67 BC 0.66 Verl(LL)-0.201t-13 >999 Verl TL -0.61 12-13 >354 360 210 p520 246/195 we 0.48 (Hallo) Hon((TLjj a.27 10 n/o Wind(IL) 0.]612-13 >598 n/a 240 AS18H 246/195 LOADING DATE: Feb 2012 'RITERIA: ANSI TPI 1-2007(MATRIX) Version: 10.2d LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.25 BOLL 0.0 Rep Stress Inc, NO BCDL 10.0 Code FBC2010/TP12007 40 ARCE ENGINEERING Standard Pacific (I LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-5 F2 2 X 6 SP No.2. F3 2 X 6 SP No.2, F2 2 X 6 SP Ni oc purling. BC 2 X 4 SP No.2 'Except- F2 2 X 6 SP No.2 BOT CHORD Rigid ceiling direelly applied or 5-3-5 oc bracing, WO 2 X 4 SP No.3 OTHERS 2 X 4 SP No.3 1 - Ply REACTIONS (lb/size) 9-798/Mechanicol, 2-926/0-8-0 - Mox Harz 2-95(LC 6) Max Uplift 9--374(LC 5). 2--546(LC 4) FORCES (lb) - Max. Comp./Mox. Ten. - All farces 250 Ile) or less except when shown. TOP CHORD 2-3--1709/876.3-4--3518/1965,4-5--3407/2028,5-6--2097/1295,6-7--3637/2220.7-B--3672/2165. 8-9--1893/1148 BOT CHORD 2-22--731/1521.14-22--731/1521,14-23--735/1553.13-23--726/1562,13-24--1060/2030. 24-25--1060/2030, 12-25--1060/2030.12-26--1083/2047.26-27--1083/2047,11-27--1083/2047,11-28--1025/1769, 10-28--1035/1760. 10-29--1016/1721, 9-29--1016/1721 WEBS 3-14--549/343,3-13--1080/1877,5-13--791/1453,6-11--974/1596.8-11--988/1830, B-10--605/396 I I O 1 II, I 0 PLATE: SI -1-4-01 2-8-0 1-4-0 2-8-0 3x4 = 5x5 � 6.00 FfT 2x4 II 2-8-0 4-8-0 2-8-0 2-0-0 8-2-8 10-1-8 5-6-8 1-11-0 1 NOTES 2 Unbalanced tool live loads hove been considered for this design. 2 Wind: ASCE 7-10; 170mph(3sec gust)Vasd-132mph; h-2511: TCDL-6.Ops1; BCDL-6.Opsl; Category II; Exp C: enclosed; MWiR$ (low-rise) 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 for MWFRS for reactions specified. 31 Provide adequate drainage to prevent water pending. 4 This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5 Refer to girder(.) for truss to Iruss connections. 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl-lb) 9-374. 2.546. 7) This truss has been designed for a moving concentroled load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrenl with any other live loads. LOAD CASE(5) Standard 5x4 = 5x4 = 5 6 8-2-8 10-1-8 3-6-8 1-11-0 15-8-0 5-6-8 5x5 zz 2x4 II 13- -0 15-8-0 � 1 t 2-0-0 STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T ERE TI( SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fart Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: � is •' I. Connector plates are fabricated from20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. ,. • • r 2. dimensloarspoeeenolfeh applied to otfefsymmelricaflyplacedhabout joint as -�/.' GS ` indicated by circles �op 3. � (ling, qnd fobrica lon shall be acc mplished using equipment producing snug filing joints and fully embedded pla�es. _� - .' �' , 5) Q w 43 a. Unl ss otherwise noted, compression top chord to be continuously braced by the rooe( sheathing. - 5 The permanent structural restraint shown i to _prevent buckling of individual truss _ N member and is not intended as a bracing plan or the roof structure or as o pion v 1N for the attachment Vended roof to the building. CAUTION: \ C/ Trusses can be donQB�rous and cop cause damage and personal In j�lry�fEir]p1�g�rly 4L handled installed onil/or braced. bracing sh wn on this rowilg Is U BRACING. Refer to the Truss Plate Institute �TPI) publication fiCSI 2008 BUILDING �1 COMPONENT SAFETY INFORMATION. Guige to good practice for handling installing /� . r O� f mett I pl le connected wood tr ses . TPI I ale at: 618 North L,eel Street // �F 1 guile 3�2, �lexardrio VA 22314. luelse hone: (O -68 -101 E-mail: in o@tpinst.org / E S 5 \ ..... ...- wsew]Illl a e 111..4aA with drsswlnn o®ck®a®. // e , . . 18r4-0 2-8-0 18r4-0 2-8-0 TYPE: H1 csl ot:n i Doc) 1/den L/d PLATES GRIP TL 0.67 BL OB7 Verl(lL) Verl Tl 20, t—17 >999 —0.59 11-12 >J66 9 /e 360 240 n/a AS20 246/195 we 0.71 ryoui.) Horrt(TL) elnd(tL) 0.28 0.3e 11-12 >557 240 ASIBH 246/195 LOADING DATE: Feb v.re;,.,,• 2012 1n zl ;RITERIA: ANSI TPI1-2007 MATRIX LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCDL 15.0 Lumber lncreose 1.25 BOLL 0.0 Rep stress Incr YES BCDL 10.0 Code FBC2010/TP12007 41 ARCE ENGINEERING Standard Pacific 6512 QTY. 1 LUMBER BRACING NOTES TC 2 % 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 1) wind: ASCE 7-10; 170mph(Jsec qusl)Vosd� 132mph; grip DOL ; TC3. This psf; BCDLe signed; or C-Cry I1; Eep C; enclosed; MWFRS (low-rise BC 2 % 4 SP No.3 oc purlins. 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 loses, and 1 _ply BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. bracing. 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loods. REAC710NS (lb/size) 1-47/2-0-0. 2-37/2-0-0. 3-10/2-0-0 3 Cable requires continuous bottom chord bearing. Maw Mori 1 �23(LC 4) 4 Bearing al jainl(s) 2 considers parallel to groin value using ANSI/TPI 1 angle to groin formula. Building designer should Max Uplift 1--21(LC 4). 2� 34(LC.4) verily capacity of bearing surlate. Moe Crov, 1.226(LC 11), 2w37(LC 1), 3�210(LC 12) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at )oink 1 and 34 lb uplift at joint 2. FORCES (Ib) - Moe. Comp./Mox. Ten, - All forces 250 (lb) or less except when shown. 6) Beveled plate or shim required f to provide lull bearing surloce with truss chord ca joint(s) ta 2. 7 This truss has been designed for a moving concenlr.led load of h truss live located all mid panels and of all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard ' 2-0-0 2-0-0 00 t 0 3.75 FTY 2x4 2-0-0 2-0-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T \ERi f16 Q TRACTOR TYPE: MV2A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \�\ P // GSI DER floc) 1/cell L/a PLATES GRIP TG 0.04 Verl(LL n/a — n/a 999 I. Conneclor�lates ore fabricated from 20 gauge ASTM A653/653M Grade A or better �/ oc 0.24 verl(TL� /a - n/a 999 AS20 246/195 hot-dippe galvanized steel. �� ; Syr j-- �� I _ i olr') Narr(n) -o�oo : n/a n/a As1eN 246/195 2. Connector plates are applied to both faces of truss of each joint. Where V' M DATE: Feb 2012 dimensions ore not h wn, plates ore symmetrically placed about joint or as y� LOADING indicated b circles �a� �' rnJ Version: 10.2d 3. �t1tiling pn fabrication sholl be occpmplished using equipment producing snug Q l� CRITERIA: ANSI ,TPI 1-2007 MATRIX SOUTHERN fitling joints Ond fully embedded plates. = LLI TRUSS 4. Unl ss otherwise noted, compression top chard to be continuously braced by the _ {� _ LOADING (pet) SPACING 2-0-0 roost sheathing. TGLL zD.o Ploles increase 1.00 COMPANIES 5. The permanent structural restraint shown is to revenl buckling of individual truss = (n - !` - TCOL 15.0 Lumber Increase 1.25 member and is not intended os a bracing plan for the roof structure or as a pion BCU. o,o Rep stress Inc, YES for the attachment of the root to the building. ecDL too code Fec20lo/rP12007 2590 N. Kings Highway CAUTION: B B Y Trusses Fon be den eroug and Ca cause damn a an grsonol in ry f i�17pr�R rl y�` Fort Pierce, Ff. 34951 handled Installed and/or braced. tlrocing sh wngon this rowing islUlt EHtCIltJ�1 y (772)4G4-41G0 F6x:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication HCSI 2008 BUILDING / `? COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing / Qf met1al plgte connected wood lr ises . TPI I cuedd at 7018 North 4ee Street / // rOrC ,Q\ \\\\ Suite 312, Alexandrio VA 22314. lueephone: (O3) 663-1b1 E-mail: Info@tpinst.org /// ES 5 Reed all menufacturv's WARNINGS enclosed with dirtetwing packetakit. ARCE ENGINEERING Standard Pacific LUMBER BRACING TO 2 X 4 SP Na.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 BC 2 X 4 SP No.3 oc purlins, except end verticals. WS 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1 - PI bracing. REACTIONS (lb/size) 1-130/4-0-0, 3-130/4-0-0 Mox Harz 1-64(LC 4) M. Uplift 1.-57(LC 4), 3--77(LC 4) Mox Grov 1-272(LC 11), 3-272(LC 12) FORCES (III) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mphl h-2511; TCDL-6.OpsF BCDL-6.apsf; Category II; Exp C; enclosed; MWFRS (low-rise) 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 farces, and for MWFRS for reactions specified. ' 2) This truss has been designed for a 10.0 psf bottom chord live food nonconcurrenl with any other live loads. 3 Coble requires continuous bottom chord bearing. 4 Provide mechanical connection (by others) of truss to beor;ng plate capable of withstanding 57 lb uplift at joint 1 and 77 to uplift at joint 3. 5) This truss has been designed for a moving concentrated load of 200.Olb five located at oil mid panels and at all panel points along the Bottom Chord, —concurrent with any other live loads. LOAD CASE(S) Standard 4-0-0 4-0-0 1.5x4, II 2 2x4 G 1.5x4 II 4-0-0 4-0-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T J3RE N COnTRACT SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector Totes qre fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped golvanlzed steel. both faces truss joint. Where 2. Connector plates are applied to of at each dimensions are not h wn, plates ore symmetrically placed about joint or as indicated by circles �o� f. �- SOUTHERN b o 3. fjitiillggjoln sfandcfufly embedded clgplished using equipment producing snug braced by the - TRUSS 4. Unl ss otherwise noted, compression lop chord to be continuously roof sheothing. COMPANIES 5. The permanent structural restraint shown is to revent buckling of individual truss member and is not intended a a bracing pion for the roof structure or as o plan for the attachment of the root to the building. CAUTION• (G � � U 2590 N. Kings Highway Trusges can be don erou and o cause ddomo a and p rs000l in' ry (i r rl Fort Pierce, Ft. 34951 handled Installed and/or �brace� racing sh wngon this derowingg js'M EI�LC�8 y F L �V (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication t3CSl 2008 BUILDING 1 COMPONENT SAFETY INFORMATION. Guide to good practice for handlin installing i \\ 44f mettal plate connected wood tr�fsses . TPI I I9 ate al 22p1ggENorth�en Street ea Sui�e�3� 2�Ale;a�dr�rVA 2234A1eFJ1iNfZ-Q 1i see with -mail:in Ancirarmo_ TYPE: MV4A C51 DEFL (tor) Vdeil L/d PLATES GRIP TC 0.35 Verl((LL)) n/e — n/e 999 BC 0.73� Verl(TL) /a — n/a 999 AS20 246/195 we Na Herr(TL) 0.00 n/o n/a AS 246/195 (..W.) LOADING DATE: Feb 2012 ,..03— 1,1 Version: 10.2d LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase I.00 TCDL 15.0 Lumber Inareoee 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 L4-3 ARCE ENGINEERING Standard Pacific 6E LUMBER BRACING Tc 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-6 BC 2 x 6 Sp SS oc purlins, except end verticals. We 2 x 4 SP No.3 807 CHORD Rigid ceiling directly applied or 6-9-8 oe bracing. 1 — Ply REACTIONS (lb/size) in 1590/0-8-0.4-1313/Mechanical Mow Harz in 141(LC 3) Max Uplift 1.-792(LC 3). 4--692(LC 3) FORCES (lb) — Max. Comp./Mow. Ten. — All forces 250 (lb) or less except when shown. TOP CHORD 1-2--2," I212 BOT CHORD 1-6--1247/2354, 6-7--1247/2354, 7-8--1247/2354, 5-8--1247/2354,5-9--1247/2354,9-10.-1247/2354, 4-10--1247/2354 WEBS 2-5.-818/1736, 2-4--2570/1362 3-4-9 3-4-9 1 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gu3l)Vosd-132mph; h-25f1; TCOL-6.OP31; BCOL-6.Opst; Category 11; Exp C; enclosed; MWFRS (low—rise); Lumber DOL-1.33 plots grip DOL. 1.33. 2) This truss has been designed for a 10.0 p9f bottom chord live load nonconcurrenl with any other live loads. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to beoring plate capable of withstanding 792 lb uplift at joint 1 and 692 lb uplift at joint 4. 5) This truss has been designed for a moving concentrated load of 200.O1b five located at oil mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live,loods. 6) Honger(s) or other connection device(s) shall be provided suffic:enl to Support concentrated lood(s) 302 lb down and 103 lb up of 1-1-13. and 1411 It, down and 732 It, up at 2-4-0. and 778 lb down and 385 It, up at 4-3-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 7) In the LOAD CASES) section, loads applied to the face of the truss ore noted as front (F) or bock (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase. 1.25. Plate Increase-1.00 Uniform Loads (plf) Vert: 1-4--20. 1-3--70 Concentrated Loads (lb Vert: 6.-199 B) 8--1411(9) 9--778(B) 6-2-8 2-9-15 1 .5x4 I I 3 4x4 - 3x4 - 4x5 = 3-4-9 6-2 8 3-4-9 2n9 15�' [Ll y PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T Bfqg I f� mTRACTOR TYPE: MGT3 \ -�` / es, ortt poe) I/aeu L/e PLATES GRIP SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ V ° i Te o,+, -o.oi >999 �bo I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better �` ' \ �j Bc 0.69 ver, n -o.oe ,-s >ee9 2.o As2o 246/195 hot —di ed galvanized steel. i�"�/ we 0.66 Hof:((1L)) 0.0 . 999 /- ASIBH 216/I95 PP 9 Wn4(LL) 0.0> 1-5 >999 2�0 2. Connector plates ore applied to both faces of truss of each '' int. Where dimensions are not h wn, plates are symmetrically placed a�oul joint or as ;f• C, �h 1� LOADING DATE: Feb 2012 indicated by circles �a� r ' � d t b P 9 equipment producing g CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN 3 fiul�nggjjointsfond fully embedded pla�es,lished using a ui ment roducin snug = LQ h O 4. Unl ss otherwise noted, compression top chord to be continuously braced by the _ �{ — LOADING (Per) SPACING 2-0-0 TRUSS roan( sheathing. — COMPANIES 5. The permonent structural restraint shown is to revent buckling of individual truss = �, ; _ TALL 2D.D Pioles Increase 1.25 member and is not intended as o bracing plan for the roof structure or as a plan TCOL 15.0 Lumber Increase 1.2s for the attachment of the roof to the building. ecLL o.o Rev stress Incr No CAUTION: BCOL 10.0 Caee FBC201 O/TPI2007 2590 N. Kings Highway Trusses an be dangerous and copp copse ddamage and p rs000l jn r f inn r�Q fly •, Q FortPieT e,F1.34951 handled Installed Dnd/or braced. cog sh wn on this erowipg isJ(�1'ERL�CIIU�! FL (772)4G4 4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication fiCSI 2008 BUILDING i� .... , • , . COMPONENT tSAFETY con ecNed MATwood ON.spGuile to good practice forhandling �enstall el Rea Sud Il fi, llexondrio A 223WARe1NING3(ga�enclosed� 6th dral: inwe? Streckeg®. //// OF 5 5,O ARCE ENGINEERING Standard Pacific 6512 QTY LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 170Mph(350C guSI)Vosd-132mph; h-25ft: TCDL-6.Opsl; BCDL-6.0psl; Category 11; Exp C; enclosed; MWFR5 (low-rise) Of2 X 4 SP Na.2. 92 2 X 4 SP 55. 93 2 X 4 SP SS 1-8-10 oc purlins, except end verlicols. and C-C Interiar(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and Sc 2 X 6 SP No.2 •Except' 82 2 X 4 5P SS, 84 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing, for MWFRS for reactions specified. WB 2 X 4 SP No.3 •Except• W9 2 X 4 SP No.2, W2 2 X 4 SP No.2. W9 2 X 4 SP No.2 2) Provide adequate dr.;n.ge to prevent water ponding. 3 This truss has been designed for a 10.0 pet bottom chord live load nonconcurrenl with any other live loads. OTHERS 2 X 4 SP No.3 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplill at joint(s) except 1 _ ply REACTIONS (lb/size) 11-1249/0-4-0, 2-1210/0-8-0 (jl-lb) I1-745. 2-707. 5) This truss has been designed for a moving concentrated load of 200.01b live located of all mid panels and at all panel Mow Horz 2-306(LC 4) Max Uplift 11--745(LC 5), 2--707(LC 4) points along the Bottom Chord, nonconcurrenl with any other live loads. FORCES (1b) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--2416/1276,3-4--5179/3260,4-5--5100/3274,5-6.-3069/1961,6-7.-2130/1458,7-8.-1572/1044, 9-11--319/389 BOT CHORD -1140/1683436/2214, -1526/21882170. -1146/21667t 429-- 682/956652, 14227- -1526/2188113227- � 13228- . 12Z28- 112z29--682/956. 11547/3652, WEBS 3-16.-808/621.3-15--1981/2836,5-I5--896/1444,5-14--944/751.6-14--574/993,7-13--771/1031, 7-12--1104/912, 8-12--482/819. 8-11--1256/965 -1-4-p 2-8-0 7-4-7 12-2-8 15-8-0 1 20-3-0 24-10-0 26-10-0 1-4-0 2-8-0 4-8-7 4-10-1 3-5-8 4-7-0 4-7-0 2-0-0 5x4 = 3x4 - 3x4 = 6 7 8 2x5 II 9 10 [x4 II 12 11 4x4 - 16 2x4 II - 5x5 :::;6.00 FT£ 5x9 5x5 2x4 II 2x4 II 2-8-0 1 4-8-0 9-3-10 13-8-0 15-8-0 24-10-0 2-8-0 2-0-0 4-7-10 4-4-6 2-0-0 �i� 9-2-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TQSfR9&A0J4TRACTOR TYPE: E23 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: - / / esl 0.96)) m (lee) 1/a•II L/a I1-12 >999 J60 PLATES GRIP t. Conneclor�lloles are fabricated from 20 gouge ASTM A653/653M Grade A or better hot-dippe galvanized steel. \\\ ; "r"' 3� /, 'L,11- TC fic o.7e) WB o.e7L) 0.6714-IS >436 2+0 0.25 11 �a /a Inv740 A520 246/195 As 18H 246/195 2. Connector plates are applied to both faces of truss 0t each joint. Where dimensions ore not h wn, plates are symmetrically placed about joint or as indicated b �o� �!/', 'GQ\' �� • ,• C:• (� ,j (Nal.i.) L 0.48 14-15 >610 LOADING DATE: Feb 2012 SOUTHERN circles -3. C (tin On fabrication shall be acc mplished usingequipment roducin snug fIY�Inggjo n and fully embedded pla�es. producing 9 rnJ 4 ' a '; 10.2d CRITERIA: ANSI TPI 1-2007(MATRIX)Version: TRUSS 4. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. - { I t = LOADING (psf) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is to revenl buckling of individual truss member and is not Intended at a bracing plan for the roof structure or as a plan (n T (G _ TOLL 20.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.25 for the attachment of the roo to the building. CAUTION V \ BCLL 0,0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trus es can be dangerous and coE1 copse damoge and personal in ry f i�T�pr�Re�ly hondied Installed and/or braced. tlrocing sh wn on this drawn gg Is101' EKtC IIUN 1f •, Qom,.' . F U Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication fiCSI 2008 BUILDING // .... • �? (772)464-4160 COMPONENT SAFETY INFORMATION. Guide to good practice for hondlin installing f me DI TPI I 1 ate of North Ze? Street le connected ood tr ss14. . , / \\ p1 pees . 021 m�alnufacture's VA 2 /// � S 5 Read all WARNINGS encllosedl� with drawl g package. 1 ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-4 BC 2 % 4 SP No.2 -Except- BI 2 % 4 SP SS oc purlins, except end verlicale. WB 2 % 4 SP No.3 Except W5 2 % 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. OTHERS 2 X 4 SP No.3 WEBS I Row at midpl 6-9 1 - Ply REACTIONS (Ib/size) 9-1249/0-4-0. 2.1210/0-8-0 Max Harz 2-350(LC 4) Max uplift 9--731(LC 5), 2--699(LC 4) FORCES (Ib) - Mow. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--2489/1418,3-4--2224/1312.4-5--2147/1327, 5-6--1256/826, 7-9--362/438 SOT WEBS CHORD 3-12�-418/468,5 12- 448/824/5Z 10- 76. 7356/37396-10--263/535, 6-8/1422. 9 114126B/92622, -704/1006, 9-15--704/1006 6512) QTY. 1 , NOTES 1) and CAC Inlerio (1) zone;h(Lumber OUL- .33 Plate h' h DOL-•1.33. This truss sOdesigned'forC-C for'members on farces, and low-rise 9riP for MWFRS for reactions specified. 2) provide adequate drainage to prevent water ponding. 3 This truss hog been designed for o 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 731 lb uplift of joint 9 and 699 It, uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.01E live located at oil mid panels and of all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard -1-4- R7-3-2 14-2-8 19-0-13 24-10-0 26-10-0 1-4-0 7-3-2 6-11-6 4-10-5 5-9-3 2-0-0 3.75 12 4x7 = 3x4 - 2x4 II S 6 7 8 3x6 - 12 II 3x4 - 4x5 - 3x4 = Sx4 = 8-9-0 16-7-10 24-10-0 8-9-0 7-10-10 '1�� 8-2-6 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T $RED VIi�N 0 TRACTOR TYPE: E22 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: `�\ Tc Fo¢n a peel I/eel+ l/e PLATES GRIP TO 0.79 Vert`ll -O.zs 2-12 >999 Lld A520 246/195 GRIP 1. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better ' • // ec o.79 verifrl; -o.sz z-i2 >es7 x+o hot -dipped galvanized steel. 'ram( �iL we o.4s Her,trl) 0.0a 9 99 /a A51BH 246/195 2. Connector plates are applied to both faces of truss of each 'oint. Where �!; .•4� �, (pe+ri.J mnell o.+e z >999 i+o dimensions are not h wn, plates are symmetrically placed about joint or as f. GI• 43 y1 LOADING DATE: Feb 2012 indicated by circles �o� r �J Version: 10.2d SOUTHERN 3• �,Vttingg, On d fabrico�iyn shall be apccamplished using equipment producing snugly CRITERIA: ANSI TPI 1-2007 MATRIX ttin oinls and ful embedded la es. _- 4. Unl ss otherwise noted, compression lop chord to be continuously braced by the _ C� - LonoiNc foal) SPACING TRUSSOOs sheathing. — TCLL 20.0 Plates Increoee 1.00 COMPANIES 5. To permanent slr°``°`al restraint shown is to revent buckling of individual truss N (G - TCDL Is.o Lumber Increoee 1.25 member and is not intended 0s a brocing plan for the roof structure or as a plan BCLL 0.0 Rep Stress Incr YES for the attachment of the roof to the building . . BCDL IO.o Code Fec20l0/TPI2007 2590 N. Kings Highway CAUTION: B B Y Trusses pan be don erouS and a copse damo a and personal in ry i( iLT]pr9R rl �` For[ Pierce, FI. 34951 handled Installed andtar braCe�. tlracing sh wngon this tlrawillqg is IVT EKtC IIU�J y (772)4G4-4160 Fex:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication rowing 2008 BUILDING / COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing\\� f me al pI to connected wood tr sex . TPI I I sled at 18 North a Street /// OFE S \Q \\\ �ulle 12, Xlexaonne VA 22314. luelse hone: (0��683-1b10. E-moil: Inefo�tpinsl.org -_-ex _ x1x .epho _: ......r-.�mw...Ns. eirourinn rswcizwaw_ ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied, e•cepl BC 2 X 4 SP No.2 -Except- B1 2 X 4 SP SS end verticols. wB 2 % 4 SP No.3 •Except• W3 2 X 4 SP No.2, W3 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-15 oe OTHERS 2 % 4 SP N0.3 bracing. I- ply WEBS 1 Row at midpt 6-8. 3-9. 6-9 REACTIONS (Ib/size) 8. 1249/0-4-0, 2-1210/0-8-0 Max Harz 2-394(LC 4) Ma• Uplift 8--715(LC 5). 2--590(LC 4) FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less e•cept when shown. TOP CHORD 2-3--2481/1269,3-4--1339/749.4-5--1197/774.5-6--1198/810. 6-8--1165/1021 80 HORD 3-tt.0/a23/3�5. 111-13--845a/9.255, 11- 4--1519924/�346 14.-1519/2160, 9-10--1519/2160 1 rM -1-4- 8-8-2 16-2-8 1-4-0 8-8-2 7-6-6 3.75 512) QTY. 1 NOTES 1) Wind: ASCE 7-10; 170mph(35e0 qusl)Vasd-132mph; h-2511; TOOL-6.OPsf; BCUL-6.Opaf; Category II; E•p C: enclosed; MwFRS (low-rise) and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOL•l.33. This truss is designed for C-C for members and tortes, and for MWFRS for reactions specified. 2 Provide adequate drainage to prevent water ponding. 33 This truss has been designed for o 10.0 psi bottom chord live load nonconcurrenl with any other live Ioods. 4 All plole] are A520 plates unless otherwise indicated. 5 Provide mechanical connection (by others) of truss to bearing plate capable of wilhslondinq 715 lb uplift at joint 8 and 690 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord• nonconcurrenl with any other live loads'. LOAD CASE(S) Standard 24-10-0 8-7-8 10x10 AS18H = 5 26-10-0 2-0-0 5x4 = 6 7 3x6 = 1 1 . I 1 x4 // 3x4 = 3x8 = 2.5x6 II 7-4-15 1 16-2-8 24-10-0 7-4-15 8-9-9 �` 8-7-8 _ATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO eRECTIC SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� " {� I. Connectorulales are fabricated from 20 gauge ASTM A653/653M Grade A or better hot—dippe galvanized steel. 2. Connector plates are applied to both faces of truss at each I'�int. Where C(j:,•�f dimensions are not h wn, plates are symmetrically placed about joint or as 4 indicatedla circles ?a 3• CC tting, On fabricallon shall be act mplished using equipment producing snug — J SOUTHERN I Ing joints and fully embedded pla�es. _ w 4. Unless otherwise noted, compression top chard to be continuously braced by the TRUSS roof sheathing. COMPANIES 5 Thepermanent not Intended OF a bracing piono(orethe roof sltructure or las o plans Co for the attachment of the roof to the building. TRACTOR )iL � • ,�+ ' csl TC 0.93 BC 0.91 ' w8 0.51 (Matrix) I LOADING •• 1y �_ CRITERIA: Al •� � ••��( — LOADING (psi) �J — TCLL 20.0 — TCDL 15.0 BCLL 0.0 ` BCDL 10.0 TYPE: E21 con. 1 floe) I/loll L/a PLATES GRIP Verl(LL) verl TL -0.32 9-II >9I6 -0.59 9-11 >496 ]60 240J AS20 246/195 [ n/ / AS16H 246/195H"dTL 0.0169 1-IBI >o 20 DATE: Feb 2012 n 4Toly Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress I— YES Code FBC2010/TP12007 2590 N. Kings Highway Trus es can be dangerou and Ga Acopse�damoge an ersonal in r if ID�r�D rl '. Fort Pierce, Fl. 34951 hond�ed installed and/or sbracetl. �racing sh wn on lhdspdrowi(tg Isj(�T Eftt( IIU�1 y / F� e •• \ (772)4G4-41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute ?TPI) publication f3CSl 2008 BUILDING COMPOttNENoT SAFETY INFORMATION. Guile to good practice for ghondlin�installing �� uile 3112PIGIexo driacVA 22314,1rlelepehdnePl(1 OJ�683-1t6101 ENmoil: Info@tpin[[st.org /// OFES rJ,O Road all manufacture's WARNINGS enclosed with dnawing packeige. //I, ARCE ENGINEERING Standard Pacii LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or BC 2 x 4 SP No.2 •Except• BI 2 x 4 SP SS 3-0-14 oc purlins, except end verlicals. WB 2 X 4 SP No.3 •Except• W6 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-11 oc OTHERS 2 X 4 SP No.3 bracing. 1 — ply WEBS 1 Row at midpl 6-9 REACTIONS (lb/size) 9-1249/0-4-0.2-1210/0-8-0 Max Harz 2-438(LC 4) Mow uplift 9--697(LC 5). 2--580(LC 4) FORCES (lb) — Max. Camp./Max. Ten. — All forces 250 (lb) or less except when shown. TOP CHORD 2-3--2469/1316, 3-4--2169/1152, 4-5--2067/1170. 5-6--1259/717. 7-9--377/454 BOT CHORD 2-14--1596/2257.12-14--1596/2257.12-15--1162/1660,11-15--1162/1660.10-11--1162/1660, 10-16--631/893, 9-16--631/893 WEBS 3-12--356/400,5-12--253/592.5-10--747/595. 6-10--355/741, 6-9--1168/859 NOTES 1) Wind: ASCE 7-10; 170mph(35eo gu5t)Va3d-132mph; h-25ft; TCDL-6.Op5f; BCOL-6.Opsf: Category II; Exp C: enclosed; MWFRS (low—rise) and C—C Inlerlor(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C—C for members and forces, and for MWFRS for reactions specified. 2 Provide adequate droinoge to prevent water panding. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl w;lh any other live load!. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 697 lb uplift al join) 9 and 680 lb uplift u1 joint 2. 5) This truss has been designed for a moving concentrated load of 200.011, live located at oil mid panels and at oil panel points along the Bottom Chord, nonconcurrenl with any other live loods. LOAD CASE(S) Standard 1-4-0 6-10-13 12-2-14 18-2-8 24-10-0 26-10- 1-4-0 6-10-13 5-4-2 5-11-10 6-7-8 2-0-0 3.75 FM 5x6 = 2x4 II 6 7 8 3x6 = 12 )1 Iv 3x4 = 3x4 = 3x4 = 5x5 = PLATE: SIMPSON STRONG -TIE SEALING I. Connector hot—dippe 2. Connector dimension indicated 1 SOUTHERN 3. Fi�l�ng9oln TRUSS '• unlgBs eol roo sheaf COMPANIES S. The pe rmo member a for the at 2590 N. Kings Highway Trusses p( Fort Pierce, Fl. 34951 handled In (772)4644160 Fax:(772)318-0015 BRACING. RA ONEI 8-11-8 16-0-14 24-10-0 8-11-8 7-1-6 FURNISH A COPY OF THIS TRUSS DESIGN T ENO 3 If I km 8-9-2 TRACTOR RUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 11v IN t LZ rL '/�� cs o.7s :s ore fabricated from 20 gauge ASTM A653/653M Grade A or better �� ' ` BC D.ee ionized steel. \' .•'�rn(a iL i Wa 0.4e :s are applied to both faces of truss at each 'oinl. Where �l�'• 'G^L (M°f'I') not �hpwn, lobes ores metrical! laced o�loul joint or as Cles all. P y P !>j� ' LOADING rice�Ion shall dba occpomplished using equipment producing snug 4. O CRITERIA: Al e noted compressionetop chord to be continuously braced by the w T LOADING (psf) struclurol restraint shown is to revent buckling of individual truss (n (G = TCLL 20.0 not intended a a bracing pion for the roof structure or as a plan TCOL 10.0 lent of the roo� to the building. BELL .0 CAUTION: \ ecoL o.o den erou and a cause damage an personal in r if i��rr�1ppr n rl F Q` d o nd/or �brace� racing sh wngon this drowingg isl(�T Er(tC>° �l y L V to the Truss Plate Institute �TPI) publication hJC51 2008 BUILDING �� • .. , , , • . •' FETY INFORMATION, Guile to good practice for handling installing :onnected wood tr sspes . TPII I ate a 1 North Lee Street if®oo VA 223wARelle iP7o§(fYn l68 1 1 . arewir;o°tpao�g.. /�OFFS It 5 TYPE: E20 DEFL In (loc) I/dell L/d PLATES GRIP Vert((LL)) —0.]0 9-10 >990 060 Verl(Tl) —0.55 3-12 >529 240 A520 246/195 Hora(TL) 0.07 - 9 n/° n/o A518H 246/195 W;nd LL 0.17 12 >999 240 DATE: Feb 2012 rnr, onn� uATov Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep 511ess Inc, YES Code FBC201 O/TP12007 ARCE ENGINEERING Standard Pacific 6512 QTY. I LUMBER BRACING NOTES TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 1) Wind: ASCE 7-10; 170mph(3sec gust)vosd-132mph; h-25ft; TCDL-6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed: MWFRS (low-rise) BC 2 x 4 SP No.2 -Except- Elf 2 X 4 SP SS oc purlins, except end verticals. and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and wB 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-6 oc brocing. for MWFRS for reactions specified. OTHERS 2 x 4 SP No.3 WEBS 1 Row at midpl 7-9. 6-9 2) Provide adequate drainage to prevent water ponding. 1 - ply 33 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. REACTIONS (lb/size) 9-1249/0-4-0. 2-1210/0-8-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 676 lb uplift at joint 9 and 669 Mo. Harz 2-482(LC 4) lb uplift at joint 2. Max Uplift 9-B2(LCC 5). 2--669(LC 4) 5) This truss has been designed for a moving concentrated load of 200.01b live located of all mid panels and at oil panel points along the Bottom Chord, nonconcurrenl with any other live foods. FORCES (Ib) - Max. Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3--2483/1268. 3-4--2194/1124, 4-5--2075/1136. 5-6--1124/602. 7-9--290/364 LOAD CASE(S) Standard B07 CHORD 2-14--1601/2270,12-14--1601/2270.12-15--1110/1556.11-15--1110/1556.10-11--1110/1556, 10-16--438/616, 9-16--438/516 WEBS 3-12--358/421. 5-12--308/686, 5-10--838/699. 6-10--477/881, 6-9--1079/805 r'7 -1-4-0 6-11-5 13-2-8 20-2-8 24-10-0 26-10- 1-4-0 6-11-5 .6-3-4 7-0-0 4-7-8 2-0-0 3.75 FfY 5x4 = 2x4 II 6 7 8 3x6 = 12 11 10 9 3x4 = 3x4 = 3x4 = 5x4 - 8-9-10 17-0-7 r 1 24-10-0 8-9-10 8-2-13 ��J 7-9-9 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T "15 �� l TRACTOR TYPE: E19 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� p / C91 DER n (1ee1 1/de11 L/d PLATES GRIP ,1 / C 0.07 VerltLL -0.26 10-12 >999 ]60 I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better �` " • "' / Be 0.T6 verl(n� -o.s2 2-12 >a63 240 AS20 z46/195 hot -dipped galvanized steel. Sr J1C we 0.56 Hen(n o.ae 9 n/e n/e ( ASIBH 246/195 2. Connector plates are applied to both faces of truss of each joint. Where /:.•G fa i (aelr•I nelLL 0.17 12 >999 240 dimensions are not ,Shpwn, plates are symmetrically placed about joint or as J-. C �(� b� LOADING DATE: Feb 2012 indicated by circlestt o/. b oo r Version: 10.2d SOUTHERN 3. FVttiggjand n sfondcfulllo embedded cc7mPlished using equipment producing snug CL , h 0 l55 CRITERIA: ANSI TPI 1-2007 MATRIX 4. Unl ss otherwise noted, compression top chord to be continuously braced by the lLJ - TRUSS r00� sheathing. - I-- { - LOADING (pal) SPACING 2-0-0 5. The pbeermonent structural restraint shown is togevent buckling of individual truss f11 _ TCLL 20.0 plot., Increase 1.00 COMPANIES memr and is not, intended as a bracing pion far the roof structure or as a plan �G TCOL 15.0 Lumber Increase 1.25 for the attochmenl of the roof to the building. BOLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway Trusses pan be dongerous and app AcopseOddo age anq persopol in ry f i��rr�1por R rl V . Fort Pierce, Fl. 34951 handled Installed and/or brace tlracing sh wn on this drawly gg Is1U� EttC�I�FJ y F V (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication f3CSl 2008 BUILDING i �? COMPONENT SAFETY INFORMATION. GuNe to g�soo9d procddtice forhandlinginstalling /� oSf rne{311 plate connected wood trl�Sses . Tf �(l03�683-1tb101 ENmoh:Lei Streest.org //// OF� 5 �0 \\�� idle 12, Alexandria VA 22314. telephone: Read fall manufacture's WARNINGS enclosed with drawingpackage. 111\ ARCE ENGINEERING Standard Pacific 6512 Q 1 LUMBER BRACING NOTES 1) Wind: ASCE 7-10; 170mph(3sac gusl)Vasd-132mph; h-25f1; TCOLw6.Opsl; BCOLw6.Oper; Category II: Exp C: enclosed; MWFRS (low-rise) TC 2 X 4 SP Na.2 TOP CHORD Structural wood sheathing directly opplied or 21 9-12 except end verticals. and C-C Inferior 1 zone; lumber OOLw 1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and t ) Be 2 X 4 SP No.2 -Except- B1 2 X 4 SP SS 1 BOT CHORD oc pudins, Rigid ceiling directly applied or 5-3-7 oc bracing, for MWFRS for reactions specified. WB 2 X 4 SP No.3 OTHERS 2 X 4 SP No.3 WE 1 Row of mitlpl 7-9, 6-10, 6-9 2) Provide odequole drainage to prevent water pond; 3 This truss has been designed for a 10.0 per bollom chord five load nonconcurrenl with any other live loads. 1 -Ply I - Ply 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 670 lb uplift of joint 9 and 656 (lb/.;Z.) 9�1249/0-4-0, 2�1210/0-8-0 Max Harz 2w525(LC 4) uplift of joint 2. 5) T This truss hot been designed fora moving concenlraloud of 200.OIb live totaled at all mid panels and of all pone) Mox Uplift 9w-670(LC 4). 2w-656(LC 4) points along the Bottom Chord. nonconcurrenl with any other live foods. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3w-2478/1195,3-4--2313/1202.4-5--2175/1226, 5-6w-1244/691, 7-9--201/287 BOT WEBSHORD 3-14--1576/226S-12w-590/976/226 . 2825/7 O56/1106.-777/12202. 96891. 61029/809-958/1362, 10-t6w-246/341, 9-t6w-246/341 - 1 -4 0 7-7-5 14-10-14 22-2-8 124-10-0,26-10-Q 1-4-0 7-7-5 7-3-10 7 3 10 2-7-8 2-0-0 5x4 = 2x4 III 3.75 t�L- 6 7 8 3x6 = 12 11 1U u 3x4 = 3x4 = 3x4 = 5x4 = PLATE: SIMPSON STRONG -TIE SEAL 1. Conl hot- 2. Coni dim! indi( SOUTHERN 3. R111 TRUSS nIS nl U a. COMPANIES s. er for 2590 N. Kings Highway Tru: Fort Pierce, FI. 34951 hon BRA (772)464-4160 Fax:(772)318-0015 CON 8-4-10 16-5-9 24-10-0 8-4-10 8-0-15 uu� �L -4-7 FURNISH A COPY OF THIS TRUSS DESIGN T tAgC Ohl TRACTOR 3S DESIGN BASED UPON THESE DESIGN CRITERIA: \�\ ♦ esl OerL is peel 1/a�11 / TC 0.96 Ven(ll) -0.29 9-10 999 fabricated from 20 gauge ASTM A653/653M Grade A or better i� sc 0.e3 varl rL -0.69 2-12 >591 ed steel. ,•' fir we 0.77 Hor.((TL) 0.0s 9 a/9 \ ,,+ (mot rir) wlnd(1.8 0.19 12 >999 applied to both faces of truss of each Point. Where �. '�^t " . V� �hpwn, plates are symmetrically placed about joint or as ;r• ,; C, AGO % LOADING ionJ shall a act mplished using equipment producing snug Q ` r� CRITERIA: ANSI TPI 1-2007 MATRIX led compressllon�etop chord to be continuously braced by the _ 1L1 5 ( 1 _ )-^ � LOADING (pal) SPACING 2-0-0 aural restraint shown is to prevent buckling of individual truss Uj = TCLL 20.0 Plates Increase 1.00 ntended as a bracing plan for the roof structure or as a plan TCOL 0.0 Lumber Stress Incte 1YES .25 of the roof to the building. BCOL 0.0 Rap Stress BCC 007 CAUTION: \ ecoL lo.o coda FBC2010/TP120D7 de oug and a copse damage an ersonal in' ry if i�r�pr9RQrl Q \ /or bracedr. racing sh wngon thiispdrowlpg is lUT EFi ffi y ie Truss Plate Institute TPI) publication CSI 2008 BUILDING i� •., \� \� INFORMATION. Guile to good practice for handlin installing ected wood I sses . TPI 15I9 sledd al p1g North tei Street /�/ OF i� \\\ a VA 22314_lf a hone: (/03f 683-1b10. E-mail: in�o@tpinst.org® /// E S S t\\\ TYPE: E18 L/d 0 PLATES GRIP 24 N0 A520 246/195 240 A518H 246/195 DATE: Feb 2012 Version: 10.2d ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 BC 2 % 4 SP No.2 •Exeepl• Bl 2 X 4 SP SS oc purtins, except end verticals. WB 2 % 4 SP NW SOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2 % 4 SP No.3 WEBS 1 Row of mldpt 8-10, 7-11, 7-10 I - Ply ACTIONS (Ib/si:e) 10-1339/0-4-0, 2-1300/0-8-0 Max Harz 2-569(LC 4) Moe uplift 10--723(LC 4). 2--695(LC 4) FORCES (lb) - Mom. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--2766/1393,3-4--2417/1165.4-5--1308/599.5-6--1246/618, 6-7--1312/777, 8-10--240/313 DOT CHORD 2-15--1824/2539. 13-15--1824/2539.13-16--1368/1925,12-16--1366/1925.11-12--1368/1925, 11-17--237/332, 10-17--237/332 WEBS 3-13--362/432,4-13--171/587,4-11--BB7/682.6-11--433/461,7-11--928/1406, 7-10--1074/BZB 12) QTY. 1 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; 11-2511; TCDL-6.Opsf; BCDL-6.Opsf; Category 11; Exp C; enclosed; MWFRS (low-rise and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOL-1.33. This'lruss is designed for C-C for members and forces, and for MWFRS for reoclions specified. 2 Provide adequate droinaie to prevent water ponding. 3 This truss has been designed for a 10.0 psf bottom chord live load —concurrent with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 723 It, uplift of )olnl 10 and 695 lb uplift of joint 2. 5) This truss has been designed for a moving concentraled load of 200.Olb live located at all mid panels and of oil pone[ points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I1 4,0 6-3-6 12-3-2 18-2-13 24-2-8 126-10-028-10—Q 1-4-0 6-3-6 5-11-11 5-11-11 5-11-11 2-7-8 2-0-0 5x4 = 2x4 III 5"7.9 F`l T 4x5 = 13 12 11 1" 3x4 = 3x4 = 4x8 = 5x4 = PLATE: SIMPSON STRONG -TIE SEALING 1. Conneclo hot—dippi 2. Connects d)mensior in SOUTHERN Ydicated 3. IngJol TRUSS 4. Unlreal Ss at ef Shea COMPANIES 5• membeThe perrm for the al 2590 N. Kings Highway Trus es c handled Fort Pierce, FI. 34951 u G. (772)464-4160 Fax:(772)318-0015 BOA ONE 9-0-10 9-0-10 18-2-13 9-2-3 26-10-0 [LI[8-7-3 :URNISH A COPY OF THIS TRUSS DESIGN TQeREPJQN'g9NTHAc I t :SIGN BASED UPON THESE DESIGN CRITERIA: \�x P It, oted from 20 gouge ASTM A653/653M Grade A or better :d to both faces of truss at each Point. Where plates are symmetrically placed about joint or as III a accomplished using equipment producing snug l 5 mpressllonetop chord to be continuously braced by the = h (S dsas a brohc g planalorethe root structure olr 1as a plans (n roof to the bulldlno. and co BC090 . w0 i089 (Maw). 26 vaelLLL� —0.6111-13 >514 II/deC61 iIJ >TC 34 I—9n Nort007 10 n w;ntl(03 >999 LOADING ;RITERIA: ANSI TPI 1-2007 MATRIX LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress lner YES SCOL 10.0 Code FBC2010/TP12007 TYPE: E17 L/d PLATES GRIP L/d 240 AS20 246/195 240 AS18H 246/195 DATE: Feb 2012 Version: 10.2d 61 ARCE ENGINEERING Standard Pacific 6512 QTY. 1, LUMBER BRACING NOTES TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced root live loads have been considered for this design. BC 2 x 4 SP No.2 •Except• BI 2 x 4 SP SS 2-10-11 oc purlins, except end verlicols. 2 Wind: ASCE 7-10: 170mph(3sec gust)Vasd-132mph; h-25f1; TCDL-6.0psf; BCDL-6.0psf; Category II; Exp C; enclosed; MWFRS (low-rise) WS 2 x 4 SP N0 .3 •Except• W6 2 x 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, and C-C Interior(l) -1-4-0 to 2B-10-0 zone; Lumber DOL-1.33i plate grip DOL-1.33. This truss is designed for C-C for members OTHERS 2 x 4 SP N0.3 WEBS 1 Row at midpt 8-10, 6-10 and forces, and for MWFRS for reactions specified. 1 - Ply 3 Provide adequate drainage to prevent water ponding. REACTIONS (lb/size) 10-1339/0-4-0. 2-1300/0-8-0 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live foods. Mox Harz 2-613(LC 4) 5 Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 724 ID uplift of joint ID and Mox Uplill 1D--724(LC 4), 2--682(LC 4) 682 It, uplift at joint 2. Mox Grov 10.1J39(LC 1), 2-1303(LC 10) 5) This truss has been designed for a moving concentrated load of 200,Olb live located of all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or lees except when shown. TOP CHORD 2-3--2761/1325,3-4--2454/1168,4-5--1363/587, 5-6--1351/609, B-10--392/467 LOAD CASE(S) Standard SOT CHORD 2-15--1803/2533, 13-15--1803/2533.13-16--1273/1799,12-16--1273/1799,11-12--1273/1799, 11-17--703/1009, 10-17--70J/1009 WEBS 3-1J--385/450.4-13--322/684,4-11--804/560,6-11--378/795, 6-10•-1306/934 28-10-0 1 -,1-4-0 6-11-11 13-4-6 1 19-6-7 26-2-8 26-10-0 1=4-0 6-11-11 6-4-11 6-2-2 6-8-1 0-7-8 2x521b-0 3x4 = 3.75 FTY 78 9 Ln 00 I ao 1; 0 LDI 0 PLATE: SIMPSON STRONG -TIE SEALING I. Connects -ip, of 2. anndecta dimensiol irn•�dld1icated SOUTHERN 3. II[lIng9ot TRUSS 4. UnlIss at hea roe s COMPANIES 5. The perm e mmber for the ai 2590 N. Kings Highway Trusses 4 Fort Pierce, Fl. 34951 handled u (772)464-4160 Fax:(772)318-0015 BRACING. rnmpnnlr 4x5 - 13 12 11 10 3x4 - 3x4 - 5x4 = 3x4 8-11-11 17-7-1 p 26 10-0 8-11-11 8-7-6 � �A�( FURNISH A COPY OF THIS TRUSS DESIGN TO 'RED lWwATRACTOR TYPE: E16 IUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1\ P ' R / // csl bEn 11ee1 veep Lie PLares GRIP are fabricated from 20 gouge ASTM A653 653M Grade A or better g g / nized steel. \ ""• JjL / TC o.73 BC 0:97 We o.e2 ven((LL)) -0.J7 10-11 >6S6 1 1(TL)-0.6510-11 >484 Hort(TL 0.09 la n/o D60 2/o n/o A$20 246 195 ASIBH 246%195 are applied to bath faces of truss at each Joint. Where h rt fit^ G. LNarr1 wi d(L8 0.2011-1> >999 240 LOADING DATE: Feb 2012 Dl wn, plates are symmetrically placed about joint or as es �o� `�" , (: �� \� CRITERIA: ANSI TPI 1-2007(MATRIX)Version: -a Ion shall be acc mplished using equipment producing snug _� fully embedded Q r� 4U M 1D.2d planes. noted, compression top chord to be continuously braced by the _- f f : 5 = ruclural restraint shown is tofprevenl buckling of individual truss - intended bracing the F (f3 t - - (psf) iciDlNc zo.a 0-1 SPACING 2-0-0 Plaleslnareaee 1.00 it as a plan or root structure or as a plan nt of the root to the building. TCDL 15.o SCLL 0.0 Lumber Inereaee 1.25 Rep Stress Incr YES CAUTION: BCDL 10.0 Code FBC20I0/TP12007 and a copse ddame a or ersonal (n r f I r rl lroce� �racln sh Wn on thdisptlrawi gg I'Mr `1I EMCI�8�I y i ss Plate Institute TPI) publication ntTCSI 2008 BUILDING F`- 2MATION. Guide to good practice for hondling installing / O� \\� w2Qod lr ses .TPI tss I99cal d at 21g North L,e Street ?2314, lu.. hone: (/03) 6S3-1b10 E-mail: nfo@tpinst.org // F� S Sj \\ a WARNINGS enclosed with drawln ecka a. ARCE ENGINEERING Standard Pacific 6512 QTY. 1 LUMBER BRACING NOTES TC 2 % 4 Ste No.2 TOP CHORD Structural wood sheathing directly applied or 1) wind: ASCE 7-10; 170mph(38ec gusl)Vosd-132mph; h-25n: TOOL-6.ODsf; BCDL-6.Opsf; Category 11; ESP C; enclosed; MWFRS (low-rise) BC 2 % 4 SP No.2 -Except- B7 2 X 4 SP 55 2-11-1 cc Durlins, except and verlitols. and C-C Inlerior(1) zone; Lumber DOL-1.3J plate grip DOL•1.3J. This truss is designed for C-C for members and tortes, and WB 2 % 4 SP No.3 -Except- W6 2 % 4 SP No.2 907 CHORD Rigid ceiling directly applied or 2-2-0 cc brocing. for MWFRS for reaclions specilied. OTHERS 2 % 4 o. No.3 WEBS 1 Raw of midpl 7-8. 6-8 2)) This truss has been designed for a 10.0 pot bottom chord live hood nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 700 lb uplift at joint 8 and 680 1 - Ply REACTIONS (Ib/size) 8-1182/0-4-0, 2.1306/0-8-0 lb uplift s joint 2. Mox Harz 2-623(LC 4) 4) This truss has been tom Cad for o concur ent with hood of 200.OIb live located at all mid panels and at oil panel Me Uplift Uplift B--700(LC 4). 2--680(LC 4) points along the Bottom Chord. nonconcurrent with any other five hoods: FORCES (lb) - Max. Comp./Max. Ten. - All forces 25D (Ib) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--2774/1346.3-4--2448/1166.4-5--1341/585. 5-6--1218/606 BOT CHORD 2-13--1836/2545, 11-13--1836/2545,11-14--1299/1005.10-14--1299/1805,9-10--1299/1805.9-15--690/956. 8-15--690/956 WEBS 3-11.-390/458,4-11--303/680,4-9--834/685, 6-9--390/813, 6-8--1285/939 PLATE: SI 1-4-0 6-10-6 1 13-5-2 19-11-13 26-10-0 -4-0 6-10-6 6-6-11 6-6-11 6-10-3 3.75 12 2x5 II 7 3x4 - 3x4 - 3x4 - 5x4 - 9-0-10 17-9-9 26-10-0 9-0-10 8-8-15 �`f 9-0-7 N STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T �11 SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better . \ "j hot -dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each 'oint. Where �J:."G l� W dimensions are not h wn, plates are symmetrically placed o�out joint or as r indicated b circles �o� •`' r��} ; 3. � (ling, qn fobricatlon shall be act mplished using equipment producing snug 1 Q- . ,•,a fI Ing join s and fully embedded plo�es. - Lie ; = 4. Unl ss otherwise noted, compression Lop chord to be continuously braced by the _ (< - rooef sheathing. - 5. The permanent structural restraint shown is to revent buckling of individual truss member and is not( intended o a bracing pion for the roof structure or as a plan for the ottochment of the roo�to the building. CAUTION: C/ Trusses Fan be den erou5 and Ca cause dame a and p rsonol in ry iF i�17pr9R2rl �',• honTled lnslolled and/or bracerJ. tlrocing sh pp)on this �rowl�gg isJUT EHtCIIUN y F� V BRACING. Refer to the Truss Plate Institute �TPI) publication trCSl 2008 BUILDING it J �0 COMPONENT SAFETY INFORMATION. Guir a to good practice for handling installingJ 4f met3,I plole connected wood tr ssppes . TPI Ij I99cate� at 7018 North Lee! Slree Read all malnufacture's WARNINGS enc)losed6with drel: inwln at ackage. ///// FE S S �� \\ TYPE: E15 es1 Berl (roe) I/den L/a PLATES GRIP Tc 0.73 9er1((LL)) -0.35 a-9 1907 360 Be 0.95 verl(TL) -0.60 B-9 )524 240 AS20 246/195 we 0.64 4-(TL)) 0.08 a n/a /o AS BH 246/195 (adlrb) wlnd(LL) 0.20 9-11 s999 240 LOADING DATE: Feb 2012 rr . .,n, Version: 10.2d LOADING (psi)' I ISPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCOL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Iner YES BCDL 10.0 Code FBC2010/TP12007 S-3 ARCE ENGINEERING Standard Pacific 6512 QTY. 1 LUMBER BRACING TC 2 X 4 SP SS -Except- T2 2 X 4 SP No.2 TOP CHORD Siruclural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 170mph(33ee gusl)Vastl-132mphi h-25fl;.TCOL-6.Opsh BCDL-6.Ops1; Category 11; ExD C; enclosed; MwFRs (low-rise) C-C Inlerior(I) zone; Lumber OOL-1.33 plate grip DOL•1.33. This truss is designed for C-C for members and forces, and BC 2 X 4 SP SS 2-11-1 0c purlins, except end verlicols. WB 2 X 4 SP No.3 -Except- W6 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-1 cc bracing. ontl for MWFRS for reactions specified. This truss has been designed for a 10.0 bollom chord live load nonconcurrenl with any other live loads. OTHERS 2 X 4 SP No.3 WEBS 1 Row at midpt 8-10, 5-11, 7-10 2) psf 3 Bearing at joinl(s) 10 considers parallel to groin value using ANSI/TPI 1 angle to grain formula. Building designer should 1 - ply REACTIONS (lb/size) 2-1456/0-8-0, 10-1353/0-2-12 verify capacity of bearing lurface. 4) Provide mechanical connection (by others) of truss to bearing plate of joinl(s) 10. Mox Harz 2-700(LC 4) Mo: Uplift 2--744(LC 4), 10--B01(LC 4) 5 Provide mechanical connection by others) of truss to bearing plate capable of withstanding 744 lb uplift of joint 2 and 601 FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. lb upl"t al joint 10. 6) This truss has been designed for a moving concentrated load of i200.01b live located at all mid panels and at oil panel foods. TOP CHORD 2-3--3141/1477, 3-4--2874/1386. 4-5--2746/1408. 5-6--1458/609. 6-7--1374/626, 10-14--203/261. 8-14--201/261 points along the Bottom Chord• nonconcurrenl with any other live BUT CHORD 2-16--2043/2882, 13-16--2043/2882.13-17--1479/2043,12-17--1479/2043,11-12--1479/2043. 11-18--590/945, 10-IB--689/946 LOAD CASE(S) Standard WEBS 3-13--423/485,5-13--448/870,5-11--1007/838,7-11--475/961, 7-10--1400/1039 1-4-0 8-5-4 15-2-0 1 23-6-1 30-3-12 1-4-0 8-5-4 6-8-11 8-4-1 6-9-11 3x4 - 3.75 [TY7 2x4 II 8 9 I I rn 11 0 II I 0 14 co 0 3x7 - 13 12 11 10 3x4 - 4x6 = 3x4 - 5x5 - 3x4 = 9-11-7 20-4-11 30-3-12 9-11-7 10-5-5 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T Rk WWOONTRACTOR TYPE: E14 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ P `fQ // • . , /i csl TC a.BS 0rn in Dart 1/sett 1/d Yen(LL —O. i, I..) ,11 360 PLATES GRIP I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot —dipped galvanized steel. �� •' • �(_^ �(L / BC o.39 8 0.71 (ue1:,.J ven(18 —O.B211-13 >432 240 Herr(T8 0.o9 0 x/a �/e rr,•a(LLJ o.xa 2—IJ >999 240 AS20 246/195 As1eH 246/195 2'' Connector ploles ore applied to both faces of truss at each joint. Where /�! • . �j• �� - LOADING DATE: Feb 2012 dimensions ore not h wn, plates are symmetrically placed about joint or as indico(ed b circles �a� `� , , 1, r�4J b� CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. CC kting,gndY(abricallon shall be accomplished using equipment producing snug _� f�ling fully embedded 4 �� lit - Version: 10.2d TRUSS )Dints 0nd plates. a. UnlP,ss otherwise noted, compression lop chord to be continuously braced by the _— root sheathing: _ L+! f-- C _ LOADING (psf) SPACING COMPANIES 5. The ermone nI. structural restrain( shown is to revent buckling of individual truss ^ member and is not intended as a bracing plan for the roof structure or as a plan N ; _ �i TOLL 2D.D Plates Increase 1.00 TCDL ts.o lamber Inareoee I.25 YES for the attachment of the roof to the building. CAUTION: 'v SCLL 0.0 Rep Stress Incr BCDL ID.O Code FBC20IO/TP12007 2590 N. Kings Highway Fort Pierce, FI. 34951 Trusses ca be don erou 0nd co copse domo a and ersonal {n r if I r R rl handled Ins,qolled o nd/or Sbraced. cog sh wn on lhisptlrowlpgg isl(�T EC�IU�I y e FL (772)4G4-41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication eCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handlin installing 4f mettal pl to connected wood lr ses . TPI I I toted ol: p1g North �ee SS? •' // // Op \Q Suite 312, %lexandrio VA 22314. luewhone: (70l3) 683-1010 E—mail: Info@tpinsl.org / S 5 \ \\ Read all manufacture's WARNINGS enclosed with drawillnill package. ARCE ENGINEERING Standard Pacific LUMBER BRACING Tc 2 X 4 SP SS -Except- T2 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or BC 2 X 4 SP SS 2-11-1 oc purlins, except and verlicals. WB 2 X 4 SP No.3 -Except* W6 2 X 4 SP No.2 SOT CHORD Rigid ceiling directly applied or 4-6-1 oc brocing. OTHERS 2 X 4 SP No.3 WEBS 1 Row at midpt 8-10, 5-11, 7-10 1 - Ply REACTIONS (Ib/size) 2-14515/0-8-0, 10-1353/0-2-12 Mow Harz 2-700(LC 4) Mox Uplift 2--744(LC 4). 10--801(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or lees except when shown. TOP CHORD 2-3--3140/1476,3-4--2873/1386,4-5--2745/1408,5-6--1458/609,6-7--1374/625.10-14--203/261, 8-14--201/251 BOT CHORD 2-16--2042/2881,13-16--2042/2881,13-17--1479/2042,12-17--1479/2042,11-12--1479/2042, 11-18--689/945. 10-18--589/946 WEBS 3-1 3 --423/485, 5-13--445/870. 5-11--1006/838. 7-11--475/961, 7-10--1400/1039 .3 NOTES 1) Wind: ASCE 7-10; 170mph(3eec gusl)vosd-132mph; h-25f1; TCDL-6.Opsf; BCDL-5.Op5f; Category 11; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(l) zone; Lumber OOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss hos been designed for o 10.0 psf bottom chord liveloadnonconcurrenl with any other live loads. 3 Boorinq of joinl(3) 10 considers parallel to groin value using ANSI/TPI 1 angle to groin formula. Building designer should verily capacity of bearing surface. 4) Provide meehoniaal connection (by others) of truss to bearing plate al joinl(s) 10. 5 Provide mechanical connection (by others) of truss to bearing prole capable of withstanding 744 It, uplift at joint 2 and 801 lb uplift at joint 10. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and of all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard -1-4-0 8-5-4 15-2-0 23-6-1 30-3-12 1-4-0 8-5-4 6-8-11 8-4-1 6-9-11 I n 11 0 II I 0 3x4 - 3.75 12 2x4 II 8 9 3x7 - 13 12 11 10 3x4 = 4x6 = 3x4 - 5x5 = 3x4 = 9-11-7 20-4-11 30-3-12 9-11-7 10-5-5 [,-�11-1 14 0 I I 0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T 'EA9 f t I 0 TRACTOR TYPE: E13 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ti� �} i "' � C51 TC 0.e5 0Ln 1'1- '/°°" U4 Verl(LL -O.es l 1-13 >767 360 PLATES GRIP I. Connector plates ore fabricated from 20 gouge ASTM A653/653M Grade A or better hot -dipped galvanized steel. joint. , •' r�(: it i {(j ec 0.59 we 0.71 (uma.J ve.l(1L� -o.ex 11-u >x3: 2e0 He.etTL 0.09 to /e /e waa{ui oae 2- 3 >999 i.o AS, itsjigs 2. Connector plates are applied to both faces of truss at each Where ,•G� �� i LOADING DATE: Feb 2012 Version: 10.2d dimensions are not h wn, plates are symmetrically placed about joint or asCt indicated b circles lip fabricotlon be occ mplished using equipment snug rnJ Q. �' SOUTHERN 3. fling, qn sholl producing fitting Joints and fully embedded plates. = „� LLI CRITERIA: ANSI TPI 1-2007 MATRIX TRUSS 4. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. - { r = LOADING (pet) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan (!7 (G _ TCLL 20.o Plates Increase 1.00 TCDL 5.o Lumber lnareoee 1.25 for the atlochmen of the roof to the building. CAUTION: 4,\ BCLL 0.0 Rep Stress lncr YES BCDL 10.0 Code FBC2010/TP12007 2590N. Kings Highway Fort Pierce, Fl. 34951 Trusses can be dangerous and a copse damage and personal in r f 1 r rly handled lnstolled and/or brace. 8racing sh wn on this drowlp9 isJYJ(�1' ER CI°. )i •- Q� .' F y (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication BgCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for hdndlin installingO f me al plate connected wood lr ssppes . TPI {� I ottBBedddd at: North eel Street 7 F �1@ en�cllose oickego. /// E S S R..ud allmanufacture's3WARININGS d with drawinggl 7 1 ��\ ARCE ENGINEERING Standard Pacific (6512) QTY. 13 LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2511; 7COL-6.Opsf; BCDL-6.Op3f; 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 2 X 4 SP No.2 oc purlins, except and verlicals. and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOL-1.33. for MWFRS for reoelions speeiRed. WB 2 X 4 SP No.J BOT CHORD Rigid ceiling directly applied or 8-B-3 oc bracing. 2) This truss has-been designed fora 10.0 psi bottom chord live load noneancurrenl with any other live loads. OTHERS 2 x 4 SP No.J R 3) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should 1 - REACTIONS (lb/size) 2-570/0-6-0, 10-466/0-2-12 surface. verify capacity of bearing connection 4)) Provide mechanical conneclion (by others) of truss to beoring plate at joint(3) 10. Max Horz 2-269(LC 4) 5) Provide mechanical conneclion (by others) of truss to bearing plate capable o1 withstanding 362 lb uplift of joint 2 and 277 Max Uplift 2-269(LCC 4), 10--277(LC 4) lb uplift of joint 10. 6) Th;s truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and of oil panel FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP 2-3--760/247. 6-10--144/381. 8-10--178/252. 4-8--178/252 points along the Bottom Chord• nonconcurrenl with any other live loads. CHORD BOT CHORD 2-11--445/65B,7-11--445/658. 7-12--445/65B, 6-12--445/658 LOAD CASE(S) Standard WEBS 3-7-0/302, 3-6--663/445 , —1-4-0 5-4-0 10-7-12 1-4-0 5-4-0 5-3-12 3x4 3x4 = 2x4 II 5 A S 3x4 = Ix4 11 3x5 = 5-4-0 0-7 12 5-4-0 ' 5 1�4 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TQ1ER0kWbk (iQNTRACTOR TYPE: MT2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\ P `>Q /�� TC oerL ;e (Ioc1 I/dd1 L/e PLATES GRIP it 0.70 Verl(LL —0.07 ,I , >11 L360 /d I. Connector lutes are fabricated from 20 gauge ASTM A653/653M Grade A or better `� a�` • " • / ec o.so verl(n� -0.11 2-7 >999 24o Aszo z46/t 95 p `7 T , we D.J6 Honi TL) —0.01 d e,e /e ASIBH 246/195 hot—dippetl galvanized steel. ` ' �c 1^ i I.1,H;,) mee(LU 0.oa 7 >999 sa 2. Connector plates are applied to both faces of truss at each join(. Where lCj dimensions are not h wn, plates are symmetrically placed about joint or as f, C�!- yl LOADING DATE: Feb 2012 indicated b circles �a 3. �p fling qn fabrics Ion shall be accomplished using equipment producing snug Q �� CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN lilting jowls and fully embedded plates. 4. Unlgss otherwise noted, compression lop chord to be continuously braced by the 00 TRUSS f00 sheathing. _ I— < _ LOADING (psi) SPACING 2 -0 COMPANIES 5. The permanent structural restraint shown is to revenl buckling of indivdual truss I _ TCLL zo.o Plale.,In.as, 1.25 member and Is not intended as a bracing plan far the roof struclure or as a plan TCDL s.o Lumber Increase I.zs for the attachment of the roof to the building. BCLL 0.0 Rep Stress Inc, YES BCDL 10.0 Cade FBC2DI0/TP12007 2590 N. Kings Highway CAUTION: (/ B 8 Y Trussses ca 1 be don eroug and Cbpp cause ddam0 a and rsonal In' ryy f i,LLl177pprq(lerl Fort Pierce, FI.34951 hond)ed installed a nd/or braced. tlracing sh wn on thisp�rowlPgg Is r101' EIttC7lUN y F L y BRACING. Refer t0 the Truss PlDte Institute TPI) publication fiCSl 2008 BUILDING i (772)464-4I60 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guile to good practice for handling instollinq Qf metal pl to connected wood lr sses .TPI (s Ig ale l ab 611North L•eel S(reel // �F �0 SuRe 312, �lexandno VA 22314. elephone: (/03�68 1 1 e—mail: In o0lpinst.org // ES 5 \\ ..__ _.. ___...__...-.. s A a llmnca ve.wlxs�nxi sulfls Aswsulnn nwckwa®_ / ! r _ , ARCE ENGINEERING Standard Pacific LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 TC 2 % 4 SP No.2 oc purlins, except end verticals. BC 2 % 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-5 oc bracing, WB 2 x 4 SP No.3 OTHERS 2 % 4 SP No.3 1 - Ply REACTIONS (lb/size) 2-570/0-6-0, 11-466/0-2-12 Mox Harz 2.257(LC 4) Max Uplift 2--357(LC 4), 11--255(LC 4) Mox Gmv, 2-571(LC 10), 11.466(LC 1) FORCES (lb) - Mox. Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown. 2 TOP CHORD -3--761/278, 7-11--143/351 12--444/659.B-13--444/659. 7-13--444/659 BOT CHORD 21 WEBS357.B662/4444/659, PLATE: SIMPSON STRONG -TIE SEAL 1. Con hot• 2. Can dim ind'i SOUTHERN 4. TRUSS UYft rof o COMPANIES 5. The 2590 N. Kings Highway Tru, Fort Pierce, Fl. 34951 han BR (772)464-4160 Fax:(772)318-0015 CO) NOTES 1) Unbalanced root live loads hove aeen consltlered for This design. 2 Wind: ASCE 7-10; 170mph(3se[ gusl)Vasd• 132mph: h.2511; TCOL•6.Opsf; BCOL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise) and C-C Inlerior(1) -1-4-0 10 10-7-12 zone; Lumber DOL-1.33 plate grip DOL-1.33. This !ruse is designed for C-C for members and forces, and for MWFRS for reactions specified. 1 3) Provide adequate drainage to prevent water pending. 4 This truss has been designed for o 10.0 psf bottom chord live load -concurrent with any other live loads. 5 Bearing at joints) 11 considers parallel to groin value using AN51/TPI 1 angle la grain formula. Building designer should verily capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11. 7j Provide mechanical connection by others) of truss to bearing plate capable of withstanding 367 lb upllll of joint 2 and 255 lb uplift of joint 11. B) This truss has been designed for o movingconcentrated load of 200.0Ib live totaled at all mid panels and 0l all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard -1-4-0 5-4-0 9-11-10 1-4-0 5-4-0 4-7-10 10-7-12 1 O 3x40 _ R43 _8 5x4 11 45 6 9 3x4 - 1x4 II 3x5 = 5-4-0 1 -7 12 5-4-0 FURNISH A COPY OF THIS TRUSS DESIGN T iek� IdN O` TRACTOR OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \�� yil �// ec cSI ao:7so plates are fabricated from 20 gouge ASTM A653/653M Grade A or better ♦ / we 0.35 �d galvanized steel. •' S�"� i la°ui•) r plates ore applied to both faces of truss of each 'oinl. Where , v}! is are not h wn, plates are symmetrically placed a�;out joint or as ` ;r• �Fj LOADING % circles �a nd fabrication shall be accpmplished using equipment producing snug Q. r0 CRITERIA: AP nts qnd fully embedded plates. - IiJ herwlse noted, compression lop chord to be continuously braced by the _ ( - LOADING (Psf) thing. TOLL 20.0 anent structlural restrSaint shgwn is to prevent buckling of individual truss (j) TCDL 15.0 and is of Vended of a bra b uldi n or the roof structure 0r as o plan I BCLL 0.0 CAUTION: U \ ecoL 10.0 an be gongeroustondgo8 copse damage and persopal injwr�T(E C�I� Iy / F� �' nstalle and or race ratio sh wn an this draws gg is Refer to the Truss Plate Institute �TPI) n Ica ton 'fiCSl 2008 BUILDING 'NT SAFETY INFORMATION. Gui(je to good practice for handling installing pIote connected wood lr sses . TPI I$ I cated ot: 218 North L,eel Street Alexandria VA 22314._l�elephone_( 0�)•68 _ 101o�_E` moll: m oC�tp�ns�org® �� FE S S �1� TYPE: HH9 DEFL in (Ive) I/den L/d PLATES GRIP Verl(ll) -0.07 2-8 1999 360 Vert TL -0.11 2-e >999 240 AS20 246/195 Horr(TL) -0.01 11 /o / ASIBH 246/195 ,Wind 0. 0.03 a >999 240 DATE: Feb 2012 „dTo1v Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber increase 1.25 Rep Stress I= YES Code FBC20IO/TP12007 577 ARCE ENGINEERING Standard Pacific LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 TC 2 X 4 SP No.2 cc purl;ns, except and verlicols. BC 2 X 4 SP No.2 Bar CHORD Rigid ceiling directly Opp le or 8-9-0 oc bracing. WB 2 X 4 SP No.3 OTHERS 2 X 4 SP No.3 1 - Ply REACTIONS (lb/size) 2-571/0-8-0, 10-435/0-2-12 Max Harz 2-213(LC 4) Mox Uplift 2--380(LC 4), 10--240(LC 4) Mox orav 2-571(LC 1). 10-443(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--757/327, 6-10--135/378 7 7-12--438/654, 6-12--438/654 8/356 BOT CHORD WEBS 3-7-0/30 fia t/4158/654, PLATE: SIMPSON ST SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 QTY. 1 NOTES 1) Unbalonced roof live loads have been considered for Ihis design. 2) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-25ft; TCOL-6.Opsf; BCOL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise) and C-C Inlerior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This (ruse is designed for C-C for members and forces, and for MWFRS for reactions specified. 3)) Provide adequate drainage to prevent voter pending. 4) This truss has been designed for o 10.0 psi bottom chord live load noneoncurrenl with any other live loads. 5 Beoring al joint(5) 10 considers parallel to groin value using ANSI/TPI 1 angle to groin formula. Building design er should n verify capacity of bearing surface. 6)) Provide mechanical connection by others) of truss to beorinq plate of joinl(s) 10. 7) Provide mechaniaol connection �Dy others) of truss to beorinq plot) capable of withstanding SBO Ib uplift al joint 2 and 240 lb uplift of joint 10. 8) This truss has been designed for a moving concenlroled load of 200.01b live located at oil mid panels and of oil panel points along the Bollom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard -1-4-0 5-4-0 7-11-10 1 10-4-4 10-7-12 1-4-0 5-4-0 2-7-10 2-4-10 0-378 3x4 - 3x4 - 3x4 — 2x5 11 4 5 5-4-0 1 -7-12 5-4-0 i_2 G-TIE FURNISH A COPY OF THIS TRUSS DESIGN T 'aM T N O TRACT SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: t. ConneclorTlates are fabricated from 20 gauge ASTM A653/653M Grade A or better steel. + hot Connector galvanized 2. Connector plates are applied to both faces of truss at each int. Where dimensions are not h wn, plates are symmetrically placed a� out joint or as J• ,; G GO i indicated b circles �U. = 3. � t,ling, qn fobricatton shall ye accomplished using equipment producing snug fi�I ng Sand fully embedded pla es. = (� �j� l� Lit join 4. Unl ss otherwise noted, compression top chord to be continuously braced by the rooef sheathing. 5, The permanent slructurol restraint shown is to prevent buckling of individual truss is o intended a the building, for the roof structure or as a plan me b - - uand forCAUTION: Trusses pas i be dongerou9 and Ca copse ddamage a d p¢grsopal jnjur�yyJf i�r7p �Rgrly handled Intalled ani]/or braced. tlracing sh wn on lhls tlraw111g is N(J I E106f UN )t •, Q`,•' BRACING. Refer to the Truss Plate Institute ?TPI) publjcotjon CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling ins tolling TPI I9 atgdd of Zp1g North 4ee Street i/ O / F S 41 metal plpte connected w2od tr sses . is Juile 112, Alexandria VA 22414. lVelephone_(703�6t33-1610. E-mall: mlo@lp_nsyo�rg® //1 �S 1 \ 8 ' TYPE: HH7 cs1 ern Oed 1/aen L/a PLATES GRIP TC 0.73 Verl(LL) -0.07 i-7 >9299 360 A520 246/195 ac N. Vvr1 TL -0.11 2-7 >999 We 0.33 Hon(TL) -0.01 10 n/a n/a/0 AS 18H 246/195 (aalfie) Wind(LL) 0.03 7 >999 240 LOADING DATE: Feb 2012 MATRIX Version: 10.2d ,RITERIA; ANSI TPI1-2007 LOADING (pet) SPACING TCLL 20.0 Plalee Increase 1.00 TCDL I5.0 Lumber lnaeaee 1.25 Incr IreseFBC2010/TP12007 YES BCDL 10.0 Code J6 ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-4 BC 2 X 4 SP No.2 oc purOns, except end verlicals. INS 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-11 oc OTHER 2 X 4 SP No.3 bracing. 1 - Ply REACTIONS (lb/size) 2-830/0-8-0, 9-86l/0-2-12 Max Harz 2-169(LC 3) Me Uplift 2--552(LC 3). 9--510(LC 3) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--1459/751, 3-10--1300/746. 10-I1--1300 746.4-11--1300/746. 5-8-0/282. 4-a-0/282 SOT CHORD 2-12--767 1310, 6-12--767/1310, 6-13--166/257. 13-14--166/257. 14-15--166/257, 5-15--166/257 WEBS 3-6--147/300,4-6--651/1168, 4-9--912/546, 8-9--208/310 PLATE: SI r QTY. 1 NOTES I) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2511; TCDL-6.Opsf; BCDL-6.Opsf; Category H: Ell C; enclosed; MWFRS (low-rise): Lumber DDLw 1.33 plate grip DOL-1.33, 2%% Provide adequate drainage to prevent water pending. 3) This truss has been designed for o 10.0 psf bottom chord live load nonconcurrenl with any other live loods. liBearing of join IT 9 considers parallel to groin value using ANSI/TPI t angle to groin formula. Building designer should verify capacity of bearing surface. 5) Provide meehanicof connection by others) of truss to bearing plate of joint(s) 9. 6 Provide mecharicot connection by olhars of truss la bearing plate capable of withstanding 552 lb uplift at joint 2 and 510 lb uplift at joint 9. 7) This truss has been designed for o moving concenlroled load of 200.01b live located at oil mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard 1) Regular. Lumber Increase- 1.25, Plate Increase-1.00 Uniform Loads (plf) Vert: 1-3--70, 3-4--70. 2-5--20 Concentrated Loads (ib Verl: 3--148 F) 6--252(F) 10--107(F) 11--107(F) 13--36(F) 15--36(F) -1-4-0 5-11-7 10-7-12 1-4-0 5-11-7 4-8-5 SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 I -TIE SEALING OF TRU I. Connector plotes ar hot-dippetl galvoni) 2. Connector plates or dimensions are not indicated by circles 3. � (ling, qnd fabrical fI� ing joints and ful 4. Un ess otherwise no roo sheathing. 5. The permonent stru 5x4 - 5x8 - 3 43x4 - 5-11-7 10-7-12 5-11-7 LL�. 4-8-5 FURNISH A COPY OF THIS TRUSS DESIGN TQ\ER`EgTf ESIGN BASED UPON THESE DESIGN CRITERIA: ��` p.►� I iel led from 20 gauge ASTM A653/653M Grade A or better \ \\ ,. •••' i' ied to both faces of truss at each joint. Where �j`.'••G��r plates are symmetrically placed about joint or as f, C: 0 loll bbe accomplished using equipment producing snug _� Q rb' h )edded plates. ompression top chord to be continuously braced by the _- W restraint shown ig la revent buckling of individuol truss ed as a bracing plan for the roof structure or as o plan N 1 roof to the building. w s TYPE: HH5 csl b6n Ia (urc) Vdea L/d PLATES GRIP TC O.efi Varl(lL) -0.10 2-6 1999 360 BC 01", verl Tl -O.IB 2-6 >6B6 NO -20 246/195 we 0.44 Honr(h.) 0.02 9 n 1: n/o ASIBH 246/T (Maln�) w;nd(Ll) 0.06 2-6 >999 NO LOADING DATE: Feb 2012 Dl Taof A. AAi al Sol t_5nn, AAATDIY Version: 10.2d LOADING (pill) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 R,,p Stress Incr NO BCDL 10.0 Code FBC20I O/TP12007 ARCE ENGINEERING LUMBER 'BRACING TC 2 X 4 SP No.2 TOP CHORD BC 2 X 4 SP No.2 SOT CHORD OTHERS 2 X 4 SP No.3 1 - Ply REACTIONS (lb/size) 3-140/Mechanicol, 2-345/0-8-0. 4-46/Mechanical Mox Harz 2-146(LC 4) Mox Uplift 3--127(LC 4), 2--277(LC 4) max Grov 3-140(LC 1), 2-374(LC 11). 4-246(LC 12) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATE: SIMPSON STRONG -TIE SEALI I. Conr hol- e. Conr dime indlc SOUTHERN 3. �Pn� TRUSS 4. Unlr COMPANIES 5• Thet men for t 2590 N. Kings Highway Trus Fort Pierce, Ff. 34951 RA B (772)464-4160 Fax:(772)318-0015 COM BRA -1-4-0 1-4-0 Standard Pacific (6512) QTY. 2 NOTES Structural Wood sheathing directly applied or 5-D-0 1) Wind: ASCE 7-10; 170Mph(3see gusl)Vosd-132mph; h-25ft; TCDL-6.Opsf; BCOL-6.Opsh, Category If; Exp C: enclosed; MWFRS (low-rise oc purlins. and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOL-1.33: This truss is designed for C-C for members and forces, and Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. bracing. 2) This truss has been designed fora 10.0 psi bottom chord live load noncanaurrenl with any other live loads. 3 Refer to g;rder(s) for truss la truss connections., 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 lb uplift at join! 3 and 277 Ib uplift at joint 2. 5) This truss has been designed for a moving concentrated food of 200.01b live located at all mid panels and at oil panel points along the Bottom Chord, nonconcu"renl with any other live loads. LOAD CASE(S) Standard 2x4 - 5-0-0 5-0-0 5-0-0 5-040NI� FURNISH A COPY OF THIS TRUSS DESIGN Td_ O TRACTOR TYPE: J5E 9 OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Grade A better \\ �J " TIC TO 01! ec o.73 berL not 1/den Verl(LL -0.09 2-� >390 verl(rLi 3 2-4 >412 /d 360 240 PLATES GRIP As20 246/195 or lutes are fabricated from 20 gauge ASTM A653/653M or ped galvanized steel. 'oint. ��r i We o.00 tMxo-l•� Nerr(rl. -a.a0 3 ,�/o w1a`LL� 0.00 2 n/• 240 AS16H 246/195 or ploles are applied to both faces of truss al each I Where ons ore not h wn, ploles are symmetrically placed about joint or as 4 �• C �h y\ LOADING DATE: Feb 2012 d by circles ?o� qnd fabrication shall �e occImplished using equipment producing snug - Q `� LLJ CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d olnts and fully embed ed plo es. otherwise noted, compression top chord to be continuously braced by the _ !S - LOADING (Per) SPACING 2-0-0 nothing. monenl structural restraint shown is to revent buckling of individual truss ^ is intended os o bracing for the roof structure or as a pion - - TCLL 20.0 Plates Increase 00 TCOL 5.o Umber lacreaee 1.25 Rap Slrese Inc" rES and not plan attachment of the root to the building. V BCLL 0.o BCDL 0.0 code FBC2010/TP12007 CAUTION: an be don erou and a copse damn a an ersonal inRI�ry f i r rl Installed a nd/or lorocec�racing sh wn on thispdrowiny is"NUl' EFffflb�! y nC`\ • " ' , F L •' V G. Refer to the Truss Plole Institute TPI) publication f3CSl 2008 BUILDING DENT SAFETY INFORMATION. Guige to good practice for handling installing\ tr TPI I I9 ated al: 18 North Lee Street i� • . , •• \� �\ //� \ / l0 I plate connected wood ses . 12, Alexandria VA 22314. 1pelBephone_( OS 6B3-1010. E-moil: mfo@lpins1 erg^ OF� J� 5 ARCE ENGINEERING Standard Pacific 6512 r ' LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vasd-132mph: h-25f1; TCDL-6.Opsh BCDL-6.Ops1; Category II; Exp C: enctosetl: MWFRS (low-rise BC 2 X 4 SP No.2 5-I1-8 oe purlins. 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 SP No.3 BOT CHORD Rigid ceiling directly applied. for MWFRS for reactions specified. 1 -Ply 2 This truss has been designed for a 10.0 Psl bottom chord i;- load nonconcurrent with any other live loads. ru REACTIONS (lb/size) 3-17.7/Mechanical• 2-384/0-8-0. 4-56/Mechonicol 3 Refer to mechanical for nne io truss others) of truss Max Harz 2-167(LC 4) 4 Provide meder(s) f connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift of joint 3 and 291 Me x Up611 J--16}(LC a), 2--291(LC 0) ., T sPtr al joint 2. Mox Orov 3:-163( 1), , 2--291 11), 4-256(LC 12) 5) This truss has been designed for a moving concentrated load of 200.OIb live totaled of all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. FORCES (Ib) - Mox. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard —1-4-0 5-11-8 1-4-0 5-11-8 a 0 I 1 0 _ATE: SIMPSON STRONG -TIE SEAL I. Coni hot• 2. Cani dim SOUTHERN indit 3. FYti� TRUSS 4. ro l COMPANIES The 5. mer for 2590 N. Kings Highway Tru: Fort Pierce, Ff. 34951 hon (772)464-4160 Fax:(772)318-0015 BRA 2x4 - 5-11-8 5-11-8 FURNISH A COPY OF THIS TRUSS DESIGN T ekl' SON O TRACTOR TYPE: J511 OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: /�� cl 0.56 �ei(lL) -o.ii tlOz� 4I/>�lo, j5p PLATES GRIP r ptales are fabricated from 20 gouge ASTM A653 653M Grade A or better etl Qalvanlzed steel, g g / joint. \\�� J)C i i ac o.a2 (M ).00 (ualri.) v°H TL o.2s 7-. >z66 1,0 ttn7 -0.00 } •�/° wca(LL) o.ao z i4o A520 246/195 g518H 246/195 r plates are applied to both faces of truss at each Where 1s are not h wn, totes are metrical) laced a� out joint or as P symmetrically P 1 �o� �� .f' •' C;'' ' �j 1� �_ LOADING DATE: Feb 2012 by circles ntl fabrication shall be occ7mplished using equipment producing snug nls qnd fully embedded pla es. rn3 4 CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d her Se noted, compression lop chord to be continuously braced by the LOADING (del) SPACING 2-0-0 thing. onent structural restraint shgwn is to prevent buckling of individual truss is not inas a bracing plan for the roof structure or as a plan N — _ TCLL 15.o TCOL Plates Increase 1.25 Lumber In,re 1 ES Red Strev YES and tlochment of the root to the building. � 0.0 BCLL 0.0 BCDL 10.0 Code FBC2010/TP12007 BCC CAUTION: rlyned anil/orbacetl. tlrocing swngon (his �rawlP is'f�1t71 ENRefrtothe :an be dangerou6 and Go❑ copse dame a onrJ p rsonol in UryJf i11'1� TrusPlate Institut�TPQ public.tion CSI 2006DNG NT SAFETYINFORMATION.Guir�e to good practiceforhandlninq MAT �1C \< plate connected trusses . TPI 15 Ig aged a( p1g North ee Streelt Alexandria VA 22g514�Txel� hone: (/03��683 �b10. —��IL i ��:.pmm "mena_ /� /// / , E �� S 5, , 5 \\\ ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP 11o.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 SC 2 X 4 SP No.2 oc purlins. WB 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc OTHERS 2 X 4 SP No.3 bracing. 1 - Ply REACTIONS (lb/size) 4-218/Mechanicol, 2.530/0-11-5, 5-272/Mechanical Max Hart 2-165(LC 3)Max Uplift - MuxGrrov4-218(LC C1),)2?530(LC(1). 6(LC 4) -390(LC 11) FORCES (III) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9--785/230, 3-9.-775/257 CHORD 3-/307 BOT 11./734,763/319 107/734,7-13.-307/734,7-14.-307/734.12-14--307/734, 6 WEBS -12--307/734 . -1-10-10 4-2-7 1-10-10 4-2-7 PLATE: SIMPSON STRONG -TIE SEALING I. Connector hot-dippe 2. Connector dimension indicated I SOUTHERN. 4. I s o« TRUSS shefCOMPANIES 5. perms member a for the at 2590 N. Kings Highway Trus es Ci Fort Pierce, Ft. 34951 honaled In (772)464-4160 Fax:(772)318-0015 BRACING. Ty. 1 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-25f1; TOOL-6.Opsf; BCOL-6.Opsi; Category 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL-1.33 plate grip DOL-1.33. 2) This truss has been designed for a 10.0 psi bollom.ch0rd live load nonconcurrenl with any other Irve loads. 3 Refer to g;rder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 Ib uplift at joint 4, 328 Ib uplift of joint 2 and 69 lb uplift at joint 6. 5) This truss has been designed for a moving concentrated food of 200.016 live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1. 25. Plate Increase-1.00 Uniform Loads (plf) Vert: 1-4--70. 2-5--20 Concentrated Loads (lb) ' Vert: 3-32(F-16. B-16) 7--12(F--6. B--6) 10--140(F -70. 8• 70) 11-22(F-11. B-11) 12•-52(F--26, 8--26) 8-3-9 4-1-2 3x4 Sx4 = = 4-2-7 8-3-9 4-2-7 �� 4-1-2 FURNISH A COPY OF THIS TRUSS DE RUSS DESIGN BASED UPON THESE DESIGN CRITER :s are fabricated from 20 gouge ASTM A653/653M Grade A or better ionized steel. :s are applied to both faces of truss at each I'oinl. Where not h wn, plates ore symmetrically placed about joint or as cles ko). ricotlon shall be acc mplished using equipment producing snug d fully embedded pla es. e noted, compression top chord to be continuously braced by the structural restraint shown iS to revent buckling of individual truss not Intended as a bracing plan for the roof structure or as a plan lent of the roof to the building. CAUTION: r f I Wr$pgrl donaerous and Cap cause damage and personal [n jV„ yJ i, y -IGN T BPil I O TRACTOR I TYPE: CJ511 (. \ / esI OER floe) Vden L/d PLATES GRIP `\ • , , // TC 0.66 Verl((LL)) -0. 6-7 >999 ]60 BC 0.77 Yerl(TL) -0.10 6-7 >969 240 AS20 246/195 we 0.29 Hort(TL 0.01 6 n/o /a ASISH 246/195 (Molrie) Wind LL 0.a 7 1999 240 n�� LOADING DATE: Feb 2012 Q CRITERIA: ANSI TPI 1-2007(MATRIX)Version: 10.2d LLI )-" LOADING (WI) SPACING 2-0-0 _ TOLL 20.0 Plates Increase 1.00 V TCOL 15.0 Lumberincreose 1.25 BCLL 0.0 Rep stress Inc r NO \ BCDL 10.0 Code FBC2010/TP12007 Q- ..' 41 leCAP\\ rD� ARCE ENGINEERING LUMBER BRACING TC 2 X 4 SP No.2 _ TOP CHORD BC 2X 4 SP No.2 WB 2 X 4 SP No.3 BOT CHORD OTHERS 2 X 4 SP No.3 1 - Ply REACTIONS (lb/size) 3-475/0-8-0, 9-]OS/0-2-12 Max Horx 9--224 LC 7 Max Uplill 3--736�LC 7 , 9--114(LC 6) Max Grov 3-475(LC 1). 9-363(LC 14) FORCES (Ib) - Max. Comp./Mox. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 1-2--325/218. 2-3--332/174 WEBS 2-5-0/262. 1-9--387/211 Standard Pacific (6512) QTY. 3 NOTES Structural wood sheathing directly applied or 6-0-0 1) Unbalonced roof live loads have been considered for this design. oc purlins, except end verticals. 2 Wind: ASCE 7-IO; 170mph(3sec gust)L'osd-132rr h-2511: TCDL-6.Opsi; BCDLw6.0ps1; Category Iq Exp C; enclosed; MWFRS (low-rise) Rigid ceiling tliiectly applied or 10-0-0 oc and C-C Inlerior(1) Zone; Lumber DOL-I,J7 plole grip DOL-1.33. This truss is designed for C-C for members and tortes, and bracing. for MWFRS for reactions specified. 3 Tlus buss hos been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 4; Bearing of joint(.) 9 considers parallel to groin value using ANSI/TPI 1 angle to groin formula. Building tlesigner should verify capacity of bearing surface. 5)) Provide mechanical connection (by others) of truss to bearing plate at joint(.) 9. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 3 and 114 lb uplift at joint 9. 7) This truss has been designed for a moving concentrated load of 200.011, live located at all mid panels and at all panel points along the Bottom Chord• nonconcurrenl with any other live loads. LOAD CASE(S) Standard ' 3-0-12 3-0-12 4x4 - 7.00 12 2 9-5-12 1-4-0 I 0 3-0-12 8-1-12 3-0-12 5-1-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TPSkgiiVOONTRACTOR TYPE: K2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: • i i CSI OLFL n Deal Iy>9d.11 Lid PLATES GRIP TL 0.59 Vert LL 3-S >999 360 1. Connector plates ore fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di r �es ore f steel. PP Q 'Dint. �� . •' err 4 �j f � i ,^,II i BC o.6e van n -o.Is 3-s >s3s 240 we 0.10 Nerr�,L; o.ox 3 /e /e AASS18H 246/195 (Mole.) wad a 0.ox 3-5 >999 zoo 2. Connector plates are applied to both faces of truss at each Where dimensions ore not h wn, plates are symmetrically placed a�10u1 joint or as r'."Gi .;',�1 v3' LOADING DATE: Feb 2012 SOUTHERN indicated by circles �o . 3. (ling qnd fabrication sholl bbe act mplished using equipment producing snug fully es. �jnj� Q. •„a r CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d IY ing joints and E6mbedded plo a. Unlgss otherwise note], Compression top chord to be continuously braced by the _ {< - LOaDINc (p.q SPACING z-o-o TRUSS roof sheathing. 5• The permanent structural restraint shown is to revenl buckling of individual truss ^ U] ; CG - - TCLL z0.0 Lumber Increase 1.00 TCDL 15.0 Lumber Increase 1.25 COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan ES BCLL 0.0 Rep s1 eee mar YES for the attachment of the roof to the building. CAUTION: V \ ecol o.o case Feczol0/TPlzam 2590 N. Kings Highway Trus es �01 be dangerou and cog copse domage a d, p rsonal in ry if i�pl a fly out tlracing sh wn on ti Is derowlny is)OT Eritl l°U�l handed 3f '•, Q`, •' Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 Installed and/or BRACING. Refer to the Truss Plate Institute TPI) publjcotjon IgCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Gul a to good practice for handling installing me of pl le connected wood tr spes .TPI I cafe t 2001 North L,e Street i .... • , .. • \ //// OF� 5,O j lvj ud ell , lln andria VA 22314 Re Thane: (n )lo�ed�wlth drawl a�lpaclfage. R 9f ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or SC 2 x 4 SP No.2 5-5-12 cc purlins, except end verlicols. WS 2 x 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-D-0 cc OTHERS 2 x 4 SP No.3 bracing' 1 - Ply REACTIONS (lb/size) 5-208/Mechanical, 2-356/0-8-0 Mox Harz 2-219(LC 6) Me x Uplift 5--131(LC 6)), 2--270(LC 6) Max Grov 5-322(LC 12). 2-380(LC 11) FORCES (Ib) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. —1-4-0 1-4-0 I QTY. 4 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gust)Vo,d-132mph; h-251t; TCDL-6.Opsf: BCDL-6.Opsf; Category[]; Exp C: enclosed; MWFRS (low-rise) and C-C Inter;or(1) zone; Lumber DOL-1.33 plate grip DOL-1.33: This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for o 10.0 psf bottom chord live food nonaoncurrenl with any other live foods. 3 Refer la girder(,) for trues to truss connections, 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 5 and 270 lb uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.0115 live located at all mid panels and at oil panel points along the Bottom Chord, nonconcurrenl with any other live loods.1 LOAD CASE(S) Standard 5-5-12 5-5-12 1,5x4 II 4 5-4-4 5— —12 5-4-4 J- 0-1-8 LATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS.TRUSS DESIGN TO fS RE ION O TRACT SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector elutes are fabricated from 20 gouge ASTM A653/653M Grade A or better hot —dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where �!/', ^� dimensions are not h wit, plates are symmetrically placed about joint or as indicated ;iceto� Q '`' 0 L� SOUTHERN 3. � ktin , find fabrication shall be accomplished using equipment producing snug frY(Inggjoints qnd fully embed ded plates. - top chord to be continuously braced by the LL1 TRUSS COMPANIES 4. Un1l ss otherwise noted, compression _ roof sheathing. 5. The permon nt structural restraint shown is tog�event buckling of individual truss member and is not Vended as a bracing plan Ior the roof structure or as a plan — for the attachment of the roof to the building. 2590 N. Kings Highway Fort Pierce, FI. 34951 CAUTION: Trus es con be don erou5 and Ca cause ddamn a and p rs000l inN �ry f iLr�pl�R rl handed Installed angel/or braced. tfrocing sh wngon this �raw'1L is"NVIf ElttG11U�1 y U x F (772)464-41GO Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication f�CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing I9cated at 1g North L,e Slreel i �v \� / Q \\ 4f mettal Idple connected wood (rJ�ssses .TPI 13 Suite 312, lexandrla VA 22314. fetephone: (/OS) 683-1d10 E—mail: 1n o0tpinst.org R®eel all manufacture's WARNINGS enclosed with drawln acke e. // FE S S \ \\ /!! \\ r2 1 t0 I N TYPE: MT4 cs1 DER in poc) I/den L/d PLATES GRIP TC 0.59 Verl(LL) —0.17 2-5 >526 ]60 SC 0.79 we 0.00 VerI TL —0.16 2-5 >361 Norr(TL) 0.00 n/o 240 n/o AS20 246/195 AS16H 246/195 (Molrir) windiLl) 0.00 2 •' 240 LOADING DATE: Feb 2012 ;RITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d LOADING (psf) SPACING 2-0-0 TCLL 20.0 Piales Increase 1.00 TCDL ISO Lumberincrease 1.25 BCLL 0.0 Rep Stress Incr YES OCDL 10.0, Code FOC201D/TP12007 ARCE ENGINEERING Standard Pacific 6512 QTY. 2, LUMBER BRACING NOTES TC 2 x 4 SP No.2 TOP. CHORD Structural wood sheathing directly applied or 6-0-0 I)) Unbalanced roof live loads hove been considered for this design. BC 2 x 4 SP No.2 cc purlins, except end verticals. 2) Wind: ASCE 7-10; 170mph(3sec gust)Vosd•132mph; h-25f1: TOOL-6.Opsf; BCDL-6.OP5f; Category II; Exp C: enclosed; MWFRS (low-rise) WB 2 x 4 SP No.3 -Except- W1 2 x 4 SP No.2, Wt 2 x 4 SP Na.2 BOY CHORD Rigid ceiling directly applied or 8-10-6 cc and C-C Interior(l) 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 bracing. for MWFRS for reactions specified. 1 - Ply J This truss has been designed for a 10.0 pet bottom chord five load nonconcureent with any other live loads. REAC71ONS (lb/size) 8-777/0-8-0. 6-777/0-8-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 it, uplift at joint 8 and 433 Mox Harz B-256(LC 5) It, uplift at joint 6. Max Uplift 8--433(LC 6). 6--433(LC 7) 5) This truss has been designed for a moving concentrated load of 200.016 live located at all mid panels and at all panel points along the Bottom Chord, ncnconcurrent with any other live loads. FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or lees except when shown. TOP CHORD 2-3--694/446.3-4--694/446. 2-8--702/6B0, 4-5--702/680 LOAD CASE(5) Standard BOY CHORD 8-11--435/442.7-11--435/442. 7-12--185/283. 6-12--185/283 WEBS 3-7-0/251. 2-7--257/373. 4-7--265/380 PLATE: SIMPSON STRONG -TIE SEAL 1. Com hot- 2. COnI dims indiE SOUTHERN 3. Yyir TRUSS 4 . oo? COMPANIES 5. The men for I 2590 N. Kings Highway Trus Fort Pierce, Fl. 34951 BRA (772)464-4160 Fax:(772)318-0015 BRA rnIJ -1-4-Q 7-8-0 15-4-0 116-8-Q 1-4-0 7-8-0 7-8-0 1-4-0 F 6x7 Q 3 3x4 = 4x8 = 3x4 = 7-8-0 15-4.0 7-8-0 8 0 I t FURNISH A COPY OF THIS TRUSS DESIGN TO ERElCt ON' RUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ��` PK 1 1; :s are fabricated from 20 gouge ASTM A653/653M Grade A or better • • • • • • , ionized steel. !s are applied to both faces of truss at each joint. Where not h wn, plates ore symmetrically placed about joint or as G, :les ko� ricatton sholl be accompiished using equipment producing snug d fully embedded a plates. e noted, compression top chord to be continuously braced by the w 5 structural restraint shown is to revenl buckling of individual truss not Intended as D bracing plan for the roof structure or as a plan _^ 1 lent of the roof to the budding. ( dangerous and cc .� c61 TC 083 Bc 0.56 (u .0.28 b� LOADING CRITERIA: At LOADING (Psi) ^ TCLL 20.0 ^ TCDL 15.0 BCLL 0.0 I DCDL IO.d Iry `f'-,• \ TYPE: D3 DEFL i poa) 1/aeu L/d PLATES GRIP Vert((LLJJ -0.16 6-7 >999 Ver1(TL) -0.22 6-7 >704 Horr(fU a.01 6 n/o 360 2x0 /a AS20 246/195 Wino LL 0.01 7 >999 2e0 ASISH 246/195 DATE: Feb 2012 TPI1-2007 MATRIX) Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress lncr YES Code FBC2010/TP12007 ARCE ENGINEERING Standard Pacific 6512 QTY. 1 LUMBER BRACING TC 2 X 4 SP Na.2 TOP CHORD Structural wood sheathing directly applied or NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: BC 2 X 6 SP No.2 5-3-15 oe purlins, except and verticals. Top chords connected as follows: 2 X 4 - 1 row of 0-9-0 cc. 2 X 6 - 2 rows at 0-9-0 oc. WB 2 X 4 SP No.3 -Except- Wf 2 X 6 SP No.2. W1 2 X 6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 cc. follows: 2 X 4 - 1 row 0-9-0 oc. 1 OTHERS 2 X 4 SP No.3 bracing. Webs connected as of 2) All loads ore considered equally applied to all plies, except if noted as front (F) or back (9) face in the LOAD CASE(S) 2 -Ply REACTIONS (Ib/size) . 14-3751/0-8-0. 9-6221/0-8-0 section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Mox Harz 14-301(LC 4) 3)) Unbolonced root live loads hove been considered for this design. 4) Wind: ASCE 7-10; 170mph(3sec gusl)Vo9d-132mph: h-25f1: TCDL-6.Opsf; BCOL-6.Op3f; Category II; Exp C; enclosed; MWFRS (low-rise); M. Uplift 14--2502(LC 5). 9--3219(LC 6) Lumber DOL-1.33 plate grip DOL-1.33. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - 3-4--5040/3361, 4-5--4974/3424, 5-6--5135/3084. 6-7--5195/3009, 7-8--5231/2802. 2-14--3505/2390, 5)) This truss has been designed for a 10.0 psi bottom chord I;ve load nanconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2502 lb uplift of joint 14 and TOP CHORD 2-3--3962/2591, B-9--4270/2311 BOT CHORD 14-20--480/330, 13-20--480/330, 13-21--2275/3361. 12-21--2275/3361, 12-16--2069/3468, 11-16--2059/3468, 3219 lb uplift at joint 9. 7) This truss has been designed for a moving concentrated load of 200.Olb live located of all mid panels and at all panel 11-22--2345/4452. 17-22--2345/4452. 10-17--2345/4452, 10-18--465/894, 18-19--465/894, 9-19--465/894 points along the Bottom Chord. nonconcurrenl with any other live loads. , WEBS 3-13--1703/1116,3-12--980/1368,5-12--2132/2379,5-11--1289/2753,7-11--298/75,7-10--140/334, 2-13--2123/3300, CASE(S) Standard 8-10--2054/3869 LOAD 1) Regular: Lumber Increase-1.25, Plate Increase-1.00 Uniform Loads (plf) Vert: 1-2--70, 2-5--70, 5-8--70, 9-14--20 Concentrated Loads (lb) Vert: 12--2209(F) 11--1260(F) 16--1260(F) 17--1260(F) 18--1260(F) 19--1275(F) PLATE: SIMPSON SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 '(772)464-4160 Fax:(772)318-0015 I 0 ILin 11 0 1 I -1-4-p 2-11-2 5-6-12 1 7-8-0 9-9-4 12-4-14 1-4-0 2-11-2 2-7-10 2-1-4 2-1-4 2-7-10 2x8 II 3x5 = 2-11-2 5-612 2-11-2 2-7-10 4x4 = 5 15-4-0 2-11-2 6x8 - 6x8 - 4x5 - 3x9 II 9-9-4 12- -14 15-4-0 4-2-8 2-11-2 NG-TIE FURNISH A COPY OF THIS TRUSS DESIGN T ARE O SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\ 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. \ ` ,•'�a r 2. Connector plates ore applied to both faces of truss at each joint. Where �(� ,•Gt " dimensions are not h wn, plates are symmetrically placed about joint or as indicated b circles sop •', Q� 3. ��1(ting 7n�fabrica�lon shall be accomplished using equipment producing snug Q h O I ling join s and fu ly embedded plo es. _ w ; 4. Unl ss otherwise noted, compression top chord to be continuously braced by the rooe( sheathing. - F 5. memberna^drIs not intendrestraint d area bracing planaforethe roof strugcture or las a plans - N for the attachment of the root to the building. CAUTION: Trusses pan be dangerous and cop copse domoge an4 p rsonol inNry f iLr]ILr Harty handled Installed and or bracetl. tlracln sh wn on this nrowi gg is'NUIl EHtCI°ION BRACING. Refer to the Truss Plate Institu to TPI) publication PtICSI 2008 BUILDING i F COMPONENT SAFETY INFORMATION. Guile to good practice for handling inslallina Ronf me al pl to connected nod lr ssppes . TPI I I ottedd at pp1 North C,e Streei /� 0rC ,� \\ ailmanite xufacture'sW ReININGS(encllo8edl� ithdrewl�g o@tpackage. //// E55 I I TYPE: D4G-2P1 esi DEFL in (lee) I/den L/d PLATES GRIP Tc 0.58 OC 0.]0 we 0.71 Verl(LL) -0.05 11-12 >999 Verl tt-0.1111-12 >999 Harz((TL)) a.03 9 /o 760 NO n/o A520 216/195 A918H 246/195 (uatr,z) %.dILL) 0.1011-12 >999 240 LOADING DATE: Feb 2012 Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX LOADING (Psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TOOL I5.0 Lumber Increase 1.25 BCLL 0.0 Re, Stress In" NO BCDL 10.0 Code FBC20I O/TP12007 and Pacific (651 QTY. ARCE ENGINEERING LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 E BC 2 X 4 SP No.2 oe p coils except end lied als. We 2 X 4 SP No.2 SOT CHORD Rigid ceiling directly applied or 7-9-12 oe OTHERS 2 X 4 SP No.3 bracing. 1 - Ply REACTIONS (Ib/aize) 5-365/0-8-0. 3-154/Mechanical, 4-57/Mechonical Max Harz 5-31 G(LC 6) Mox Uplift 5--178(LC 6), 3--202(LC 6). 4--20(LC 6) Max Orov 5-386(LC 11), 3-154(LC 1).4-251(LC 12) FORCES (III) - Max. Comp./Mow. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5--320/3B9 -1-4-0 5-6-0 1-4-0 5-6-0 5x4 = NOTES 1) Wind: ASCE 7-10; 170mph(39eC qusl)Vosd-132mph; h-2511; TCDL-6.Opsf: BCDL-6.Ops1; Category Ii; Exp C: enclosed; MwFRS (low-rise) and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOLw 1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 21 This truss has been designed for'o 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178 lb uplift at joint 5, 202 lb uplift at joint 3 and 20 lb uplift of joint 4. 5) This truss has been designed for a moving concenlroled load of 200.OIb live located at all mid panels and of all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard 5-6-0 5-6-0 � �,y. PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T �19� W6 Ot TRACTOR TYPE: J56 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ - csl DEFL is tla<) I/doll L/d PLATES GRIP ,`� jj TC 0.92 Varl(LL -0.10 4-5 >594 360 1. Connecloulales are fabricated from 20 ou a ASTM A653 653M Grade A or better / Bc 0.e5 vrrt(n� -0.16 4-s >373 140 aszo za6/19s gouge 3 / wB 0.00 Hon(TLj 0.11 3 n/o /a AS18H 246/195 hot-dippe galvanized steel. .' � r _+ (aald.) Wmd(LL) 0.13 a-s >463 i4o 2. Connector plates are applied to both faces of truss al each joint. Where �Cj:, 4 V� dimensions are not h wn, plates are symmetrically ploced about joint or as % LOADING DATE: Feb 2012 in by circles �o� 0' �� 3. CC (tin and fobricatlon shall be ace mplished using equipment producing snug Q CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN f�}Inggjoints qnd fully embedded plo es. = Lie 4, Un ss otherwise noted, compression lop chord to be continuously braced by the _ - �( - LOADING (psl), SPACING 2-0-0 TRUSS robe( sheathing. _ COMPANIES 5. The permanent structural restraint shgwn is to revent buckling of individual truss = �, ; TCDL 15.0' Plates rncreaee 1.25 member and is not intended oS a bracing pion for the roof structure or as a pion TCDL 0.0 Lumber Increase 1YES .25 for the attachment of the root to the buntline/g BILL 0.0 RCP slreae ln<r 007 CAUTION: BCDL 0.0 Lode FBC2010/TP12007 2590 N. Kings Highway Trus es can be �lonVe oust and dag1 copse damage and personal in ryv if i��1177ppr Rerly tf Q-\ •' �� Fort Pierce, Fl. 34951 handed Inslalle an /or race . racing sh wn on this drawlly is JUT EKtC�IUN (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Mle Institute TPI) publication BgCSI 2008 BUILDING / COMPONENT SAFETY INFORMATION. Guige to good practice for handling installing 4 t / Qf mettal plate connected wood lr sses .TPI is I9 aced at: 1 North a Street // �F �� _ Suite 312, Alexandria VA 22314. eh�=o��(/OS�r683 �1010� �reillinn®npw st.org _ E S. �, 1 l \\\ ARCE ENGINEERING LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD BC 2 X 4 SP No.2 BOT CHORD WB 2 X 4 SP No.2 -Except- W2 2 X 4 SP No.3 OTHERS 2 X 4 SP No.3 1 - ply REACTIONS All bearings 078-0 except (jl-lenglh) 3-Mechanical, 5-Mechanical. (lb) -Max Harz 7-214(LC 6) Max uplift All uplift 100 lie or less at joint(s) 6, 3, 5 except 7--523(LC 11) Mox Gruv All reactions 250 Ile or less at joint(s) 3, 7, 5 except 6-892(LC 11) FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6--245/170 BOT CHORD 6-7--301/0, 6-9--301/0, 5-9--301/0 WEBS 2-5--0/338 ndard Pacific (651 NOES Structural wood sheathing directly applied or 3-0-0 1) Wind: ASCE 7-10; 170mph(3scc gusl)Vosd-IJ2mph; h-2511: TCDL-6.Opst; BCDL-6.Opsl; Category II; Exp C: enclosed; MWFRS (low-rise T oe pur6ns, except end verlieals. 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 Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. Orating. 2 This lrusa is not designed to support o ceiling and is not intended for use where aesthetics ore o consideration. 33 Th;a Irusa has been designed fora 10.0 psi bottom chord live load nonconcurrenl with any other live lood9. 4 Reler to girder(s) for truss to truss connections. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) 6. 3, 5 except (jl-Ib) 7.623. 6) This truss has been designed for a moving concentrated load of 200.Olb live located at oil mid panels and of oil panel points along the Bottom Lhortl, nonconcurrenl with any other live loads. LOAD CASE(5) Standard C 11 -1-4-0 3-0-0 1-4-0 3-0-0 1.5x4 11 3x4 = 3-0-0 3-0-0 � P L( PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T 'SA1J=0 TRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dlppe galvanized steel. z. Connector plates are applied to both faces of truss of each joint. Where dimensions are not h wn, plates are symmetrically placed about joint or as 4/,•'GE, ^ SOUTHERN indicated by circles �a . 3. �,Vkfingg on d fabricallyn shall be apccgplished using equipment producing snug and fu I embedded to es. 4 a h �D >Ll _ TRUSS I In joints 4. Un ss otherwise noted, compression top chord to be continuously braced by the rooPl sheathing. = Ct _ COMPANIES S. The permanent structural restraint shown l to rethe buckling to individual truss member and Is not Intended og a bracing pion for the roof structure or as a pion for the attachment of the roof to the building. = (!l ; 2590 N. Kings Highway B g Y CAUTION: Trusses yan be dongeroug and Copp copse damage anfj peersonal in ry f i�r�pr�aerly braced. tlracing sh wn on this tlrowing islUl' EHtCIIUN T� i ` Q ,• Ftr Fort Pierce, F1. 34951 (772)464-4IG0 Fax:(772)318-0015 handled Installed and/or BRACING. Refer to the Truss Plate Institute �TPI) publication CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing 221g North Street i, '��, ... , .. • 4f mettal plate connected wood lr ses . TPI �(ss I99 led at tee Guile 312, Alexandria VA 22314. lV2ses , TEL PI I3f nb8d-1d10. E-� oil: mfo�tpinsLorgw �'�E S 5,1� \\\\ TYPE: J3F cs OErL pot) V 11 5-6 >999 L/d J60 PLATES GRIP TC 0.66 ec O.JO we 0.12 (Malria) Verl((LL)) Verl(TL) H." TL) W,n4 LL -0.01 -0.01 S-6 >999 -0.00 J n/a 0.00 5 •' 240 n/o 240 A5y0 246/195 AS16H 246/195 LOADING DATE: Feb 2012 Version: 10.2d LOADING (psi) I SPACING 2-0-0 TCU. 20.0 Plates Increase 1.00 TCDL 15.0 Lumber increase 1.25 BOLL 0.0 Rep Stress Inc, YES BCDL 10.0 Code FBC2010/TP12007 W� and Ty. 1 ARCE ENGINEERING LBRACING UMBER TC 2 X 4 SP No.2 - TOP CHORD Structural wood sheolhing directly applied or BC 2 X 4 SP No.2 1-4-15 oc purlins, except and verticals. WB 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc OTHERS 2 x 4 SP No.3 bracing. 1 - Ply REACTIONS (Ib/size) 6-209/0-8-0, 4-37/Mechanical, 3--28/Mechanical Max Harz 6-151(LC 6) Max Max Grovl 6-29 (LC 10), 4-223(LC 14), 3-32(LCC4)) FORCES (Ib) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5--220/356 NOTES 1) Wind: ASCE 7-10: 170mph(35ec gusl)Vo5d-132mph; h-2511; TCDL-6.Op5l; BCOL-6.Opsf; Colegory 11; Exp C; enclosed; MWFRS (low-rise and C-C Inter;or(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for o 10.0 psi bottom chord live loud nonconcurrenl with any other live loads. 3 Re1ef 10 Qirder(!) fOf IrUl9 IO lfU9! COnneClfOn9. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 It, uplift of joint 6, 84 Ib uplift at joint 4 and 29 Ito uplift of joint 3. 5) This truss has been designed for o moving concentrated load of 200.OIb live located at oil mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live leads. LOAD CASE(S) Standard -1-4-0 1-4-15 1-4-0 1-4-15. 1-4-15 1-4-15 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T ehN O TRACTOR TYPE: J1 F SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� . • • / TC OC"L n o==) I/dell L/d PLATES GRIP / TC 0.93 Verl(LL� -0.00 5 >999 360 AS20 246/195 I. Connector plates are fabricated from 20 gouge ASTM A653 653M Grade A or better ' \ ec o.3+ verl rL -0.01 .-s >999 2+0 hot-dippetl galvanized steel, g g / \ �i� i wa o.00 Hard 8 -0.01 3 n/a e/= ASI8H 246/195 /� •,�`, .. �� (Malrie) Wind LL 0.00 h5 >999 2+0 2. Connector. plates are applied to both faces of truss of each •oint. Where DATE: Feb 2012 dimensions are not h wn, plates are symmetrically placed about joint or as �• C, ' �� 1� i LOADING indicated by circles �a . �j �y Version: 10.2d 3. � (tin gntl fobricotlon sholl lie acc mplished using equipment producing snug Q- CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN fIY Inggjoints and fully embedded pla�es. ; �� 4. Unl7ss otherwise notetl, compression top chord to be continuously braced by the _ - LOADING (Pelf SPACING 2-0-0 TRUSS roof sheathing. ( TOLL 20.1 Ploles Increase 1.00 COMPANIES s. The permanent slruptural restraint shown is toprevent buckling of individual truss = (jj ; c/ TCDL 1s.o Lameerin=reale 1.25 member and is not Intended oS 0 brocing plan or the roof structure or as o plan BOLL o.0 Rep stress Incr YES for the attachment of the roof to the building. ecDL 10.o code FBC201 D/TP 2007 2590 N. Kings Highway CAUTION: B g y Trusses Gon be dangerous and a�1 copse damage and peBrsonal in ry f i r Q rl � �`\ V\ Fort Pierce, Fl. 34951 handled Installed and/or brocedr. tlrocing sh wn on this drawn q IMP EKtC�U�I y V (772)464 4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication 6CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guirje to good practice for handling installing 4f mettal plapte connected w22od tr tees . TPI I� I99 at8e� of �1@North eel Street Suite 312, Alexondno VA 22314._lVeephone_( 013E6V2,161611 -1b1 . -mail In o®tpms4org^ /////r F�S 5�� \\\\ ARCS ENGINEERING Standard Pacific 6512 QTY. 4 LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gust)Vosd-IJ2mph; h-25f11 TCDL-6.Opsf; BCDL-6.Ops1; Category 11; Exp C; enclosed: MWFRS (low-rise); TC 2 X 4 SP No.2 BC 2 % 4 SP No.2 •Excepl• BOT CHORD oc purlins, except end verlicals. Rigid ceiling directly applied or 10-0-0 oc Lumber DOL-1.33 plot. grip DOL-1.33. 2 This truss is not designed to support a ceiling and is not intended for use where oeslhel;cs are a consideration. WB 2 % 4 SP No.3 W1 2 % 6 SP No.2 2 % 4 SP No.3 Orating. J This buss has been deatgned far a 10.0 per bottom chord live load nonconcurrent with any other live loads. OTHERS 4 Refer to girders) far truss to truss connections. I - ply REACTIONS (lb/size) 4-9J/Mechanical, 8-534/0-11-5, 6-247/Mechanical 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 It, uplift of joint 4, 4881b Max Harz 8-309(LC 5) Mox Uplifl 4--122(LC 5). 8--408(LC 5), 6--265(LC 4) uplirl al joint 8 and 265 lb uplift at joint 6. 6) This truss fins been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel Mex Grov 4.93(LC 1), 8-534(LC 1), 6-354(LC 11) points along the Bottom Chord, nonconcurrent with any other live loods. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or lees except when shown. 265, 2-6--511/45B LOAD CASE(S) Standard 1) Regular: Lumber Increa3e-1.25. Plate Increase-1.00 TOP CHORD 2-10--33B/239, 3-10--311 BOT CHORD 8-14--3D9/0, 12-14--309/0. 7-12--309/0, 7-13--302/225, 13-15--302/225, 6-15--302/225 Uniform Loads (Plf) WEBS 3-6.-303/40B, 2-7--183/314 Vert: 1-2--70, 2-4--70, 5-8--20 Concentrated Loads (lb) Vert: 11--15(F.-8, B--8) 12--34(F--17, B. 17) 13--12(F--6, B--6) PLATE: SIMPSON SOUTHERN TRUSS COMPANIES s Highway CAUTION: 2590 N. Kings B y Trusses can be donaerous and can cause damage and Personal inNry iUmpnvorly 1 V Fort Fierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 -1-10-10 , 4-3-15 7-7-13 1-10-10 4-3-15 3-3-15 2x4 11 3x4 = 3-0-14 7-7-13 3-0-14 ONG-TIE . FURNISH A COPY OF THIS TRUSS DESIGN TQ4,�PiEC[f101 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: P.'M I C I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot -dipped galvanized steel. �� ' ` • ..•' 2. Connector plates ore applied t0 both faces of truss at each joint. Where dimensions ore not h wn, plates are symmetrically placed about joint or as indicated 3. � (ting,Ond fabrication shall be accomplished using equipment producing snug f1Yying joints and fully plotes. 4. Un ss otherwise note compression lop chord to be continuously braced by the - LLI Fj ,mbedded roof sheathing. 5. The permanent structural restraint shown is to revenl buckling of individual truss member and is not Intended oS a bracing plan for the roof structure or as a plan for the attachment of the root to the building = 1- ; e JFE S S 10 3x4 = cSI Ben in pa.) I/aen TC 0.75 Verl(LL) -0.06 6-7 >999 ec 0.66 Verl Tl -0.09 6-7 >900 WB 0.15 Harr(TL) -0.00 6 n/a (..iris) W;; d LL 0.02 6-7 1999 LOADING LOADING (per) SPACING 2-0-0 TCLL 2.", Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.25 BCLL 0.o Rep Stress lncr NO BCDL 10.0 Code FBC201 O/TP12007 TYPE: CJ56 L/° PLATES GRIP Jso 240 AS20 246/195 /° As I. 246/195 240 DATE: Feb 2012 Version: 10.2d "Y o ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 3-3-4 BC 2 X 4 SP SS cc purlins, except end verticals. WB 2 X 4 SP No.2 -Except- W5 2 X 4 SP SS, W1 2 X 6 SP No.2. W2 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-7-8 cc bmc;ng. OTHERS 2 X 4 SP No.3 WEBS 1 Row at midpt 4-14, 7-11, 7-9, 2-14 1 - Ply REACTIONS (Ib/size) 9-2237/Mechanical, 15-2285/0-8-0 Mox Harz 15-318(LC 5) M. Uplift 9--2014(LC 3). 15--1915(LC 5) FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--2900/2492. 3-17--2455/2245, 17-18--2455/2245.4-18--2455/2245,4-5--3707/3317. 5-19--3707/3317, 19-20--3707/3317, 6-20--3707/3317. 6-21--3707/3317. 21-22--3707/3317, 22-23--3707/3317. 7-23--3707/3317, 8-9--298/348, 2-15--2223/1939 SOT CHORD 15-27--350/220, 14-27--350/220, 14-28--3335/3712. 28-29--3335/3712.29-30--3335/3712, 13-30--3335/3712, 13-31--3335/3712. 31-32--3335/3712, 32-33--3335/3712, 12-33--3335/3712,11-12--3335/3712,11-34--2269/2516, 34-35--2259/2516. 35-36--2269/2516. 36-37--2269/2516, 10-37--2269/2516.10-38--2259/2516, 38-39--2269/2516. 39-40--2269/2516,40-41--2269/2516, 9-41--2269/2516 WEBS 3-14--704/569.4-14--1569/1534,4-13--42/427.6-11--643/762.7-11--1332/1487.7-10--17/424. 7-9--3035/2735, 2-14--2162/2339 -1-4-0 5-6-0 11-5-6 17-3-0 1-4-0 5-6-0 5-11-6 5-9-10 8x8 = 4x8 = 4x4 = A S 4TY. 1 NOTES 1) Wind: ASCE 7-10; 170mph(3eec gusl)Vosd-132mPh; h-2511; TCDL-5.Opst; BCDL-6.0p1f; Colegory 11; Exp C: onclosed; MWFRS (low-rise Lumber DOL-1.33 plate grip DOL-1.33. 2 Provide adequate drainage to prevent water pondinq. 33 This truss has been designed for o 10.0 psf bottom chord live food nonconcurrenl with any other live foods. 4 Refer to girder(s) for truss to truss connections. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2014 lb uplift at joint 9 and 1915 lb uplift of joint 15. 6) This truss has been designed for a moving concentrated load of 200.OIb live located at oil mid panels and of oil panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25. Plate Increase-1.00 Uniform Loads (plf) Verl: 1-2--70. 2-3--70, 3-8--70. 9-15--20 , Concentrated Loads (lb) Vert: 3--111(B) 14--271(8) 4--88(B) 13--44(6) 17--88(B) 18--88(B) 19--88(B) 20--88(B) 21--88(B) 22--88(B) 23--88 B 24--BB(B) 25--88(B) 26--BB(B) 28--44(B) 30--44(0) 31--44(B) 33--44(B) 34--44(B) 35--44(8) 37--44(B) 38--44 B 39--44(8) 41--44(B) 23-0-10 29-0-0 5-9-10 5-11-6 1 x4 II 5x8 = 2.5x6 II 6 7 8 15 14 13 It II 2.5x6 II 5x8 - 1x4 11 4x5 = 1x4 II 5x6 = 3x9 = 5-6-0 5-6-0 PLATE: SIMPSON STRONG -TIE SEALING OF TRU 1. Connector plates ar hot -dipper) golvani2 2. Connector plates or dimensions are not indicated by circles SOUTHERN 3 fiYtinig9oints q�d`f�l TRUSS 4. Unless otherwise no root sheathing. COMPANIES 5• The permanent not member and Is not for the attachment 2590 N. Kings Highway Trusses yon.be dan Fort Pierce, Fl. 34951 handled installed an BRACING. (772)464-4160 Fax:(772)318-0015 NENT SAFET s 11-5-6 1 17-3-0 3-0 10 29-0-0 5-11-6 5-9-10 5 1�C�( 5-11-6 FURNISH A COPY OF THIS TRUSS DESIGN TO JEREQTION IESIGN BASED UPON THESE DESIGN CRITERIA: •icated from 20 gauge ASTM A653/653M Grade A or better lied to both faces of truss of each 'oint. Where \ •�`aSC 1, plates are symmetrically placed D�1out joint or as hall ye occ mplished using equipment producing snug a �J bedded pla�es. _ T Ii :ompression top chord to be continuously braced by the LL _ I restraint shgwn is to revent buckling of individual truss N eed og a bracing plan (or the roof structure or as a plan roof to the building. s and cal NTRACTOR TYPE: A26G es, oLFL I(I=) /deu L/d PLATES GRIP TC BC 047 wB 0.89 13 11-13 >999 Varl(TL)-0.4011-13 >869 H rd, T% 0.12 9 n/a wn(u) 0.34 11-13 >999 360 240 n/a 240 AS20 246/195 ASISH 246/195 LOADING TRIX DATE: Feb 2012 Version: 10.2d CRITERIA: ANSI TPI 1-2007 MA �- LOADING (psf) SPACING 2-0-0 - TCLL 20.0 Plotes Increase 1.00 TCDL I5.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress lner NO BCDL 10.0 Code FBC20 I O/TP12007 ESS\O\0\ 171 ARCE ENGINEERING Standard Pacific 6512 QTY. 1 . LUMBER BRACING NOTES TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-3 1) wind: ASCE 7-10: 170mph(3sec guSI)V0Sd-132mph; h-25f1: TOOL-6.Opsf; BCDL-6.Opsh, Category II; Exp C; enclosed; MWFRS (low-rise) BC 2 % 4 SP No.2 do purlins, except end verticals. 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 W4 2 % 4 SP No.3, WO 2 % 4 SP No.3, WO 2 % 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-15 oc for MWFRS for reactions specified. WB 2 % 4 SP No.2 -Except' w2 2 % 4 SP No.3 bracing. 2 Provide adequate drainage to prevent water ponding. OTHERS 2 % 4 SP No.J WEBS 1 Row al midpl 7-8. 4-12, 7-9 33 This Truss has been designed fora 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 1 - Ply 4j) Refer to girders) for truss to truss connections. REACTIONS (lb/size) 8w1280/Mechonicol, 13.1404/0-8-0 Max Harz 13-402(LC 6) lb al joint 1}. 6) Thiss ttruruss has been designed for o moving concentrated load of 200.016 live totaled of all mid panels and of all panel Mo. Uplift 8.-756(LC 4). 13--583(LC 6) points along the Bottom Chord, nonconcurrenl with any other live loads. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. _ TOP CHORD BOT CHORD 123315-6557/294, 12a15.3557/294, 12516w-12B7/87. 1720-11-16-01287/1720. 10- 111--957/1306 10306/957, 067.8957% 306. 9Z 171073 957/1306 LOAD CASE(S) Standard WEBS 3-12--108/383,4-12--506/514,4-11--180/336,6-I1.-418/525.6-9--839/819,7-9--1166/1589, 2-12--681/1098 ' -1-4:4 7-6-0 14-8-9 1-4-0 7-6-0 7-2-9 cc Or I 1x4 7.01 Sx4 i 112 1 13 2x8 II 21-9-7 7-0-13 29-0-0 7-2-9 4x8 3x4 - 3x4 = 3x4 - 4x4 _ 'r a 5 6 7 12 4x8 - 11 1U 3x4 - 3x4 = 2.5x6 II 7-6-0 14-8-9 1 21-9-7. 29-0-0 7-6-0 7-2-9 7-0!1I3 �L( 7-2-9 LATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO R O �I�df�QQNTRACTOR TYPE: A25 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: / csI 0rn a Dee) Vdea L/4 PLATES GRIP ` / 1C 0.85 Verl LL> -o.3a 9-11 >999 J6a I. Connector plates ore fabricated from 20 gauge ASTM A653/653M Grade A or better �� V 6 P • • • • // Sc 01" venITL> 0 6 9-11 >959 x+o AS20 216/195 hot-dippetl galvanized steel. , •' �� we o.�1 Narr LL a.o5 a a/a e/a As1aH 2+6/195 2. Connector plates are applied to both faces of truss at each joint. Where 4/. �a.. I (neo-l•) wed�u3 o.1s 9-11 >999 �+o dimensions are not h wn, plates are symmetrically placed about joint or as �., 4. y� LOADING DATE: Feb 2012 indicated by circles �o� �' rnJ Version: 10.2d 3. � (tin qnd fabrico ion shall ye act mplished using equipment producing snug _� q- O W.i CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN fIYying�joints and fully embedded pla�es. 4. Un Unless otherwise noted, compression top chord to be continuously braced by the - 1f f : h (� - LOADING (Psq SPACING 2-0-0 TRUSS roof sheathing. COMPANIES 5• The permanent structurol restraint shown is to revent buckling of individual truss - TCLL 20.o Plates Increase 1.00 member and is not Intended o a bracing plan (or the roof structure or as a plan TCDL 15.0 Lumber Increase 1.25 for the attachment of the Too to the building. BCLL 0.0 Rep Stress BCCIner 007 CAUTION: � ecDL 10.0 Cade FBC2010/TPI2007 2590 N. Kings Highway Tru41 s es can be don erau and CCapp copse ddome a ancj personal in N�ryy if i��rr��ppr Q rl Fort Pierce, Fl. 34951 handled In a nd/or Sbraced. tiracln sh wn on this drawl gg is'NUT EHtC�IU�I y x •' ' (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication r9CSl 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing // Qf mettal plate connected wood tr sses .TPI (s I99 ated oU 21g Nort L,ee Street Suite 312, Alexandria VA 22314� e1eohone: (/03%36-Ad16�-A�al��nlo��tpQn+stkog� // �FES 5\O \\�\ 2' - --- -- - e. 1•uesrs.._- ARCE ENGINEERING Standard Pacific (6512) QTY. 1 LUMBER BRACING NOTES TC 2 % 4 SP Na.2 TOP CHORD Structural wood sheathing directly applied or 4-7-6 1)) Unbalanced roof live loads have been considered for this design. BC 2 % 4 SP No.2 oc purling, except end verticals. 2) Wind: ASCE 7-10; 170mph(3,ec gust)Vasd•132mph; h•2511; TCOL•6.Opsf; SCOLw6.Opsl; Category II; Exp C: enclosed; MWFRS (low-rise) WB 2 % 4 SP No.3 -Except- WI 2 % 4 SP SS, W7 2 % 4 SP SS BOT CHORD Rigid ceiling directly op ;ad or 2-2-0 oc bracing. 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 % 4 SP No.3 WEBS 1 flow of midDl 5-12, 5-10 for MWFRS for reactions specified. 1 -Ply 3 Provide adequate drainage to Drevenl water pending. REAC710N5 (Ib/size) 13. 1404/0-8-0, 9.1280/Mechanical 43 This true has been designed for o 10.0 psi bottom chord live load nonconcurrenl with any other live loads. Mox Holz 13.365(LC 5) 5 Refer to girder(,) far trae9 la true, connections. Mox Uplift 13•-6J5(LC 6), 9•-472(LC 7) 6 Provide mechanical connection (by others) of truss to bearing plot. c... ble of withstanding 635 Ito uplift at joint 13 and 472 lb uplift of joint 9. FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. 7) This truss has been designed for o moving concentrated load of 200:01b live located at all mid panels and at olI panel TOP CHORD 2-3•-438/176. 3-4.-1506/1097, 4-5•-1241/1051, 5-6•-1258/1061, 6-7•-1527/1111, 7-8•-523/230. 2-13•-380/459, points %long the Bottom Chord, nonconcurrant with any other live loads. 8-9•-J24/263 _ _ _ _ _ _ _ SOT WEBS CHORD 3-12•-194/252. 4-112- 5187/416. 52212.2-308/41645- 10• -284/410. 64 10-2198/424, 17 10 13185/283.73-tg3•/14813/9777•-809/1283 LOAD CASE(5) Standard 7-9w-1337/951 9-6-0 14-6-0 19-6-0 24-1-4 29-0-0 T1-4�0 4-10-12 1-4-0 4-10-12 4-7-4 5-0-0 5-0-0 4-7-4 4-10-12 it 1 1 4x5 = 3x4 = 4x5 - 13 12 11 10 n 5x5 - 3x8 - 3x5 - 3x8 = 5x5 - 9-6-0 19-6-0 9-6-0 10-0-0 29-0-0 LATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T `ERE TRACT SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M,Grode A or better ti\ �i �� hot-dippetl 000lvonlzed steel. 2. Connector pfales ore applied to bath faces of truss at each joint. Where dimensions ore not h wn, plates are symmetrically placed about joint or as (�J.',•'�j�a f• C4' G3 y\ i SOUTHERN indicated by circles ko . 3. �,rttting, qnd fabricallon shall be occ�mplished using equipment producing snug ` joints and fully embedded pla es. = , �j� Q- . / LLI TRUSS Iing 4. Un ss otherwise noted, compression lop chord to be continuously braced by the _ Too e( sheathing. 1I !� _ _ COMPANIES 5• The erman nt structural restraint shgwn i9 to revent buckling of individual truss member an is not Intended aS a bracing plan for the roof structure or as o plan U7 ; for the attachment of the Tool to the building. Aco(fse�doma V 2590 N. Kings Highway Fort Pierce, Ft. 34951 Trus es ti an be don eroug and op a Ong personal in r if I r I honed Installed o nd/or 'r"' . tlrocing sh wngon this tlrowlpdy IS�J(�T E1LCf1b� y Truss Plate Institute ?TPI) 6CSI 2008 BUILDING Q'\ • i � F L V � �j (, • (772)464-4160 Fex:(772)318-0015 BRACING. Refer to the publication QCOMPIOlNENooT SAFETY INFORMATION. gGuile to good practice f2or hondlinq inslollinq guile 3112pIAlexanddro VA 223�4�r1pelsw�i:r�ncl�/OJ b8-3 1b10* Neiroh..Li o��p�lsi.Aep_ • .. `� �� // ( O R TYPE: A24 csl OEFI i (Ise) Idea L/d PLATES GRIP TC 0.59 BC 0.98 Verl(LL)-0.4610-12 >719 Verl TL -0.72 f0-12 >176 ]60 NO A520 246/195 WB 0.95 Norr(TL) 0.OB 9 /o /a g5If 216/195 (Matrix) wind Ll 0.12 10-12 >999 240 LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d LOADING (psi) SPACING 2-0-0 TOLL 20.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.25 I BCLL 0.0 Rep Stress lncr YES SCOL 10.0 Code FBC2010/TP12007 715 ARCE ENGINEERING Standard Pacific 6512 QTY. 3 LUMBER BRACING NOTES - r TC 2 X 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 1) Wind: ASCE 7-10; 170mph(3sec qust)Vosd-132mph; h•2511: TCDL•6.Ops1; BCDL•6.Opsl; Category II; Exp C; enclosed; MWFRS (tow —rise) BC 2 X 4 SP N0.3 oc purlins. except end verlicals. and C—C Interior(1) zone; Lumber DOL-1.33 plate grip DOLw 1.33. This truss is designed for C—C for members and forces, and we 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. I — PI bracing. 2) This truss has been designed for a 10.0 psi boltom chord live load nanconcurrenl with any other live loads. REACTIONS (lb/size) 1.59/2-0-0. 3.59/2-0-0 3 Goble requires continuous bottom chord beormg. Mow Horz 1-54(LC 6) 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 1 and 46 Mox Uplift I. -15(LC 6), 3.-46(LC 6) lb uplift at joint 3. Max Grw 1-233(LC 11). 3-23J(LC 12) 5) This truss has been designed for a moving concentrated load or 200.0I1, live located at all mid panels and of all power points along the Bottom Chord, nonconcurrenl with any other live loads. FORCES (lb) — Max. Comp./Max. Ten. — All forces 250 (lb) or less except when shown. • LOAD CASE(S) Standard PLATE: SIMPSO SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Ff. 34951 (772)464-4160 Fax;(772)318-0015 2-0-0 I 2-0-0 1.5x4 II 2 2x4 i 1.5x4 11 2-0-0 2-0-0 G-TIE FURNISH A COPY OF THIS TRUSS DESIGN T ARV_ TI'Oh( p TRACTOR LI h 7 W. FL �•• v OF�S Sl�\�\`\ SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot —dipped galvanized steel. 2. Connector plates ore applied to both faces of truss at each I•oint. Where dimensions are not h wn, plates are symmetrically placed about joint or as indicated by �a circles 3. Foiling, qnd fabrication shall be accomplished using equipment producing snug Wing joints and fully embedded plates. 4. Un ss otherwise noted, compression lop chord to be continuously braced by the rooe( sheathing. 5. The permanent structural restraint shown ig to revent buckling of individuol truss member and is not in ended as a bracing plan for the roof structure or as 0 plan for the attachment of the roof to the building. _ CAUTION: CS] iC 0.10 we o00 LOADINGS •• CRITERIA: � At � — LOADING (psi) TOLL 20.0 TCDL I5.0 BOLL 0.0 BCDL 10.0 TYPE: MV2B DEFL (toe) Vd.0 L/d PLATES GRIP Vert((((LL3 n/o 999 Hor1r(il) o.0/Da 3 n/o n/a A520 246/195 ASIBH 246/195 1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plates Increose 1.00 Lumber Increase 1.25 Rep Sires. Incr YES Code FBC2010/TP12007 W4 ARCE ENGINEERING , Standard Pacific LUMBER BRACING iC 2 X 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 7CC oc purlins, except end verlicals. B2 X 4 SP N .3 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1 — Ply bracing. REACTIONS (lb/size) 1.149/4-0-0, 3.149/4-0-0 Max Harz 1-136(LC 6) Mox UPlifl 1. 371LC 6), 3--116(LC 6) Max Grav, 1-2e3(LC 11). 3-2e3(LC 12) FORCES (lb) — Mox. Comp./Mox. Ten. — All [areas 250 (lb) or less except when shown. 4-0-0 4-0-0 NOTES 1) wind: ASCE 7-10: 170mph(3sec gusl)Vosd-132mph; h-25fl; TCDL-5.Ops1; BCDL-6.Opsl; Category 11; Exp C; enclosed; MWFRS (low—rise 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 tortes, and for MWFRS for reoctions specified. 2) Th;s truss has been designed fora 10.0 psi bottom chord live land nonconcurrenl with any other live loads. 3 CoDla require! eonlinuou! bottom chord bearing. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 1 and 115 It, uplift at joint 3. 5) This truss has been designed for o moving concentrated food of,200.01b live located at oil mid panels and at all pone] points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard 1.5x4 II 2 2 x 4 i 1.5x4 II 4-0-0 4-0-0 _ATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T Et� T I i 0 TRACTOR TYPE: MV4B / es1 (1..) I/d.n L/d PLATES GRIP SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� ,,,, // Tc o.4DTTLL nia - a/a 9991. Connector Plsles are fabricated from 20gouge ASTM A653/653M Grade A or .better Bconi a/a - n/a 999A520 246/195 hotnei to galvanized steel. iwe o.aoN,rr(n) o.00 n/a ^/e As16H 246/195 2. Connector plates are applied to both faces of truss at each joint. Where �J'•`{�E DATE: Feb 2012 dimensions ore not h wn, plates are symmetrically placed about joint or as :r LOADING indicated by circles to� q �j U1 Version: 10.2d 3. � t(ing,gnd fabri atlon shall be accgmplished using equipment producing snug CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN fIi ing joints gndefLilly embedded pla es. — W 4. Unl ss otherwise noted, compression top chord to be continuously braced by the _ CC LDADINC (p,f) SPACING 2-0-0 TRUSS roof( sheathing. / = LOA (ps Plalee lncreaee Loo COMPANIES 5• The permangnl structural restraint shown is to prevent buckling of individual truss i ((] ; TCDL 15.0 Lumber Increase 1.25 member an is no tt intended a a bracing plan for the roof structure or as o plan BCLL 0.0 Rep stress lncr YES for the ollachment of the root to the building. BCDL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway CAUTION: V B 8 y Trusses yen be �ange�ou�and�o� cause damage and p�erso r l inj�Ir��fELC�I��lrly Fort Pierce, FI. 34951 hon led Installe and or race ratio sh wn on this rows yy Is i , •\' (772)464-41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plole Institute TPI) publication tlCSI 2008 BUILDING i/ ' • COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing /// �F `Q \� 1 (� 4f mettal plate connected wood trs�sses . TPI I I9 4ted of p1g North I,eQ Street / E - 5 Svile W Alexandria VA 22314. Ieli hone: (T019f % 3-1010. El: Into�lpinsl.org. -- — ..- P-....a ...1•r, .e.xxxu[nn n _' nose- ( 1 I I , , , I I 1 1 ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP Na.2 TOP CHORD Structural woad sheathing directly applied or 2-2-0 BC 2 X 4 SP No.2 oc purlins, except end verlicols. we 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-12 oc 1 - Ply bracing. REAC710NS (Ib/size) 1-239/6-0-0.3-239/6-0-0 Max Harz 1-217(LC 6) Mox Uplift 1--59(LC 6), 3--186(LC 6) Max Grov 1-333(LC 11). 3.333(LC 12) FORCES (lb) - Max. Comp./Mox. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2-3--186/302 6-0-0 6-0-0 512) QTY. 1 NOTES 1) Wind: ASCE 7-10; 170Mph(350C gust)Vosd-132mph; 11-25fl: TCDL-6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise) 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 for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 3 Coble requires continuous bottom chord bearing. 4 Provide mechanical connection (by others) of truss to beoring plate capable of withstanding 59 lb uplift of joint 1 and 186 It, uplift o1 joint 3. 5) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bot tom Chord, nonconcurrenl with any other live loads. LOAD CASES) Standard 1.5x4 II 2 2x4 i 1.5x4 II 6-0-0 6-0-0 � ff PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T e TRACT SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: • "' ��\ I. Connector elutes are fabricated from 20 gouge ASTM A653/653M Grade A or better � . • hot \ t —dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each int. Where �fj',,•4v C dimensions are not h wn, plates are symmetrically placed ci taut joint or as ( �o� SOUTHERN indicated by circles 3, �t�ding, and fabrication shall be acc mplished using equipment producing snug = fQ : J ••: i fIl ing joints and fully embedded plo�es. TRUSS a. Unless otherwise noted, compression top chord to be continuously braced by the !t — roof sheothinqQ individual truss buckling COMPANIES 5. The permaner(t structural restraint shown is to revent of _ member and Is not intended o a bracing plan for the roof structure or as a plan _ for the attachment of the roo�to the building. 2590 N. Kings Highway B B Y Fort Pierce, Fl.34951 CAUTION: \ </ Trussses pan be don eroug and an cause damage and yrS0001 in ry f i�17pr9Derl handed Installed and/or broce� Bracing sh wn on thisptlrowlg Is�& EM 1UN y F (772)464-41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication HCSI 2008 BUILDING i > COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing // /� ��\\ late connected wood tr sses TPI t5 Ig abed al 1g North e Street / O Q \ FES QQf mettal . Juite 312, Alexandria VA 22314. 1Vele hone: (/03�683-11310 E—mall: Info@tpinsl.org //// S Read all manufacture's WARNINGS enclosed with drawingPackage. \�\\ TYPE: MV6B C51 OEFL ' (lac) I/den L/d PLATES GRIP TC 0.94 Verl((LL)) n/^ 999 BC O.e7 Verl(TL) / — n/o 999 AS20 246/795 wB 0.00 Hore(%) 0.00 n/a ^/a AS BH 246/195 (Nalrir) LOADING DATE: Feb 2012 .—.---.. ... rn, Version: 10.2d LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCOL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress lncr YES SCOL 10.0 Cade FBC2010/TP12007 ARCE ENGINEERING Standard Pacific 6512 QTY. 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 -Except- T2 2 X 6 SP No.2 TOP CHORD Structural wood sheathing directly applied, except I) Unbalanced roof live loads hove been considered for this design. BC 2 X 4 SP SS end verticce. 2 Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph: h-251t: TCDL-6.Ops1; BCOL-6.Ops1; Category II; Exp C; enclosed: MWFRS (low-rise) WB 2 X 4 SP No.J •Except• Wt 2 X 4 SP SS. W6 2 X 4 SP SS BOT CHORD Rigid ceiling directly applied or 7-7-5 oc bracing, and C-C Interior(1) {one; Lumber DOL-1.33 plate grip DOL-1,33. This truss is designed for C-C for members and lames, and OTHERS 2 X 4 SP No.J WEBS 1 Row at midpl 3-13, 7-9 for MWFRS for reactions specified. 1 - Ply J Provide odequole drainage to prevent water ponding. REACTIONS (ID/size) 13-1404/0-8-0, 9.1280/Mechanical 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live Ioods. Max Harz 13-1404/ 5) 5 Rotor to girder(!) for truss to truss connections. Max Harz 13--661(LC 8), 9--498(LC 7) 6 Provide mac on— connection (by others) of truss to bearing plate capable of withstanding 661 lb uplift at joint 13 and 498 lb uplift at joint 9. 7) This truss has been designed for o moving concentrated load of 200.Olb live located of all mid panels and at oil panel FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3--607/410, 3-4--1425/1103. 6-7w-1441/1113. 7-8--710/501. 2-13--585/659, 8-9--547/486. 4-5--1177/1045, points along the Bottom Chord. nonconcurrenl with any other live loads. 5-6--1191/1054 _ _ _ _ _ WEBSCHORD J31z5-173%5345-112�5--7249 1549,0-2-211/J99771008-11-16--437158110-11-.759101019/61-751/1285, 9-17--751/1285 LOAD CASE(S) Standard ' 1-4-0 6-11-12 11-6-0 14-6-0 17-6-0 22-0-4 29-0-0 1-4-0 6-11-12 4-6-4 3-0-0 3-0-0 4-6-4 6-11-12 4x6 4x6 zzz 3x4 - 4 5 6 13 12 11 10 1 a 6x6 - 3x4 = 3x4 = 3x4 = 6x6 - PLATE: SIMPSON STRONG -TIE SEALING O 1. Connector{ hot —dipped 2. Connector dimensions indicoled b, SOUTHERN J.Yt��'$4aln► TRUSS 4. r)ooef sheath COMPANIES 5• The permar member an for the altL 2590 N. Kings Highway Trusses par Fort Pierce, F1.34951 handled Ins (772)4644160 Fax:(772)318-0015 BOMPON. 10-9-3 18-2-13 29-0-0 10-9-3 7-5-11 � 10-9-3 FURNISH A COPY OF THIS TRUSS DESIGN TQARIB Y1i11k Q TRACTOR RUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\\ PK I lz f4 /i� csI ,.00 s ore fabricated from 20 gauge ASTM A653/653M Grade A or better •. anlzed steel. q(� ,� TC (u u.j'1J s ore applied to both faces of truss at each joint. Where i not h wn, plates are symmetrically placed about joint or as G, i LOADING :les (so�C:' r�GJ 1� ricotlon shall be occ mplished using equipment producing snug Q, rD l� CRITERIA: At d fully embedded DID es. LLJ e noted, compression lop chord to be continuously braced by the LOADING (psf) structural restraint shown is to prevent buckling of individual truss N (j. — TCDL TCLL 15.0 20.0 not intended as.a bracing plan fr the roof structure or as a plan v BCLL o.D Tent of the roof to the budding. Scot 10.0 CAUTION: 4/ dangerous and Copp copse damage and persogDl in 'r'" iand/orraced.bracing sh wn on this dralg15EtotheTrPlate InstituteTPI) publicbtionBg51008BUILDING tot INFORMATION.Guide togod practice forhaning installing // :onnected wood trusses . TPIII�S I9�ate at: �18 North L,ee Street // (rC 1O \\ lndrla VA 22314. TelepPhone. 03 68 —101 E—moil: Info®tpinsl.org / ES S Ifecture'e WARNINQS enclosed with drewln acke e. // 1\ 00 00 TYPE: A23 oer floc) I/deg L/d>961 PLATES GRIP V.d(L( )) Verl(TL) —0.71 9-10 >479 360 2 0 A520 216/195 Hori((TL)) 0.08 9 n/e n/e ASi8H 246/195 wi d LL) 0.23 10-12 >999 240 DATE: Feb 2012 Version: 10.2d )PI1-2007 MATRIX SPACING 2-0-0 Ploles Increase 1.00 Lumber Incre 1.25 Rep Stress Incr YES Code FBC20 1 0/TP12007 ARCE ENGINEERING Standard Pacific 6512 QTY. 1, LUMBER BRACING NOTES TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or BC 2 x 4 SP 55 4-4-14 oc purlins, except end verlicals. 1) Unbalanced roof live foods hove been considered for Ihis design. 2 Wind: ASCE 7-to: 170mph(3sec gust)Vasd. 132mph: h-2511; TCDL-6.Opsf; BCDL-6.Opsf; Category Ili Exp C; enclosed; MWFRS (low-rise) WB 2 % a SP No.J -Except- W1 2 % a SP S5. W6 2 % 4 SP 55 SOT CHORD ceiling directly applied or 7-6-11 ac 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 tortes, Ontl 21 OTHERS 2 % 4 SP No.3 bracing, for MWFRS for reactions specified. 1 - Ply WEBS 1 Row at midpl 3-15, 9-11 7 Provide odequole drainage to prevent water pondinq. REACTIONS (lb/size) 15-1404/0-8-0, 11-1280/Mechanical 4 This truss has been designed for 10.0 Osl bottom chord live land nancancureenl with any other live foods. Max Harz 15-508(LC 5) Max Uplift 15--682(LC 6). 11--518(LC 7) 5 Refer to girder(s) for truss to Irusa connections. 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 682 lb upl;fl of joint 15 and 5IS lb uplift at joint 11. FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. 7) This truss has been designed for o moving concentrated load of 200.o1b live located at oil mid panels and at all panel TOP CHORD 2-3--557/332. 3-4--1437/1a64. 4-5--1321/1101, 7-8--1337/1111, 8-9--1453/1075, 9-10--657/418, 2-15--522/595, points along the Bottom Chord, nonconcurrenl with any other live loads. 10-11--482/420,5-6--1139/1081, 6-7--1153/1089 BOT CHORD 15-17.-734/1279, 14-17--734/1279. 14-18--359/992, 13-18--359/992,12-13--359/992.12-19--751/1315, 11-19--761/1315 LOAD CASE(5) Standard WEBS 3-14--276/448. 6-14--273/444, 6-12--294/465. 9-12--311/479. 3-15--1248/789. 9-11--1129/715 , 15-6-0 -11-4-0 6-11-12 1 13-6-0 14-6,-0, 22-0-4 29-0-0 1-4 0 6-11-12 6-6-4 1-0-0x7 6-6-4 6-11-12 3x7 15- 0-0 7.00 ri L 4x4 - HE 15 14 13 12 11 6x6 = 3x4 = 3x4 = 3x4 - 6x6' - 10-9-3 18-2-13 29-0-0 10-9-3 7-5-11 t-- 3 T t�W TRACTOR Q: h 4/ \ F 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 gouge ASTM A653/653M Grade A or better hot -dipped galvanized steel. joint. 2. Connector plates are applied to both faces of truss at each Where h dimensions are not wn, plates are symmetrically placed about joint or as indicoted by circles �a SOUTHERN 3. �1�ding, qnd fabrics(Ion shall be occ mplished using equipment producing snug filling joints and fully embedded PIP es. _LLJ TRUSS 4. Unl ss otherwise noted, compression top chord to be continuously braced by the Too sheathing. _ COMPANIES 5. The permanent structural restraint shgwn is to prevent buckling of individual truss _ member and Is not intended os o bracing plan fsr,the roof structure or as a plan f r 'hettachment of the roof to the bulldin CO 0 a 2590 N. Kings Highway CAUTION: B B y Trus es pan be den eroug and Ca covse damage and p rsonal in r f i r rl Fort Pierce, Fl. 34951 handsled Installed a nd/or braced. �racing sh wn on this derow'Ipgg Isl(�1' EIC�FI�! y 772 464-4160 Fax: 772 318-0015 BRACING. Refer to the Truss Plole Institute �TPI) publication HCSI 2008 BUILDING ( ) ( ) r•n12onMCMT cAPrTY IMcnaMeTlnM r.,,iHa In nand n-iir•- fnr hnndrnn inctnfiinn 1� L61 TC 0.e9 we o 6i LOADING •• CRITERIA: Al `� � - LOADING (pslj TOLL 20.0 - rcoL ls.o OCLL 0.0 BWL 10.0 00 M m I DEFLL( )) pact 1/6 e1 l V:,$LLl-0.6411-12 >eal Herx(TLl 0.06 11 /o Y4nd LL 0.10 12-14 >999 SPACING 2-0-0 Plates Increase 1.00 Lumber lncre49e 1.25 Rep Stress Incr YES Code FBC2010/TP12007 TYPE: A22 L/d PLATES GRIP 360 240 AS20 246/195 240 AS18H 246/195 DATE: Feb 2012 Version: 10.2d l� ARCE ENGINEERING Standard Pacific 6512 QTY. 1, LUMBER BRACING NOTES TC 2 X 4 SP SS -Except- TI 2 X 4 SP No.2, T3 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-7 1) Unbalanced roof live Toads have been considered for this design. SC 2 X 4 SP SS oe puffins, except end verticals. 2 Wind: ASCE 7-10; 170mph(39ec gusl)Vasdw 132mph; hw25fl: TCDLw6.Ops1; BCDLw6.Opsl; Category II; Exp C: enclosed ; MWFRS (low-rise) WB 2 X 4 SP No.3 •Except• WI 2 X 4 SP SS, Wt 2 X 4 SP SS BOT CHORD Rigid ceiling directly applied or 7-9-12 oc and C-C Interior(1) zone; Lumber DOLw1.33 plate grip DOLw 1.33. This truss is designed for C-C for members and forces, and OTHERS 2 X 4 SP No.3 bracing. for MWFRS for reactions specified. 1 - PI WEBS 1 Raw at midpt 3-I4. 7-10 3 This truss hos been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live tootle. REACTIONS (lb/size) 14:1395/0-8-0, 70-1295/0-8-0 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 688 lb uplift of joint 14 and Max Harz 14w533(LC 5) 554 lb uplift at joint 10. 1 Max Uplift 14w-688(LC 6). IOw-554(LC 7) 5) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other five lootls. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3w-546/325,3-4w-1425/1044,4-5w-129B/1086,5-6w-1302/1090,6-7w-1429/1049,7-8w-576/389. 2-14w-514/590, LOAD CASE(S) Standard B-10w-454/439 SOT CHORD 14-16w-701/1272.13-16w-701/1272,13-17w-316/977.12-17w-316/977,11-12w-316/977, 11-18w-713/1283, 10-18• 713/1283 WEBS 3-13w-299/466,5-13w-285/456,5-11w-295/460,7-11w-311/480.3-14w-1248/777, 7-10w-1182/719 UR 1-4-0 6-11-12 14-6-0 1 22-0-4 29-0-0 -4-0 6-11-12 7-6-4 7-6-4 6-11-12 4x8 7.00 FTY 5 89 14 13 12 11 10 6x6 - 3x4 - 3x4 - 3x4 = 6x6 = 10-9-3 18-2-13 1 29-0-0 10-9-3 7-5-1 1 �I—V-3 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T EfR tI'6TRACTOR ' ' TYPE: A21 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� P ' /� "" �i CS1 I TC O.BJ DEFL in roe) I/dell Lyd Vert((LL)-0.3310-II >999 360 PLATES GRIP I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot-dippeG galvanized steel. �� • • �[� �(< 9c 0.47 we 0.60 iuevl.) verl(TL)-o.6013-14 >664 1+0 Ner:(TL) o.os o n/s n/e wed « 0.09 „-u >999 zoo A520 2+6/195 As16H 246/195 2. Connector plates are applied to both faces of truss al each joint. Where l� • .•Gr<� •• �, LOADING' DATE: Feb 2012 dimensions are not shpwn, plates are symmetrically placed about joint or as indicated by circles o G+ y1 SOUTHERN . 3. ding, p I fabri o(ion shall be accomplished using equipment producing snug �- filing joints gndCfully embedded plates. �(0 Q M �5 L� 43 CRITERIA:' ANSI TPI 1-2007 MATRIX Version; 10.2d TRUSS 4. Unless otherwise noted, compression lop chord to be continuously braced by the roof sheothing. _ 1- {C _ LOADING (Psf) SPACING 2-0-0 COMPANIES 5. The ermon f)t structural restraint shown is to -prevent bucklin of individual truss member on no tt intended or o bracing plan for the roof structure or os a plan _ a Inereese 1.25 TCLL 10.0 Lumber TCDL Is.O Lumber lnereose 1.25 cis for the ottachmenl of the roof to the building. CAUTION: BCLL 0.0 Rep stress Incr YES BCDL 10.0 Cade FSC2010/TP12007 2590 N. Kings Highway Fort Pierce, FI. 34951 TruS es Gan be �ongerous� and co❑ copse damage aIII personal in Nur�yy if impr Rerly han ed Instolle and/or raced. gracing sh wn on this drowipg 1s'NOT ElffflbN TPI) 2008 BUILDING F y (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute publication t7CS1 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing Qf mettal plple connected wood lr 55ses .TPI �s Ig atgd at 21g Norih L•e Street i t� Suite 312, Rlexondrla VA 22314. l�elephone: (703�6tl3-1b16 E-mall: In�o@tpinsl.org Reed all manufacture's WARNINGS enclosed with drawina Packaae. ARCE ENGINEERING Standard Pacific (651 LUMBER BRACING TC 2 X 4 SP No.2 rExaepl• T3 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 2-9-3 BC 2 X 4 SP No.2 •Exc.P,. BI 2 X 4 SP Ss oc purlins, except end verticals. W11 2 X 6 SP No.2, W11 2 X 6 SP No.2, W12 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. WB 2 X 4 SP No.3 *Except- W1 2 X 6 SP No.2, WIO 2 X 6 SP No.2, WO 2 X 6 SP No.)REBS 1 Row of m;dpl 3-13, 5-13, 6-13 OTHERS 2 X 4 SP No.3 JOINTS 1 Brace of JI(s): 18 1 - Ply REACTIONS (lb/size) 9-3696/Mechanical, 15-2129/0-8-0 Max Harz 15-537(LC 4) Max Uplift 9--2091(LC 6), 15--1104(LC 5) FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--2779/1314,3-4--2541/1333.4-5--2417/1371,5-6--2515/1387,6-7--a449/2343,7-20.-2775/t456, B-20--2774/t456, B-9--3618/2073. 2-15--2043/1141 BOT CHORD 15-21--673/427, 14-21--673/427,14-22--1282/2288,13-22--1282/2288,12-13--1944/3807, 12-23--1944/3807, 11-23--1944/3807,11-24--1553/2946, 10-24--1553/2946 WEBS 10116-33271/179417--1-33230/176-17. 0-10-32218/4, 11 281 12307/19962180, 6-18--1279/2291,11-17�-526/1062, 7-17--479/970, PLATE: SIMPSON STRONG-' SI 1. 2. SOUTHERN 3. TRUSS 4* COMPANIES 5. 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 1 NOTES 1) Unbaloncatl roof five loads hove been considered for this design. 2 Wind:once 7-10; 170mph(3sec gusl)Vosd-132mph; h-25f1: TCDL-6.Opsl; BCOL-6.Op31; Category II; Exp C: enclosed: MWFRS (low-rise); Lumber DOL-1.33 P101e grip DOL-1.33. 3 Provide adequate drainage to prevent water panding. 4 Thi9 truss has been designed for 0 10.0 Psf bottom chord live loud nonconcurrenl with any other live leads. 5 Refer to girder(s) for truss to truss connections. 6 Provide mechanical connecl;cn (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl-lb) 9-2091. 15.1104. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at oil pone[ points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I) Regular: Lumber Increase-1.25, Plate Increase-1.00 Uniform Loads (pit) Vert: 1-2--70, 2-5--70, 5-7--70, 7-8--70, 9-15--2D Concenlraled Loads (lb) Vert: 11--2562(F) B--133(F) 20--173(F) 26--120(F) 27•-120(F) _ -1-4-0 7-4-12 1 14-6-0 1 20-10-8 25-0-9 28-3-12 1-4-0 7-4-12 7-1-4 6-4-8 4-2-1 3-3-3 40 = 7.00 F1 5 15 14 13 12 11 3x6 II 5x4 - 4x5 = 5x5 - 3x8 - 7-4-12 14-6-0 1 20-10-8 p 2 7-4-12 7-1-4 6-4-8 FURNISH A COPY OF THIS TRUSS DESIGN T E`Atl 1 I � I TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\ • ore fabricated from 20 gouge ASTM A653/653M Grade A or better a�C es'ized steel. es ore applied to both faces of truss at each 'oinl. Where k not h wn, plates are symmetrically placed o�aut joint or as _X 'cles ko). xicatlon shall be acc mplished using equipment producing snug Q 1d fully embedded plates. - w se noted, compression lap chord to be continuously braced by the not inlendedsas a bracmg plop for roof structure olr las a plans ' nent of the roof to the bullding. 10 9 I 6x6 =2.5x6 II -0-9 .28-3-12 1 4 3-3-3 TRACTOR � j •� � cs I TC 0.96 Be 1.00 WB 0.96 (aolrir) I belt 0ae) I/den Vert(LL)-0.1613-14 >999 Verl(il)-0.]61J-14 >921 Norr(TL) 0.1.21 Wind ll 00 I1-13 >999 • LOADING CRITERIA: ANSI TPI 1-2007 MATRIX `� LOADING (Dsl) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCDL I5.0 Lumber Increase 1.25 B(LL 0.0 Rep Slresa Incr NO � BCDL 10.0 Code FBC2010/TPI2007 CAUTION: and opp copse damage o d pers000l in r if i��rr�1pp11 pp. rl Q`,• 'ace ttrocmg sh wn)on tI is drawing is l(yiT EtttG�U�! y FL V s Plate Institute TPI) publication �CSI 2008 BUILDING MATION. Guide to good practice for handling installing \ \ oC lr sses . TPI I I caked at. 21g North t e Street 24514_luelephone: (�0�)�683-1010. E-moil: in o@tpin^400rg0 ///// QFES �,1Q �\\\ TYPE: A27G L/d PLATES GRIP 360 24a AS20 216/195 210 A518H 246/195 DATE: Feb 2012 Version: 10.2d (-�60 QTY. 2 ARCE ENGINEERING Standard Pacific 6512 BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or NOTES 1) Unbalanced roof live loads hove been considered for this tlesign: h.2511: TCDL-6.Ops1: BCOLw6.Opsl; Category II; Exp C: enclosed; MWFRS (low-rise) TC' 2 % 4 SP Na,2 5-10-6 oe purling, extepl end verticals. 2 Wind; ASCE 7-10; 170mph(3sec gusl)Vosd-132mph.. C-C Interior(l) lone; Lumber DOL-1.33 plate grip DOL-1.33. this truss is designed for C-C for members and forces, and BC 2 % 4 SP No.2 SOT CHORD WB 2 % 4 SP No.3-Excepl• WI 2 X 4 SP SS, W6 2 % 4 SP No.2 Rigid ceiling diraelI o I'ed or Y-2-0 oe bracing. g' q y pp q• 1 Row midpl S-7 and for MWFRS for reactions specified, live loud nonconcurrenl with any other live loads. OTHERS 2 % 4 SP No.3 WEBS of 3) truss has been designed for o 10.0 psr bottom Chord 1 -Ply (ID/site) 10-1034/0-8-0, 7-907/Mechanical 4 Referto girders) for trussto truss connections. Ref 5 Provide mechanical connection (by others) of truss to bearing plate Capable of wtlhstontlinq SI61D upfill of joint 10 and REAC710N5 Mox Harz 10-529(LC 6) . Mox Uplift 10--516(LC 6). 7--426(LC 6) 426 ID upfill at joint 7. 6) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at oil panel points along the Bottom Chord, nonconcurrenl with any other liv loads. FORCES (ID) -Max. Comp./Max. Tan. All tortes 250 (lb) or less extepl when shown. TOP CHORD 2-3--508/255.3-4--846/566, 4-5--709/600, 2-10--448/532 LOAD CASE(S) Standard SOT CHORD 7--728/593431, 7-13--289/431 7083-10 29. 9 3--9-Z 357/547. 5 9� 304/529. WEBS 776/393.5 LATE: SIMPSON STRONG -TIE SEALING i. Connector hot-dippi 2. Connects dimensior indicated SOUTHERN .3 u�ltnsg°1 TRUSS at rooe( Shea 5• The perm COMPANIES for the a 2590 N. Kings Highway Trusses 4 Fort Pierce, Fl. 34951 hondled r (772)464-4160 Fax:(772)318-0015 BRACING. COMPONE —1-4-0 6-8-12 14-6-0 20-9-0 1-4-0 6-8-12 7-9-4 6-3-0 4x9 = 7.00 F1T 5 N I N LD 10 9 8 7 4x6 = 3x4 = 3x5 = 3x4 = 10-9-8 20-9- 10-9-8 FURNISH A COPY OF THIS TRUSS DESIGN T eAE`6 vh� TRACTOR TYPE: A31 ESIGN BASED UPON THESE DESIGN CRITERIA: A better ,`\\ //� esI 1 cs O.fie ec o.s7 orrL In pee) /den Vert(LL) —O.ss 7-9 >553 Verl R 0.69 9-10 >354 360L/d 360 140 PLATE GRIP p520 246/195 icaled from 20 gouge ASTM A653 653M Grade or 9 9 . • • , C,t <!J J �+ j we 0.95 (Melrie) Horr(TL) 0.03 7 n/o wine Ll o.a5 9-10 >'ii n/a 240 AS18H 246/195 ed to both faces of truss at each 'oint. Where plates ore symmetrically placed o6out joint or as ,`4 L� ;�•• 0, ' .� LOADING DATE: Feb 2012 r�4j Version: 10.2d 1_r' rica ton shall bbe occoom lished using equipment producing snug - d tufty O LL.I � = CRITERIA: ANSI TPI 1-2007 MATRIX embedded Plata e noted, compression top chord to be continuously braced by the _ � < _ LOADING (pill SPACING 2-0-0 structural restraint shgwn is to revent buckling of individual truss bracing for the roof structure or as a plan Co (G _ TCLL zo.o Ploles Increase 1.00 TCDL 15.o Lumber IncrMcrease 1.25 o.o Rep sue55 E41 nok intended as o plan grit of the roof to the building. g. \ BOLL BC2 0O7 SCDL 10.0 Code PBC2010/TP12007 CAUTION: dangeroutandeail copse damage and pderso fal inj�ry�fEmp�rlgly sh wn on this rowi q is U 1 / srt •, Q`,• F d and/or race .Bracing to the Truss Plate Institute TPI) publication CSI 2008 BUILDING i� \� FETY INFORMATION. Guile to good practice for handling installing 'onnected w2od tr sses TPI I I99 atedd al 2p1g North L,ee Slree( \\\ \a' /// �F \� \� 5 . indrlo VA 22Td �elephone_(�03f 683-1f)10. E-mail: mlo®lp�n^4argQ S 1 t \\\ ARCE ENGINEERING Standard Pacific 6512 W 1 1. A. . LUMBER BRACING No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 NOTES 1) Unbolonced roof live loatls have been considered for This design. ASCE 7-10; 170mph(3sec 132mph; h•25fl; TCOL•6.Opsf•, BCDL06.0ps1; Category II; Exp C: enclosed; MWFRS (low—rise) TC 2 X 4 SO BC 2 X 4 SP No.3 oc puriins. Rigitl ceiling directly applied or 10-0-0 oc 2 wind: gust)Vosd• and C—C Interior(l) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C—C for members end forces, and 1 —Ply BOT CHORD bracing. for MWFRS for reactions specified. 3)) This truss has been designed for a 10.0 psi bottom chord live Iood nonconcurrenl with any other live loads. REACTIONS (lb/size) 1-131 /4-0-0. 3-131 /4-0-0 1-52(LC 5) 4) Gable requires continuous bottom chord bearing. (by others) of truss to bearing plate capable of withslanding 55 Ib uplift at joint 1 and 55 Max Hors Moe Harr 1.52(LC 6), 3--55(LC 7) Mar Grav 1-273(LC 13). 3-273(LC 14) 5 Provide mechanical connection T s uplift of joint 3. 6) This Truss has been designed for o moving concentrated load of 200.010 live totaled al all mid panels and at oil panel points along the Bottom Chord, nonconcurrenl with any other live loads. FORCES (Ib) — Max. Comp./Max. Ten. — All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard 2-0-0 4-0-0 2-0-0 2-0-0 2 PLATE: SIMPSON STR SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 2x4 i 2x4 4-0-0 !-TIE FURNISH A COPY OF THIS TRUSS DESIGN TO �R'EC N'C' 5EALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\\ P I. Connectorxlotes ore fabricated from 20 gouge ASTM A653/653M Grade A or better hot-dippe galvanized steel. �l„��- 2. Connector plates are applied to both faces of truss of each 'oinl. Where dimensions are not h wn, plates are symmetrically placed aiiout joint or as indicated by circles �a • �' r �J� 3, � Ming, gnd fabrics Ion shall be occ mplished using equipment producing snug fI� ing joints and fu�ly embedded pla�es. _ LL I ; 4. Un ess otherwise noted, compression top chord to be continuously braced by the root sheathing. 5. The permanent structural restraint shgwn is to prevent buckling of individual truss - member and is not Intended aS a bracing plan for the roof structure or as a plan for the attachment of the root 1% the building. CSI Dc o.is wB t6 0.00 LOADING CRITERIA: At — LOADING (psl) — TCLL 20.0 TCDL 15.0 BCLL 0.0 BCOL 10.0 CAUTION: -v Trusses can be dangerous and co copse ddamage and peersonal injf��fEp��g�rly 3i Q',•' v handled in and/or braced. gracing sh wn on this drawipd is BRACING. Refer to the Truss Plate Institute rTPI), publication SCSI 2008 BUILDING F�". \� COMPONENT SAFETY INFORMATION. Guide to good practice for handlin installinq \ t / \ f mettal plate connected wood tr�rsses . TPI I I ated at 1g North�e Street // �F guile 312, Alexandria VA 22314 leh hone: (0� 683-�b10��--mail �ne(o@tpinst.org® E 5 5 1 \\\ - - .. P.•...� --- --- DEFL (lac) VWI van(a) e�e n/^ Hon(TL) ..00 SPACING 2-0-0 Plalas Increase 1.00 Lumber Increase 1.25 Rep Stress Incr YES Code FBC20 I O/TP12007 TYPE: V4B L/d PLATES GRIP 999 AS20 246/195 n/a I A518H 246/195 DATE: Feb 2012 Version: 10.2d ARCE ENGINEERING Standard Pacific 6512 QTY. 2 LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-2-0 , I) Unbalanced roof live loads have been considered for this design. BC 2 x 4 SP No.3 cc purlins• except end verticals. 2 Wind: ASCE 7-10; 170mph(Jsec gusl)Vosd-132mph; h-25fl; TCDL.6.Dpsf; BCDL-6.Opsf; Category 11; Exp C; enclosed; MWFRS (low-rise) WB 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 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 x 4 SP No.3 bracing. forMWFRS for reactions specified. I - ply J)) This truss has been designed for a 10.0 psf bottom chord,live load nonconcurrent with any other live loads. REACTIONS (lb/s;ze) 7-210/3-2-0. 6.210/3-2-0 .4) Goble requires continuous bottom chord bearing. Max Harz 7-76(LC 6) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 Ib uplift at joint 7 and 160 Max Uplift 7.-160(LC 6), 6--160(LC 7) lb uplift at joint 6. Mox Grov 7.3o6(LC 13), 6.306(LC 14) 6) This truss has been designed for a moving concentrated load of 200.O1b live located at oil mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. FORCES (lb) - Max, Comp,/Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7--181/291, 4-6--lel/291 LOAD CASE(S) Standard -1-0-0 1-7-0 jx4 = 3-2-0 4-2-0 1-0-0 1-7-0 1-7-0 1-0-0 3 1.5x4 II 1.5x4 II 3-2-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TQ ERVaTI+C SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �` PK I 1 I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot —dipped galvonized steel, 2. Connector plates are applied to both faces of truss at each !joint. Where �/ • v. dimensions are not h wn, plates are symmetrically placed about joint or as G, indicated by circleso�nJ� SOUTHERN 3. ��Itttingg qnd fbbricollyn shall �e aPc�m�lished using equipment producing snug Q O i In joints and full embed ed la e ' •••/ (� 4. Un ess otherwise noted, compression top chord to be continuously braced by the — LL, TRUSS roof sheathing. = (- COMPANIES 5. The permanent structural restraint shown pjs tofprevent buckling of individual truss member and 1s not intended as o bracingan or the roof structure or as D plan _ for the attachment of the roof to the building. CAUTION: ' Q TRACTOR csl DEFL (lac) I/4eu L/a PLATES GRIP Tc 053 ved((LL)) OO 4 n/r 180 Bc O..SJ Vert(TL) —0A.00 5 n/r 80 A520 246/195 J1L we 0.00 Hore(`TL) 0.00 6 n/o n/o A518H 246/195 (Malt.) wind( 0.01 5 n/r 120 LOADING' DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d LOADING (psf) SPACING 2-0-0 TCU. 21,.0 Plates Increase 1.00 TCDL I5.0 Lumber Increase 1.25 SCLL 0.0 Rep Stress Inc, YES BCDL 10.0 Code F8C2010/TP12007 25YO N. Kings Highway Trusses pan ble dan erou5 and Copp co, Se damage on ¢rsonal in' ryy if i r Re�I Fort Pierce, Fl. 34951 handled In angd/or braceS. drocing sh wn on lhdspderowillgg js & ElpecrfibN y � �� •' (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publicoLion 6CSI 2008 BUILDING j F1- 4�\ COMPONENT SAFETY INFORMATION. Gui1 a to good practice for handling installing f mettal IQto connected wood tru ses .TPI I paledd Gl pp1g North Le? SlrBel �uile 312, lexondria VA 22314. Te-e hone: ( 0�) 692010 E—mail: info@lpi t..rg Read all manufacture's WARNINGS enclosed with drawing package. // \\ TYPE: V3 13 .; ARCE ENGINEERING Standard -Pacific LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-0 o.3 TC 2 X 4 SP No.3 cc purlins, except end verticals. BC 2 X 4 SP BOT CHORD Rigid ceiling directly applied or 10-0-0 cc wB 2 X 4 SP No.3 bracing. OTHERS 2 X 4 SP No.3 IAPly ACTIONS (lb/size) 7.210/3-2-0, 6.210/3-2-0 Mom Harz 7-256(LC 5) Mom �ovl Ma. GP7-306(LC 113). 6-306(LC 14)) FORCES (lb) - Mox. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7--181/291, 4-6--181/291 PLATE: SIMPSON STRONG -TIE SEALING OF I. ConnectorTIC hot—dlppeo 2. Connector pfc dimensions at indicated bpy ( SOUTHER N 3. fiYtinggjoints TRUSS a. Unless olhery roof sheathin COMPANIES 5• The pe a net memberr and for the altocl 2590 N. Kings Highway Trus es con t Fort Pierce, Fl. 34951 honaled Insla BRACNG. Ref (772)464-4160 Fax:(772)318-0015 COMPIONENT+' Ty. NOTES 1 Unbalonced foal live loads have been considered for this design, 2; wind: ASCE 7-10; 17O.ph(3..0 gusl)Vosd-132mph; h-25f1; TCDL-6.Ops1; BCOL-6.Ops1; Category II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone; end vertical tell and right exposed; lumbar DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and for MWFRS for reoc6ons 'specified. 3) Th;s !rues has been designed fora 10.0 Dsl a0nom chord live load nanconcurrenl with any other live loads. 4 G. requires continuous bottom chord bearing, 5 Provide mechon;col connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift of joint 7 and 153 lb uplift at joint 6, 6) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and of all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard —1-0-0 1 1-7-0 3-2-0 4-2-0 1-0-0 1-7-0 X= 1-7-0 1-0-0 7 nn 177— 3 3-2-0 1 3-2-0 1 Sl l (�(_ FURNISH A COPY OF THIS TRUSS DESIGN T R13 Ylb t TRACTOR TYPE: V3A / OSI DrFL In pac) I/dell L/d PLATES GRIP DESIGN BASED UPON THESE DESIGN CRITERIA: \\ P ' �' // Tc o.6z vxrl(LL) o.00 n/r lea xicated from 20 gouge ASTM A653/653M Grade A or better / ec os4, ven nl o.o0 5 n/r eo A520 246/195 We a.00 Horx(TL) 0.00 6 n/o /a A516H 246/195 •(eel, 1 (Maim) Wind LL 0.02 5 n/r 120 lied to both faces of truss at each joint, Where /�/ ,•' (�� i n, plates ore symmetrically placed about joint or as f., �• CJ LOADING DATE: Feb 2012 Version: 10.2d shall bbe accomplished using equipment producing snug 4. ` 1J� CRITERIA: ANSI TPI 1-2007 MATRIX nbedded places. = 11I ; "1 b = compression top chord to be continuously braced by the LOADING (p.0 SPACING 2-0-0 00 of restraint shown is to prevent buckling of individual truss _ TCLL zoto L—Pl.Ia lacrease 1.25 ,ded a a bracing plan for the roof structure or as a plan — (n l� TcoL 1s.o Lumber Increase 1 ES he roo�to the building. BOLL o.o CodRep StresseC2 Incr 007 BCOL IOiO Code FBC2010/TP120D7 CAUTION: U u9 and Ga copse lama a and p8rs000l in ury F im r9Re�I r bracers. tlracing sh wngon lhls Srowillg islg& EREpCIIUN y / FtV `,.•• \/ 'russ Plate Institute TPI) publication SCSI 2008 BUILDING rORMATION. Guide to good practice for hondlin installing d v�ood tr Sses . TPI I I o�ed al Z1g North �e Street 4 2v1314.else hone: (�0�� 683-1010. E—mall: Into@lpinsl.org /// FE S S 1 \\\ ARCE ENGINEERING Standard Pacific 6512 QTY. 2_ LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-2-0 1)) Unbalanced roof live loads have been considered for this design. BC 2 X 4 SP No.3 oc purlins, except end verlicals. 2) Wind: ASCE 7-10; 170mph(3sec gusl)Vasd•132mph: h-2511; TLDL-6.Ops1; BCDL-6.Ops1; Category II; Exp C; enclosed; MWFRS (low-rise) WB 2 x 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, 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 for MWFRS for reactions specified. 1 - Ply 3 This truss hos been designed for a 10.0 psf bollom chordalive load nonconcurrent with any other live loads. REACTIONS (lb/size) 8-156/3-2-0, 6-156/3-2-0, 7-107/3-2-0 4 Goble requires continuous bottom chord bearing. Mox Harz 8-76(LC 6) 5 Provide mechanical Ccnneclion (by others) of truss to bearing plate capable of withstanding 154 Ib uplift at joint 8 and 153 Max Uplift 8--154(LC 7). 6--153(LC 6) lb uplift at joint 6. Mox Grav 8-274(LC 14), 6-274(LC I6). 7-265(LC 15) 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8--152/360, 4-6--152/360 LOAD CASE(S) Standard —1-0-0 1-7-0 3-2-0 4-2-0 1-0-0 1-7-0 x =1-7-0 1-0-0 7.00 PY 3 2x4 II 1x4 II 2x4 II 3-2-0 3-2-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T $I§t:` L0 TRACTOR TYPE: V3B SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: / csI DEFL in Pa=) I/den LId PLATES GRIP I. Connector lobes are fabricated from 20 gouge ASTM A653 653M Grade A or better /� Tc o.ss verl(LL� o.00 + n/r ea g g / \ Tc 0.31 Vert(TL —0.00 5 n/r eo A520 2+6/195 hot —dipped galvanized steel. \ ",G 3� we oqs Har:((rL)) o.o0 6 n/a n/a As1eH 2+6 IB5 2. Connector plates are applied to both faces of truss at each joint. Where 4r: -�.�: / two lri.) W,nd(LL) aat •-5 n/r 120 / dimensions are not �hpwn, plates are symmetrically placed about joint or as DATE: Feb 2012 ndicated by circles all. f: 1� LOADING 3. �l�tting, qn fobrico Ion shall b,e occ m lished using equipment producing snug 4. '`• 15� CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN (itting joints and fu�ly mbedded plo�esp a GD TRUSS 4. UnIP(s heathen Ise note, compression lop chord to be continuously braced by the fool s g LOADING (psf) SPACING 2-0-0 5. The ermanent structural restraint shown is to revent bucklin of individual truss �j — TOLL 20.o Proles Increase I.00 COMPANIES member and is not inended ors a brocing plan for the roof structure or as a plan �G — TCOL 15.11 Lumber Increase 1.25 for the attachment O the roo to the building. BILL o.o Rep stress Inc, YES CAUTION' BCDL Io.o Code FBC2010/TP12007 2590 N. Kings Highway Trusses an be don erou9 and carrsI copse ddemo a and p rsogol (n VV�ryy f i��rr��ppr� ere I � U � Fort Pierce, Fl. 34951 handled Installed an�/or braced. tlracing sh wn on this derawlPg lsjNUl' E ttC II�N y (772)464-4160 Fax:(772)311i-0015 BRACING. Refer to the Truss Plate Institute TPI} publication BCSI 2008 BUILDING i \ COMPONENT SAFETY INFORMATION. Guige to good practice for handlin Qf mettal pl0te connected woad lr sses . TPI I I9 at at 61$NorlhZeel Street /� 0F \Q Suite 312, Alexondria VA 22g314. �ele hone: (703�'6✓13-161 t—meet: in o@lpinsl.org / E S 5 Reed all manufacture's WARNINGS enclosed with drawing package. / / / _f „ \� ARCE ENGINEERING LUMBER TC 2 X 4 SP N0.2 BC 2X4SP No.2 WB 2 X 4 SP No.3'Excepl' W1 2 X 4 SP SS, W6 2 X 4 SP No.2 07HERS 2 X 4 SP N0.3 1 - Ply REACTIONS (lb/size) 12-1034/0-8-0, 9-907/Mechanicol Max Harz 12-505(LC 6) ' Mox Uplift 12--512(LC 6). 9--387(LC 6) Standard Pacific BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-I I oc purlins, except end verlicels. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, WEBS 1 Row at midpl 6-9 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--549/302.3-4--837/562.4-5--732/596.2-12--493/572.8-9--261/255. 5-6--630/635 BOT CHORD 12-14--742/807,11-14--742/607.10-11--327/452,10-15--327/452, 9-15--327/452 WEBS 3-11--290 488,6-11--258/531. 3-12--701/341, 6-9--687/529 I PLATE: SIMPSON STRONG -TIE SEALI 1. Conr hot- 2. Conr dime SOUTHERN indlc 3 FiY�k"T, TRUSS 4. 4n 7 5. Re COMPANIES mert for t 2590 N. Kings Highway Trus Fort Pierce, Ft. 34951 hhoRnAcl (772)464-4160 Fax:(772)318-0015 COM 1"11Z NOTES I) Unbalanced roof five load$ have been considered for this design. 2 Wind: ASCE 7-10; 170mph(3sec gwQVasd-132mph; h-251t; TCDL-6.Opsh, BCOL-6.OPaq Category II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone; Lumber OOL-1.3J plate grip OOL-1.33. This truss is designed for C-C [or members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water pondinq. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5 Refer to girder(s) for truss to Iruss connections. 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 lb uplift at joint 12 and 387 lb uplift at joint 9. 7) This truss has been designed for a moving concentrated load of 200.0I1, live located at oil mid panels and of oil panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 16-2-1 —1-4-0 6-8-12 12-9-15 14-6-0 20-9-0 1-4-0 6-8-12 6-1-3 1-8-1 4-6-15 3x4 - 3x5 � 1-8-1 7.00 FTT 3x4 = F USS DE are fabric nized steel are opplle It h wIf :sttM fullyn mbe note car 12 11 10 9 4x6 - 3x4 - 3x5 - 3x4 = 10-9-8 20-9- 10-9-8 9 � .8 � 4L1- RNISH A COPY OF THIS TRUSS DESIGN T L;RE ( GN BASED UPON THESE DESIGN CRITERIA: d from 20 gouge ASTM A653/653M Grade A or better 'oint. �Sr a both faces of truss at each Where tes are symmetrically placed about joint or as e aclaomplished using equipment producing snug ession lop chord to be continuously braced by the = Taint shown ig toerevenl buckling of individual truss pa bracing plan tar the roof structure or as a plan to the huildinn. (rj ; and Co R TYPE: A32 cSI "IL In (lea) 1/1e11 11 PLATES GRIP TC 0.92 Verl(LL) -O.H 9-11 >549 360 BC 0.96 Ved TL-0.7211-12 >340 240 A520 246/195 we 0.96 Horr((Xj a.03 9 /o n/a AS 18H 246/195 (Mold.) Wind(LL) 0.0611-12 >999 240 LOADING DATE: Feb 2012 07 MATRIX Version: 10.2d RITERIA: —al/TPI 1-20 LOADING (psl) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCOL 15.0 Lumber Increase 1.25 BOLL Q.0 Rep stress lncr YES BCDL 10.0 Code FBC2010/TP12007 49(l ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 BC 2 X 4 SP No.2 oc purlins, except end verticals. WB 2 % 4 SP No.J •Except• Wt 2 X 4 SP SS, W6 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2 X 4 SP No.3 WEBS 1 Row at midpl 5-8 1 - Ply REACTIONS (Ib/size) 11-1034/0-8-0.8-907/Mechonical Mox Harz 11-475(LC 6) Me x Uplift 11--502(LC 6). 8--408(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-3--608/376. 3-4--829/593. 2-11--559/632. 7-8--254/236,4-5--673/597 BOT WEBS CHORD 3-10--165/377551110-3 169/45773-111-5. 0 592/257,5-8--719/661151J, 8-14--408/513 SIMPSON ST SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)318-0015 1 NOTES i) Unbolonced roof live loads have been considered for Ihis design. 2 Wind: ASCE 7-10; 170mph(3sec gustjVasdw 132mph. h-2511; TCDL-6.ODs1; BCDL-6.Opsl; Category II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(t) zone; Lumber DOL-1.33 plate grip DOL-11.33., This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3 Provid9 adeauole drainage to prevent water bonding. 43 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 5)) Refer to girder(s) for truss to truss connections, 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 502 lb uplill of joint I i and 405 lb uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.011, live located at all mid panels and of oil panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard -1-4-0 6-8-12 10-9-15 14-6-0 18-2-1 20-9-0 1-4-0 6-8-12 4-1-3 3-8-1 3-8-1 2-6-15 5x4 11 3x4 - 3x4 - 4 5 6 11 10 9 4x6 - 3x4 - 3x4 - 10-9-8 20 11[L' 10-9-8 :9-1. G-TIE FURNISH A COPY OF THIS TRUSS DESIGN T $RE(2TJQN" L SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector ptotes are fabricated from 20 gouge ASTM A653/653M Grade A or better hot -dipped steel. ; •. c,r galvanized 2. Connector plates are applied to both faces of truss of each Point. Where dimensions are not h wn, plates are symmetrically placed about joint or as ` :, 'GS' �• C indicated by circles to� 3, �(�ding, qnd fabrication sholl be accomplished using equipment producing snug 1I1 fully embedded plates. = rnJb l J ing joints and 4. Unlless otherwise noted, compression top chord to be continuously braced by the roof sheathing. 5, membernantl is not intendedsas a bracing planolorethe roof sltrtucturindividual or as o pions - N for the altochmenl of the roof to the building. TRACTOR 3iL , '•�/� �_ TCI 0.93 Be 0s7 WO 0.72 LOADING '.• � � CRITERIA: Al _- LOADING (psi) _ TCLL 20.0 TCDL I5.0 � BCLL 0.0 BCOL 10.0 CAUTION: U Trus es yan be don Brous and coil copse ddamn a orTlId p rsonal in ry f iLLrr]]DDr9tze�I Q ,•' handned Installed and/or braced. tlraang sh wngon lhls drawing is!()1' EHtC I IUN y F it - Ins �! BRACING. Refer to the Truss Plate titute �TPI) publication, CSI 200E BUILDING i� (, ... .... COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing 4I meal plate connected w%od tr�2sses . TPI LL55 I9 citedd oll: pp1g North I,ee S(reel Suite 312, Alexandria VA 220314_ telephone_(/O�oG83-1010. E-mail: mfoOlpins4org� TYPE: A33 (I0�) denu/ L/d PLATES GRIP iL ve(L vnL))-7fi1 Hor(TL i532 1>3 0 0.03 o 360 240 AS20 246/195 AS18H 246/195 -1a 1Vr.ndU.l 0.13 0 >999 2/a 0 DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 Plules Increose 1.00 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201a/TP12007 Wm r ARCE ENGINEERING Standard Pacific 6512 QTY. 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Slruclurol wood sheathing directly applied or 6-0-0 1) 2—ply truss to be connected together with lad (0.131"0") nails as follows: SC 2 X 6 SP No.2 oc purlins, except and verlicals. Top chords connected as follows: 2 X 4 — 1 new at 0-9-0 ac. WB 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc Bottom chords connected as follows: 2 X 6 — 2 rows at 0-7-0 oc. 2 — Ply bracing, Webs connected as follows: 2 X 4 — 1 row at 0-9-0 oc. REACTIONS (lb/size) 8-2729/Mechonical. 5-26B2/Mechonicol 2) All loads ore considered equally applied to all plies, except ;f noted as front (F) or back (B) face in the LOAD CASE(S) Mox Uplift 8--1576(LC 3). 5--1516(LC 3) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (9). unless otherwise indicated. 3) Wind: ASCE 7-10; 170mph(35ec guet)Va5d-132mph; h-25f1; TCDL-6.Op5l; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise); FORCES (lb) — Max. Comp./Max. Ten. — All forces 250 (lb) or less except when shown. Lumber DOL-1.33 plate grip DOL-1.33. TOP CHORD 1-8--2286/1355, 1-9--3079/1773,.2-9--3079/1773, 2-10--3079/1773, 3-10--3079/1773, 3-11--3079/1773, 4-11--3079/1773, 4) Provide adequate drainage to prevent water pending. i 4-5--2288/1354 5) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrenl with any other live toads. BOT CHORD 7-13--1773 3079, 13-16--1773/3079, 14—I6--1773/3079, 6—I4.-1773/3079 6 Refer to girders) for truss to truss connections. WEBS 1-7--2068/3616, 2-7--673/568, 3-6--681 /589, 4-6--2083/3623 7 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1576 lb uplift 0l joint 8 and 1516 lb uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 200.0Ib five located at oil mid panels and of oil panel points along the Bottom Chord, nonconcurrenl with any other live loads. ' LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.00 Uniform Loads (pit) Vert: 1-4--70. 5-8--20 - Concentrated Loads (tb Vert: 9--362 F) 10--287(F) 11--362(F) 12--887(B) 13--887(B) 14--887(B) 15--BB7(B) I c I 14x4 - 3-3-9 6-5-7 9-9-0 3-3-9 3-1-13 3-3-9 1x4 II 1x4 II 2 3 4x4 = 4 W1 W2 W1 W1 W W1 B1 8 2x4 II PLATE: SIMPSON STRONG -TIE 2 SOUTHERN 3• TRUSS 4' COMPANIES 5. 2590 N. Kings Highway Fort Pierce, Ff. 34951 (772)464-4160 Fax:(772)318-0015 7 6 3x5 - 3x5 - 3-3-9 6-5-7 9-9-0 3-3-9 3-1-13 ��+ 3-3-9 FURNISH A COPY OF THIS TRUSS DESIGN fed from 20 gauge ASTM A653/653M Grade A or better to both faces of truss at each joint. Where ates are symmetrically placed about joint or as e occomplished using equipment producing snug pressllon top chord to be continuously braced by the itrainl shgwn iS togevenl buckling of individual truss 0s o bracing plan for the roof structure or as D plan of to the budding. and y TO 43RECTION'0914TRACTOF N ' N �< • V i L �' U 5 2x4 II TYPE: RGT2-2PI CS1 TC 0.57 BC 0.39 WB 0.69 (Molrir) oER 1 (Ioc) Verl(LL) —0.02 6—) Verl TL —0.07 6-7 Herr TL) 0.a1 5 Wind LLi 0.05 6-7 Vde11 >999 >999 /o >999 L/d 360 240 /a 240 PLATES GRIP AS20 246/195 AS 18H 246/195 LOADING DATE: Feb 2012 Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX LOADING (D41) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase I 1.25 BCLL 0.0 Rep Slrms Incr NO BCDL f0.0 Code FBC2010ITP12007 qS ARCE ENGINEERING Standard Pacific 6512 Qom' 1 LUMBER BRACING NOTES TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) wind: ASCE 7-10; 170mph(35ec qusl)Vastl-I32mph; h-25f1; TCDL-6.Ops1; BCDL-6.Ops1; Category 11; Exp C; enclosed; MWFRS (low-rise TC 2 X 4 SP No' .2 oc purl;na, except end verticals. and C-C InteriOT(I) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed tar C-C for members and forces, and BC 2 % 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 % 4 a. No.J bracing. 2) Provide adequate drainage to prevent water pondinq. 1 - ply 3 This truss has been designed for a 10.0 psf bottom chord five load nonconcurrenl with any Other live toads. flEACTI0N6 (ID/size) 5-337/0-3-0, 7-479/0-8-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 5 and 268 Mox Harz 7-297(LC 6) T uplift al joint 7. Mox ize) 5--196(LC 5 . 7-479/0- - 5) This buss has been designed for o moving concentrated food of 200.0Ib live located of all mid panels and at all panel Mox Orov 5:-19(LC 14;, 7-479(LC 1) points along the Bottom Chord, nonconcurrenl with any other live loads. FORCES (lb) - Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP WEBS CHORD Max.3-6--155/302. 4-6--355134. /265 357. 2-7- 405/474 —1-4-0 4-11-3 8-3-0 1-4-0 4-11-3 3-3-13 4x5 = 3x4 = 3 4 2.5x4 • II 3x4 = 1.5x4 II 4-11-3 1 4-11-3 [,-[- PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T 401�b © TRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: C$1 0.72 1. Connector plutes are fabricated from 20 gauge ASTM A653/653M Grode A or better hot —dipped steel. \\\ S=- <l�:,•'4� �� we o ii (ualri.t galvanized 2. Connector plates are applied to both faces of truss al each joint. Where dimensions ore not h wn, plates are symmetrically placed about joint or as �o� ;4•• CI �G3 •, �� LOADING SOUTHERN indicated by circles 3. � (ting,gnd fabrication shall bbe accgmplished using equipment producing snug fI tIng joints and fully mbedded pla es. = 4. UnlGss otherwise note compression top chord to be continuously braced by the 4, �j LL.f lyl - fS — CRITERIA: At TRUSS COMPANIES _ foot sheathing. 5• The permarl nt structural restraint shown i9 to prevent buckling of indiv dual truss = memberfor the roof structure or as a pion s not Iof the ! (!J ; V LOADING (psn TCLL 20.0 TCDL 15.0 BCLL o.o otto� theed of (o b ulding, og1 Acopse0damage \ \ Q` BCDL 10.0 2590 N. Kings Highway Fort Pierce, F1. 34951 Trus es on be don erou and and pQrs000l inIU�ryy (i�p r�Q rl hond�ed Installed ongd/or sbrace� tlrocing sh wn on this derow'Inq is"NU1' EHtC IIU�I y �TPI) 2008 BUILDING i, • •' (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute publication E CSI COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing lr sses TPI 1 I otedd ot• 618 North Lee Street .. �// �F ti+� 5 `� \� \\\ 44f mettal plate connected wood . buile 312, Alexandria VA 22314. T, I one: 00 683 ,016.--ma�illinto@tpin^t.00rgp - - - - .. P.....e --- --- S TYPE: HH4F Deft (11 I/dell L/d PLATES GRIP Vert((LL)) —0.04 6-7 Verl(TL) —0.06 6-7 >999 >999 360 ND AS20 246/195 Hor[(TL) —0.00 5 a/o /a A51BH 246/195 Wind LL 0.01 6-7 >999 240 DATE: Feb 2012 TPI1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress lncr YES Code FSC20f0/TP12007 �7 Lb ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 SC 2 X 4 SP No.2 - oc purlins, except end verlicols. WB 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oe OTHERS 2 X 4 SP No.3 bracing. 1 - ply REACTIONS (lb/size) 5-409/0-3-0.7-536/0-8-0 Mox Horz 7-21B(LC 5) Me x upli11 5--399(LC 4). 7--448(LC 5) Max Grov 5-431(LC 13). 7-536(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--376/316, 3-9--264/282, 9-10--284/282, 4-10--284/282, 4-5--355/392. 2-7--527/463 WEBS 4-6--327/328. 2-6--236/310 -1-4-0 , 3-0-0 1-4-0 3-0-0 4x4 = 3 ► QTY. 2 NOTES 1) wind: ASCE 7-10; 170mph(3sec gu51)Vasd-132mph; h-2511: TCDL-6.Ops1; BCDL-6.Ops1; Category 11; Exp C; enclosed: MWFRS (low-rise); Lumber DOL-1.33 plate grip DOL-1.33. 2%% Provide adequate drainage to prevenl water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 Ib uplift at joint 5 and 448 It, uplift of joint 7. 5) This truss hog been designed Ior a moving concentrated lood of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.00 Uniform Loads (pit) Vert: 1-2--70, 2-3--70, 3-4--70, 5-7--20 Concentrated Loads (lb) Vert: 3--33(B) 6--25(B) 9--22(8) 10--22(6) 12--14(B) 14--14(B) 8-3-0 5-3-0 3x5 - 4 2x4 II 3x8 - 2x4 II 3-0-0 8-3 3-0-0 %3 0 11 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TQERt4yibkQQNTRACTOR TYPE: HH3F SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ / esl cs 0.92 DEFL ;n floe) I/cell L/4 DEF(LL -0.06 a-6 >11 360 PLATES GRIP I. Connector ptoles ore fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. ��\ • • • • �i 31L i Sc o.6e we o.2o vZr IL� -0.12 s-6 >», 240 Herz(rL) -0.00 s a/a n/a A520 246/195 AS1BH 246/195 2. Connector plates ore applied to both faces of truss of each joint. Where dimensions are not h wn, plates are symmetrically placed about joint or as indicated byy circlest�o� •' c r^ � �.' {!� �•,j � C, (Me1rl.) Wiad LL 0.03 s-6 )999 2+0 LOADING DATE: Feb 2012 SOUTHERN 3. Ffitiggjoin sfand fully embedded pl 7esplished using equipment producing snug _� b �h Q'; _j t1i CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d TRUSS 4. Un Qss otherwise noted, compression top chord to be continuously braced by the - r00i sheathing. _ LLI : = } - �C - LOADING '(Psi) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended als a bracing plan fr the roof structure or as a on Vended for the to the building. - N - TCLL 20.0 Plotes Increase 1.00 TCDL s.o Lumber Increase 1.zs BCLL 0.0 Rep stress Incr NO 2590 N. Kings Highway Fort Pierce, Ft. 34951 attachment roo CAUTION: Trusses on be dan croup and CdL�II cause damage and p@rsonol (nlUryJf i�7p100Br1 handled Installed o nd/or braced. Gracing sh wn on this deraw'Ing is'N(7I EFitGIIUN y V 9coL 10.0 Cade FBC2010/TP12007 (772)464-4160 FBx:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication 13CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guige to good practice for handling Installing me{ l plate connected w22od tr sses TPI(iyolgpty Nolrth Le Street F`- .• �y� i� /�i . . • �FE . gf 1t61618 uite 212, Alexandria VA 22314, 1pelephone: E / 5 rj // Reed allmanufacture's WARNINGS enclosed with drawino packislae. \ ARCE ENGINEERING LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Sc 2 X 4 SP No.2 SOT CHORD WB 2X6SP No.2 OTHERS 2 X 4 SP No.3 1 - ply REACTIONS Mlo/ Hari 5207 - (LC 5) -5, 3-103/Mechanical, 4-39/Mechanical LC Max G'rovl 5-384(LC C1). 3.103(LC(LC 1). 4)-234(LC( 1)4) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5--312/253 PLATE: SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 0 In Standard Pacific 6512 Qom' 2 NOTES Structural wood sheathing directly applied or 4-1-6 1) Wind: ASCE 7-10: 170mph(35ec gust)Vosd-132mph; h-251h TCDL-5.Opsf; BCOL-6.Opsf; Category I% Exp C; enclosed; MWFRS (low-rise); Lumber DOL-1.33 plate grip DOL•1.33 oe purlins, except end verticals. . Rigid ceiling xcdiretly applied or 70-0-0 oc 2) This truss has been designed fora 10.0 psf bottom chord live li ad nonconcurrenl with any other live loads. bracing. 3 Refer !o girder(s) for Truss to Truss Connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 It, uplift at joint 5. 119 Ib uplift at joint 3 and 49 lb uplift at joint 4. 5) This trues hoe been designed for a moving concentrated load of 200.011a live located at oil mid panels and of oil panel poinls along the Bottom Chord, nonconcurrenl-with any other live loads. LOAD CASE(S) Standard 1) Regular: Lumber Increase- 1.25. Plole Inc1ea3e-1.00 Uniform Loads (plf) Vert: 1-2•-70. 2-3--70, 4-5--20 , Concentrated Loads (lb) Vert: 8--34(F--17, S--17) -1-10-10 4-1-6 1-10-10 4-1-6 2x4 II 4-1-6 4-1-6T Im NG-TIE FURNISH A COPY OF THIS TRUSS DESIGN T ERE 0 HNL I SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ti� • . , . 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better steel. \\ C(j ,• �r 31L (� hot -dipped galvanized 2. Connector plates are applied to both totes of truss of each joint. Where dimensions are not h wn, plates are symmetrically placed a out joint or as G indicated by circles o� _ 3. �ykting, qnd fabrication shall �e occgplished using equipment producing snug noter, by the • .•,a ' a. Unllenss)otherwise compressionetop chord to be continuously braced - Fw root sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss and is no tl in ended ag a bracing plan for the roof structure or as o plan / - member f ih tlachmeni of the roof l0 the building. or e a (/ CAUTION: Q- Trus es can be dangerous and cot cause ddamoge and personal Injhlr(�1'fEf2LC�l��lrly ' '• F� y \ handed Installed and/or braced. tlrocing sh wn on this tlFowlg Is U i BRACING. Refer to the Truss Plate Institute �TPI) publication EiCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guige to good practice for handling installing // O Q \ f metal plate connected w od tr ses . TPI I I ated ot: y. North a Street // FE 5 S \\ guile MI Alexandrla VA 22g514._�elsephone_( 0� 68d-1010. E-maiL i.nPfo®tp^n^lt. xx TYPE: CJ3F esl DEFL in (me) yden L/d PLATES GRIP TC 0.70 Be 0.54�, Verl(LL) Verl TL -0.04 4-5 1999 -0.05 4-5 >839 360 NO A520 246/195 we 0.00, Ho (TL)) -0.05 ] n/o /a AS18H 246/195 (ualrir) Wi,xlft) 0.05 4-5 1984 24/0 DATE: Feb 2012 LOADING •DITCOI A. AnlcT TDI 1-7nn7 MATRIX Version: 10.2d LOADING (psl) I SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCOL 15.0 Lumber Increase 1.25 SCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2010/TP12007 q1 .4 ARCE ENGINEERING LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD BC 2 X 4 SP No.2 BOT CHORD w8 2 X 4 SP Na.J 1 - Ply REACTIONS (lb/site) 4-120/Mechanical• 2-88/Mechanical, 3w32/Mechonicol Max Harz 4-109(LC 6) Mow Uplift 2--124(LC 6). 3--21(LC 6) Max Grov 4-257(LC 11), 2-88(LC 1). 3-228(LC 12) FORCES (lb) - Max. Comp./Mox. Ten. - Ali forces 250 (lb) or less except when shown. Standard Pacific Structural wood sheathing directly applied. or 2-10-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, 4 2x5 II 2-10-8 2-10-8 2-10-8 2-10-8 NOTES 1) Wind: ASCE 7-10; 170mph(3sec qusl)Vastlw 132mph; h-2511: TCOL-6.Opsh BCDL-6.Ops1; Category II; Exp C; enclosed: MWFRS (low-rise and C-C Inlerior(1) cone; Lumber DOL-1.J3 plate grip DOL-1.33. This truss 13 designed for C-C for members and forces• and for MWFRS for reactions specified: 2) This truss has been designed for a Ia.0 psi bottom chord live load nonconcurrenl with any other live foods, r 3 Refer to 9 dar(6) for Uuse to truss connections. 4 Refer to girders for truss to truss connections. 5 Provide mechanical connection (by others) of truss to bearingiplole capable of withstanding 124 lb uplift at joint 2 and 21 lb uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.0Ib five located at all mid panels and of all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard hLi PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: T IRL TI0N` Q TRACTOR \\ P _ /�/ .. ic' 0.56 1. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot—dlppe galvanized steel. to both faces of truss al each joint. Where �� "' • �� C4 _ G 1 + µ rBCB o:oo (Met'; 2. Connector plates are applied dimensions are not h wn• plates are symmetrically placed about joint or as �o� yl LOADING 1 CRITERIA: At SOUTHERN indicated by circles 3. � tting qnd fobricotlon shall be bcc mplished using equipment producing snug fI Ing joints qnd fully embedded pla�es. = braced by the q, c� •• ll% ltI = TRUSS 4. UnlP,ss otherwise noted, compression lop chord to be continuously _ roof sheathing. !� _ LonolNc (pet) TOLL 20.0 COMPANIES 5• The permangnl structural restraint shgwn i$ to revent buckling of individual truss member and is not Vended as a bracing plan for the roof structure or as o plan the roof to the building. (1) ; ✓� — TcoL 5.0 BCLL 0.0 BCDL 10.0 2590 N. Khigs Highway for the atlochment of CAUTION: Trusses can be angerou and a copse Damage and persapal injyr,�1 igpgrpgefly C/ TYPE: J3H DEI(L ) floc) I/esn L/e PLATES GRIP Will (TL))) -0.02 J--� >999 2e0 AS20 246/195 Honwind(U. 0.011 J 4 >9-0.05 299 2�0 AS 18H 216/195 DATE: Feb 2012 --.. .-- ,.., � Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Inc, YES Code FBC2010/T112007 Fort Pierce, F1. 34951 handled Installed and/or braced. arocmg s wn on this rowing Is E I F \ y (772)4G4-41G0 Fex:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication CSI 2008 BUILDING i �/' COMPONENT SAFETY INFORMATION. Guile to good practice for handling Installing // /� 4f mettal Tote connected w2od trusses . TPI (5 I9pated at. 21{North Le? Street / / O E, 5 O \ \ _ Suite 312PAlexandna VA 22414:T�I�P�o�e: (/03) 683-1010, E—moil: info@lpinsl.org / F \ x>! ......z..�-..1 xx>Nss ee.aeulnn nsenknon ARCS ENGINEERING Standard Pacific 6512 QTY. 2 LUMBER BRACING NOTES TC 2 % 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1) Wind; ASCE 7-10; 170mph(3sec gust)Vosd-132mph; h-251t; TCDL-6.Opsr; BCDL-6.Opsh Category II; Exp C; enclosed; MWFRS (low-rise) BC 2 % 4 SP No.3 3-6-10 oc purlins• except and verlicole. 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 WB 2 % 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions 3Deciried. t _ PI bracing. 2) This Irusa has been designed for a 10.0 P51 bottom chord live load nonconcurrenl with any other live loads. REACTIONS (lb/size) 1-129/3-6-10, 3-129/3-6-10 3 Coble requires on,; bottom chord bearing. Max ize)Harz 1-117(LC 6) 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 1 and 100 Mox UpOrl 1.-32(LC 6), 3--100(LC 6) Ib uplift at joint 3. Mox Grov 1-272(LC 11), 3-272(LC 12) 5) This truss has been designed for a moving concentrated load of 200.011, live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. FORCES (lb) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown LOAD CASE(S) Standard 3-6-10 3-6-10 1.5x4 II 2 2 x 4 :-- 1.5x4 II 3-6-10 3-6-10 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T E1QI O TRACTOR TYPE:. MV3B SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: _ / csl DEFL (I°a) I/dell L, PLATES GRIP / TC OA7 Verl LL n/° — n/a 9i t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better �� ""' // ea d.T,z verliTLi /e - n/e e99 Aszo 246/195 hot—dippegalvanized steel. C� fir i we 0.00 "°r,(TL) o"°° "/° "/° As,eN 2x6/195 2. Connector plates ore applied to both faces of truss at each joint. Where dimensions are not h wn, plates are symmetrically placed about joint or as ;�• C�!. 5 � ! LOADING DATE: Feb 2012 indicated by circles �o . rnJ Version: 10.2d SOUTHERN 3. i6ling•gnd fabri atlon shall�e occ�mplished using equipment producing snug 4• , CRITERIA: AN51 TPI 1-2007 MATRIX ing joints andLillyembed ed pla es. 4. Un ss otherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. — I-- : < _ LOAOINO (pel) SPACING 2-0-0 5. The permanent structural restraint shown is to revent buckling of individual truss Uj _ TCLL zo.o Ptaleslncreose 1.00 COMPANIES member and is not intended op a bracing plan for the roof structure or as a pion �G TCOL 1s.o Lvnberinareaee 1.25 for the attachment of the roo to the building. BOLL o.o Rep Sireea Ina, YES CAUTION \ 8CDL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway Trus es eon be denQe�rou and o copse ddemo a on personal Inn1�ry if i r rl . Fort Pierce, FI. 34951 handed Installed anal/or 5braced �racing sh wn on this drawing ls'NUT Eff?H1I5�J y / . F e y \ (772)464 41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication f3CSl 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing gf metal plate connected w od I.14. )Seespees . TPI�1301y�ste�l at6i�18 Nmolh L,nelo®tQei Read ell me)nufecture'VA s WAReNINGS e/nclobsed with drawingackage. /! ARCE ENGINEERING Standard Pacific (651; LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-2 BC 2 % 4 SP No.2 oc purlins, except end verticols. Except: W12 2 X 6 SP No.2. We 2 X 4 SP No.2, W12 2 X 6 SP No.2 3-1-0 oc bracing; 4-5 W1.3 2 X 4 SP No.2, cat 2 % 6 SP No.2. W9 2 % 6 SP No.2 SOT CHORD Rigid ceiling directly applied or 4-3-7 oc brocinq. We 2 X 4 SP No.3 •Except' WI 2 X 6 SP No.2 WEBS 1 Row at midpp1 4-13. 6-13, 3-IS OTHERS 2 % 4 SP No.3 JOINTS 1 Brace at Jf(s): 16 1 - Ply REAC71ONS (Ib/sixe) 9-3706/Mechon;cal. 15-2119/0-8-0 Mow Hon 15-338(LC 4) Mae Uplift 9--2125(LC 3). 15--1036(LC 5) FORCES (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--395/100,3-4--2675/1397,4-5--3132/1752.5-6--3132/1752,6-7--4501/2417,7-22--2789/1493, B-22--2788/1493, 8-9--3624/2107, 2-15--335/274 SOT CHORD 1114-23--1247/1943. 12-25--1890/3547, 890/3547,11-26- WEBS 11-17-3612/1024 7454, 417--594/970. 10 18-308. 63302/1847/1407, 37-1B-/3273/1823, B-110--2285/ 271.31115-332466/11274. 176 IB--155/293 1 NOTES 1) Unbalanced roof live loads have been considered for this design. MWFR$ low-rise 2 Wind: ASCE 7-10; 170mph(35ec gusl)Vosdw 132mph; hw25II;JCDL-6.Op3f; BCDLw6.Opsf; Category II; Exp C; enclosed; ( ); Lumber DOL-1:33 plate grip DOL-1.33. 3i Provide adequate droinoge to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconeurrenl with any other live loads. 53 Refer to girder(s) for Iruee to truss connections. 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift of ioinl(5) e.cepl (it-1b) 9-2125, 15-1036. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at oil mid panels and at all panel points along the Bottom Chord• nonconcurrent with any other live loods. LOAD CASE(S) Standard 1) Regular; Lumber Increase -1.25. Plate Increase-1.00 Uniform Loods (pit) Vert: 1-2--70, 2-4--70, 4-6--70. 6-7--70. 7-8--70. 9-15--20 Concentrated Loads 0b) - Vert: 11--2662(F) 8--133(F) 22--173(F) 28--120(F) 29--120(F) 1-4-0 3-9-2 8-10-0 1 14-6-0 20-2-0 25-0-9 28-3-12 1-4-0 3-9-2 5-0-14 5-8-0 5-8-0 4-10-9 3-3-3 15 5x5 - ATE: SIMPSON STRONG -TIE SEAL I. Con hot- 2. dim indi, SOUTHERN 4. 'NiUn , TRUSS real COMPANIES 5. fort 2590 N. Kings Highway Tru Fort Pierce, Ft. 34951 han (772)4644160 Fax:(772)318-0015 BRi COf, 1 �f 5x5 \V5 WS 6x6 - lx4 II 14 13 12 11 IV ' 3x4 = 4x5 - 5x5 - 6x7 = 2.5x6 II 3x10 - 8-1-11 14-5-0. 20-9-11 25-0-9 28-3-12 8-1-11 6-4-5 6-3-"O1 �� 4-2-14 3-3-3 FURNISH A COPY OF THIS TRUSS DESIGN TO WRL'd IWOONTRACTOR TYPE: A28G 3S DESIGN BASED UPON THESE DESIGN CRITERIA: �� (� �/ csl oLrl (I==) I/4e117L'd PLATES GRIP TC 0.92 earl(LL-0.1814-15 5960e fabricated from 20 ou a ASTM A653 653M Grade A or better i ec 1.a0 9en£n; -o.3e II-u >e4o aszaz46/t9s 9 9 / \ . ` ws 0.96 Horx((TL 0.14 9 940AS210H 246/195 ed steel. \:. � / _ (M.W.) wae(u1 o.2a n-u>9ao e applied to both faces of truss at each joint. Where h can, plates ore symmetrically placed about joint or as :f ,•'G 5 1� i LOADING DATE: Feb 2012 o� r�3 Version: 10.2d Ion shall bbe occ mplished using equipment producing snug Q ` CRITERIA: ANSI TPI 1-2007 MATRIX felt comprressionneto chord to be continuous) braced b the - 1+1 h 1 P P y y -) k LOADING (pet) SPACING 2-0-0 clurol restraint shown is to revent buckling of individual truss _ 00 7cLL zo.o Plotee Inc 1.25 intended a5 G bracing plan for the roof structure or as a plan - V7 ' TCOL ts.o camber IncrIncr ease 1.NO of the roof to the building. BCDL 0.0 Rep $treee BCC NO CAUTION: ecDL 10.0 code FBC2010/TPI2007 erou9 and pa❑ coltse damage and peersonal inJ�lr(�TfE�rLp��gNrly �( '• Q\ •' vv /or braced. tlracing sh wn on this drawlP is he Truss Plate Institute �TPI) publication BoCSI 2008 BUILDING f INFORMATION, Guide to good practice for handlinq installing ected w od tr sses . TPI� I Fated ot• 21g North Le Street // / �F �Q \ �\ o VA 22g314. l�ele hone: 0� 683-1610. E-mall: Info@tpinsl.org / 5 S ,, ARCE ENGINEERING Standard Pacific LUMBER BRACING T2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 C Be 2 X 4 SP No.2 -Except- BI 2 X 4 SP SS oe Ourlins, except and verticals. WB 2 % 4 SP No.3 -Except- W1 2 % 4 SP SS, WI 2 X 4 SP SS BOT CHORD Rigid ceiling directly applied or 6-2-0 oc bracing. OTHERS 2 % 4 SP No.3 1 - Ply REACTIONS (lb/size) 14-1392/0-8-0.9-1392/0-8-0 Max Harz 14w361(LC 5) Max Uplift 14--648(LC 6), 9--748(LC 7) FORCES (lb) -Mow. Comp./Max. Ten. - All lorces 250 (lb) or less except when shown. TOP CHORD 24-17--622/1226, -3--485/141.3-4--1452/1044.4-5--1427/1096,5-6--1574/1184,6-7--1397/906.2-14--390/434, 7-9--1365/1040 BOT CHORD 10-19--627/1286 13-17--622/1226,13-18--903/1756,12-18--903/1756.11-12--903/1756, 11-19--627/1286. WEBS 3-10--443%)0754-13-772/1066.5-13--1030/B84,5-11--304/282,6-11--181/491,6-10--325/285, 3-14--136B/998, QTY. 1 NOTES 1) Unbalanced roof live foods hove been considered for this design. 2 Wind: 0.�E 7-10; 170mph(3sec gusl)Vasd-132mph; h.2511; TCDL-6.Ops1; BCOL-6.opsl; Category II; Exp C; enclosed; MWFRS (low-rise) and C-C Inlerior(1) Zone; Lumber DOL-1.33 plate grip VOL-1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3)) Provide adequate drainage to prevent water pending. 43 This truss has been designed for o 10.0 psi boll.. chord five load nonconcurrenl with any other live loads. 5 Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 648 iD uplift of joint 19 and 748 lb uplift at joint 9. 6) This truss has been designed for a moving concentrated load of 200.0Ib live located of all mid panels and at oil panel points along the Bottom Chord, nonconcurrenl with any other live loods. LOAD CASE(S) Standard -1-4-0 5-1-8 1 10-7-8 14-3-0 22-0-0 1 29-0-0 1-4-0 5-1-8 5-6-0 3-7-8 7-9-0 7-0-0 4x4 II 4 1-4-0 14 13 12 11 lv a 5x6 = 3x8 = 3x4 = 3x4 = 3x4 = 2x6 II PLATE: SIMPSON STRONG -TIE SEALING OF I. Connector plc hot —dipped g 2. Connector plc dimensions ai SOUTHERN indicated by ( 3.Ytt�ng�;oln Sf TRUSS a. r. ss othery roo� sheathin COMPANIES The p 5 membernonel for the attacl 2590 N. Kings Highway Trusses rr11 f Fort Pierce, Fl. 34951 hondZ',rosta BRACING. Rel (772)464-4160 Fax:(772)318-0015 COMPONENT'. no 10-7-8 18-1-8 25 2-3 29-0-0 10-7-8 7-6-0 �MN 3-9-13 FURNISH A COPY OF THIS TRUSS DESIGN TO eR 9 WTRACTOR iS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ P . R //f ic' 0.89 fabricated from 20 gauge ASTM A653/653M Grade A or better �` /� Be 0.71 ld steel. l� , '�5i� (Moir.) 10 applied to both faces of truss al each 'oint. Where C(/;,•G` t hopwn, plates are symmetrically placed a�loul joint or as f. Gl, rnJ� y` LOADING y shallembeed ccgmPlished using equipment producing snug 4.A_� �CRITERIA; ANS ed, compression lop chord to be continuously braced by the_ w_LOADING (par) tural restraint shown is to prevent buckling of individual truss �j_ TOLL 20.0 ilended a a bracing plan for the roof structure or as a plan TCDL 15.0 )f the root to the budding. BCOL 1,0.0e�aus�anda�Acay19e a age an�d persC0Ol in)�1r�{fE Ffuly ��Or rfOClnS Wn on tll IS rows yy IS ie Truss Plate Institute �TPI) publication '13CSI 2008 BUILDINGINFORMATION. Guige to good practice for hondlin installing , g tfled wood trusses . TPI1 I fated at 1gNorth L,e Stree /iC �� \\ I Ve 22314. Tel�epPhone: (�0�) 683-1610 E—moil: info®tpinsl.org // S 5 �\ ture'a WARfVINQ3 enclosed with drewln Package. / / \ TYPE: A29 1^ (lea) I/dell DEF(L( L/d PLATES GRIP )) Verl(TL) OA913-1e >577 210 AS20 246/195 Horx(tt) 0.069 9 n/e /a 2.0 AS18H 246/195 rrnd LL 0.12 11-13 >999 DATE: Feb 2012 TPI1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Inc, YES Code FBC2010/TP12007 ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP No.2 -Except• T4 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 2-8-6 BC 2 X 4 SP No.2 -Except- BI 2 X 4 SP SS oc purlins, except end verlicals. WB 2 X 4 SP No.3 •Except• Wf 2 X 6 SP No.2, W1 2 X 6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc OTHERS 2 X 4 SP No.3 bracing. I - Ply WEBS 1 Raw al midpl 5-14. 3-15 REACTIONS (lb/size) 9-1768/0-8-0, 15-1526/0-8-0 Max Harz 15-365(LC 4) Max Uplift 9--1305(LC 6). 15--823(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--536/12oTen.-1694/980.4-5•-1703/949.5-18--2390/1708,6-18--2390/1708,6-7--1761/1275. 2-15--422/345. 7-9--1727/1321 BOT CHORD 15-19w-778/1416,14-19--778/1416.14-20--1475/2808,13-20--1475/2808,12-13--1475/2808, 12-21--1473/2811, 11-21--1473/2811,11-22--1121/1753, 22-23--1121/1753, 10-23--1121/538/79,6-11.-524/1147, 6-10•-650/535, 1753 WEBS 3-14--210/260,4-14--705/1221,5-14--1755/1341,5-12-0 279.5-11-- 3-15--1537/088, 7-10--1180/1578 -1-4-0 5-1-8 10-7-8 16-3-0 1-4-0 5-1-8 5-6-0 5-7-8 4x4 = 4 ,) . QTY. 1 NOTES 1) Unbalanced roof live loads hove been considered for this design. 2 Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2511; TCOL-6.Opst; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL-.1.3J plate grip DOL-1.33. . 3) Provide odequate dralnoge to prevent water ponding. 4 Th;s truss has been designetl fora 10.0 per bottom chord live load nonconcurrent with any other five loods. 5 Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 1305 Ib uplift at joint 9 and 823 lb uplift of joint 15. 6) This truss has been designed for a moving concentroled load'o1 200.011, live located at all mid panels and at all panel points along the Bottom Chord• nonconcurrent with any other live loods. LOAD CASE(S) Standard i 1) Regular; Lumber Increase-1.25. Plate Increase-1.aD Unilorm Loads (pll) - Vert: 1-2--70, 2-4--70, 4-5--70, 5-6--70, 6-7--70, 7-8--70, 9-15--20 Concenlroled Laods (lb) Vert: 6--5(13 11.-511(B) I8-10(B) 24-0-0 29-0-0 3,0-4 ;0 . I I 7-9-0 5-0-0 1-4-0 15 14 13 12 11 1() y 5x6 = 3x8 = 3x4 = 3x4 - 3x5 = 2x6 II 1x4 II 10-7-8 16-3-0 21-3-12 25-10-13 29-070 10-7-8 5-7-8 5-0- ��j-7-1 3-1-3 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T \ERE TION SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� P 1. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot -dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where �(j;,•G�' dimensions are not h wn, plates are symmetrically placed about joint or as f. r indicated b circles �o� 3. � tlin qn by shall be occ m lished usingequipment roducin snug 4. �0 SOUTHERN fIY�ing�join s and fully embedded ple es. producing g - 4. Un ess otherwise noted, compression lop chord to be continuously braced by the TRUSS roof sheathing. COMPANIES 5. membe nand ris norl Inttendedsop anb sah nwgn Ps n orethe roof sltr c ture or 1as a plans N ' for the attachment of the root to the building. 2590 N. Kings Highway Fart Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 Se //// 0FES SL0 TYPE: A30G cs1 DErL 1n 000) I/des I'd PLATES GRIP 7C 0.96 BC O.BJ Verl(LL)-0.2914-15 1999 J0 Vert TL -0.59 14-15 >5B4 240 9 n/a A520 2/6/195 WB 0.72 (Malr;r) H-i(TL)) 0.10 n/e wind(lL) 0.20 12 >999 240 A51BH 246/195 )ADING DATE: Feb 2012 _ .. Version: 10.2d LOADING (per) SPACING 2-0-0 TOLL 20.0 Plates Increase 1.00 TCDL 15.0 Lumber I. -ell 1.25 BCLL 0.0 Rep Stress lncr NO BCDL I0.0 Code FBC2010/TP12007 ARCE ENGINEERING Standard Pacific 6512 QTY. 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1)) Unbalanced roof live loads hove been considered for this, design. BC 2 X 4 SP No.2 -Except- Bl 2 X 4 SP SS 5-9-10 oc puffins, except end verticals. 2) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2511: TCDL-6.Opsf; BCDL-6.Opsf; Category It; Exp C; enclosed; MWFRS (low-rise) WB 2 X 4 SP No.3 •Except' W1 2 X 6 SP No.2, W1 2 X 6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 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 I - Ply for MWFRS for reactions specified. REACTIONS (lb/site) 6-936/Mechanical, 9-936/0-8-0 3) This truss hoe been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Mow Norz 9--368(LC 4) 4 Refer to girder(s) for truss to truss connections. Mow Uplift 6--381(LC 7), 9--381(LC 6) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 381 It, uplift at joint 6 and 381' lb uplift at joint 9. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 6) This truss has been designed for a moving concentrated load of 200.01b live totaled at oil mid panels and of olI panel TOP CHORD 1-2--541/206, 2-3--926/680, 3-4--926/680, 4-5--533/2D3. 1-9--325/249, 5-6--322/248 points along the Bottom Chord, nonconcurrent with any other live loads. BOT CHORD 9-10--512/870,B-10--512/870.7-8--512/B70, 7-11--512/870. 6-11--512/870 WEBS 2-8--231/349, 3-13 -274/499, 4-8--231/349, 2-9--800/592, 4-6--799/594 LOAD CASE(S) Standard 5-1-8 5-1-8 2 10-7-8 16-1-8 5-6-0 5-6-0 5x4 II 3 21-3-0 5-1-8 9 8 7 6 30 - 3x4 = 3x7 - 3x8 = 10-7-8 21- -0 10-7-8 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T kR 1w6kOONTRACTOR TYPE: A34 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� (a /// "' CSI TC 0.50 oLrL (toe) I/d.n L/d V.rl((LL —0.38 6-8 >658 360 PLATES GRIP 1. Connector plates qre fabricated from 20 gouge ASTM A653/653M Grade A or better hot -dipped steel. • i 3iL sc 0.99 we 0.69 v.rl(rL� -0.61 6-e >+w x+o H.rx�n; 0.03 s ' oie nia As20 246/195 AS18H 246/195 galvanized 2. Connector plotes are applied to both faces of truss at each joint. Where �s !(j • ••Gn�1 �, tuatrie) v .d LL o.o+ a >999 2aa LOADING DATE: Feb 2012 Version: 10.2d dimensions are not ,Shpwn, plates ore symmetrically placed about joint or as indicated b circles o . yyfabrication f. �G3 y\ i '` �� CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. CC ttin qn shot! a act m lished usingequipment roducin snug fI 4 d p producing g tting joints and fully mompre pia es. Q>; U1 TRUSS a. Unl ss otherwise noted, compression top chord to be continuously braced by the _ f 0� sheathing. - 5. T ie erman nl structural restraint sh wn is to prevent bucklingof individual truss { F- : < - CO - {G _ LonOwc (Ps1) SPACING 2-0-0 TOLL 20.0 P1o1es Increase 1.00 COMPANIES member ands not intended as a bracing plan fr the roof structure or as a plan TCDL 1 15.o Lumber lntteme L 5 BCLL 0.o ReP Sirese Inc, YES far the attachment of the roof to the building. _ Acouse0ddo 4 BCDL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, FI. 34951 Trus es can' be ganger and Go a e an rs000l in ry ( i r rl handed installed o nd/or bra. �racing sh wngon thispderawing is J01' E LCI��I y F U (772)464-41G0 Fax:(772)318-0015 . BRACING. Refer to the Truss Plole Institute �TPI) publication SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing Qf metal plate connected wood tr sses . TPI�Ii I :Otl� at' 61$North 'tee Street i /, // OF male..ndric VA 6with //// SS \\\ Read all nufacture'i3WARNIINGS enclosed drawingglpackage. 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 •Except' B1 2 X 4 SP SS 5-9-10 oc Durlins, except end verticals. WGI 2 X 4 SP No.3 -Except- W1 2 X 6 SP No.2, WI 2 X 6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc brocing. 1 - Ply REACTIONS (lb/size) 6-936/0-8-0.9-936/Mechonicol Max Horx 9--368((LC 4 Max UPlill 6--381(LC 7 . 9--381(LC 5) FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown'-g--325/249, 5-6--322/248 TOP CHORD 1-2--541/206,2-3--926/6B0, 3-4--926/680. 4-5--533/203, BOT WEBS CHORD 2-5— 231/3349o3BB-O 274/499, 4-8� 231/349.2 9--870. 1800/5928406--1799/594/B70 5-1-8 10-7-8 5-1-8 5-6-0 I 2 I 5x4 II 3 2 NOTES 1) Unbalanced roof live [Dods hove been considered for this design. 2 Wind: ASCE 7-10; 170mph(33ec gusl)Vosd-132mph; h-2511; TCDL-6.Ops1; BCDL-6.Ops1; Category It: Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) tone; Lumber DOL-1.33 plate grip DOL-1.33. This buss is designed for C-C for members and forces, and for MWFRS for reactions specified. J This buss has been designed for o 10.0 psf bottom chord five load nonconcurrenl with any other live toads. 4 Refer to girder(s) for Truss to Truss connections. 5 Provide mechonitol conneolion (by others) of truss to bearing plate capable of withstanding 3B1 ID uplift al joint 6 ontl 381 lb uplift at joint 9. 6) This truss has been designed for a moving concentrated load of 200.01b live located at oil mid panels and of all pone[ points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(5) Standard 16-1-8 5-6-0 g 8 7 30 = 3x4 = 3x8 = 10-7-8 10-7-8 21— —0 21-3-0 5-1-8 6 3x7 = PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TQE1RV_0JNJTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: tsI 1. Connector elutes ore fabricated from 20 gauge ASTM A653/653M Grade 'A or better �� .\ �i we °.999 0 hot —dipped galvanized steel. 2. Connector plates are applied to both faces of truss of each joint. Where dimensions are not h wn, plates are symmetrically placed about joint or as J 01• �C3 1� % LOADING indicated by circles �o� . �j 3. � tting. qnd fabrication shall be occomplished using equipment producing snug 4. CRITERIA: Al SOUTHERN tI� ing joints and fully embedded plates. 4. Un ess otherwise noted, compression top chord to be continuously braced by the LonolNc (per) TRUSS roof sheathing. _ TOLL 20.0 COMPANIES 5• The permanent structural restraint shown is to revent buckling of individual truss N ; TCDL 15.0 member and is not intended as a bracing plop for the roof structure or as a plan ecLL 0.0 for the attachment of the root to the building. BCDL 0.0 2590 N. Kings Highway CAUTION: V B B Y Trusses can be don eror and 4oL coUse Bdoma a and yyrsonol in(Ir�yy f i�r�plDROrI Q',• Fort Pierce, Fl. 34951 handled Installed and/or braced. tlrocing sh wngon thisptlraw'I(g i'A& (772)464 4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication kkiiCSl 2008 BUILDING i, , , , . •' \� �� COMPONENT SAFETY INFORMATION. Guide to good practice for handlin instollir, \o i mettal pl le connected wood lr sses . TPI 1� I W at: 618 North�eej S(reel gLite 312, �lexondria VA 22 14. elephoAQ( 0��t6 —101 Teti —mail: in n�npack®n//// OFE S S11O �`\\ TYPE: A34A DEFL i, (lac) I/dall L/d PLATES GRIP Vert((LL)) -0.38 6-6 1658 360 Ver1(TL) -0.61 6-8 >407 210 A520 246/195 Norr(TL) 0.03 6 /a n/o AS18H 246/1135 Wad LL 0.04 8 >999 240 DATE: Feb 2D12 l,.Toly Version: 10.2d SPACING 2-0-0 Ploles Increase 1.00 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 <W ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 BC 2 % 6 SP No.2 oc purl;ns, except and verticals. WB 2 X 4 SP No.3 •Exaepl4 W1 2 X 6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-12 oc 1 - Ply bracing, REACTIONS (Ite/size) 3w531/Meehan:col, 4w6B1/O-8-0 Max Harz 4w135(LC 5) Max Uplift 3w-369(LC 5). 4w-205(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown ATE: SIMPSON STRONG -TIE SEALING I. Connectc hot—dipp 2. Connectc dimtlenNo indicated SOUTHERN 3. Y�IngJO TRUSS 4. '00 s e( roof shel COMPANIES 5. member for the a 2590 N. Kings Highway Trus es handled Fort Pierce, FI. 34951 BRACING (772)464-4160 Fax:(772)318-0015 COMPONI 3-8-0 3-8-0 I QTY. I i NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Voedw132mph; hw25fl; TCDLw6.Dpsl; BCDLw6.Opsf: Category II; Exp C: enclosed; MWFRS (tow -rise); Lumber DOL-1.33 plate grip OOL-1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live lootls. 3 Refer to g:rder(s) for truss to truss connections. 4 Provide mechanical connection (by others) or truss to bearing plate capable of withstanding 369 lb uplift at joint 3 and 205 Ite uplift at joint 4. 5) This truss has been designed for a moving concentrated load of 200.011a live located at all mid panels and at all panel points along the Bottom Chord• nonconcurrenl with any other live loads. LOAD CASE(S) Standard 1) Regular: Lumber Increasew1.25, Plot. Increosew1.00 Uniform Loads (pif) Vert: 1-2w-70, 3-4w-20 , Concentrated Loads (lb)) Vert: 5w-91 fik 1.5x4 II 2 2x4 II 4x4 - 3-8-0 3-8-0 FURNISH A COPY OF THIS TRUSS DESIGN T IFAt; N} TRACTOR DESIGN BASED UPON THESE DESIGN CRITERIA: �\ /� icl bl3g ibricoted from 20 gauge ASTM A653/653M Grade A or better �� j we 0105 steel, _� we 4.b6 ,plied to both faces of truss of each joint. Nhere wn, plates are symmetrically placed about joint or cis �• G�' �GD 5� % LOADING shall be occ mplished using equipment producing snug Q. nj r CRITERIA: Al imbedded plo es. compression top chord to be continuously braced by the LogolNc (Pef) rol restraint sh wn is to prevent buckling of individual truss / _ TCLL 25.0 q g ^ (J7 �/ TCDL i15.0 ended aS a bracing plan for the roof structure or as o pion BCLL 0.0 the root to the building. SCOL 10.0 CAUTION: U ou and a copse damage and p rsonal in ry if i r rl Q`,•' ,r sbroce� racing sh wn an this drawi�lyg isJUT ERHI��J y Truss Plate Institute �TPI) publication eCSI 2008 BUILDING i,/ ' • . , , \� \�� FORMATION. Guige to good practice for handlin instollinq ed mod tr sspes . TPI i� I9catad al 201 North�,e Street �F �0 \\ re?i3 4 Rel hone: n )1o83 d� with drrTlwlna �o�lPerkege. //// ES S \\\ TYPE: MGT5 oEFL in (ter) I/de11 L/d PLATES GRIP varl(LU -0.01 3-4 >999 J60 verl n -0.05 3-4 >755 240 g520 246/195 narr(TL) -0.00 3 n/a n/a AS 16H 246/195 was a 0.03 J-1 >999 240 DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 Ploles Increase 1.00 Lumber increase 1.25 Rep Stress Inc, NO Code FBC2010/TP12007 ARCE ENGINEERING LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD BC 2 X 4 SP No.2 BOT CHORD INS 2X4 SP No.3 OTHERS 2 X 4 SP No.3 RAClO -0 E-16Mhanical6.491/0-8 Max Harz 6-291(LC 6) Mo Max Gr1vt 4-60(LC 1).5-208(LC(14). 8-544(LC 11(LC 6) 2) o FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6--280/159, 2-6-0/514 STRO SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)4644160 Fax:(772)318-0015 Standard Pacific 6512 QTY. 2 NOTES _ Ex �; enclosed; Structural wood sheathing directly applied or 5-0-0 1) and CAC Irllerior(1) zone;0rnh(Lumber DOL• .33 plate grip DOLL-1.33`Thistruss isdesigned�forC9C�or� members and forces, and (low-rise) oc purlins, except end verticols. for MWFRS for reactions eDectlied. Rigid ceiling directly applied or 10-0-0 oc bracing. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J Refer to girders) for buss to truss connections. 4 Provide mechanfdal connection (by others) of truss to bearing plate capable of withstanding 133 It, uplift at joint 4, 42 Ib uplift at joint 5 and 231 Ill uplift of joint 6. 5) This truss hos been designed for a moving concentroled load of 200.0I1, live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other five foods. LOAD CASE(S) Standard —1-4-0 5-0-0 1-4-0 5-0-0 1.5x4 II 3x4 = 1-4-0 1-8-0 5-0-0 1-4-0 0-4-0 3-4—�r J a-TIE FURNISH A COPY OF THIS TRUSS DESIGN TO BRECTION IQWWjM I HHL; t' SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ! 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot —dipped steel. i galvanized 2. Connector plates ore applied to both faces of truss at each int. Where dimensions are not h wn, plates are symmetrically placed about joint or as 4! G f.. • ( �(� y1 indicated by circles �0� 3, CC ♦,ling On d fabrication shall be occImplished using equipment producing snug hying and fully embedded pla es. = UJ joints 4. Un ss otherwise noted, compression lop chord to be continuously braced by the _ rooe( sheathing. 5. The permangnt structural restraint shown is toprevent buckling of individual truss member an tl Is not Intended a5 a bracing plan for the roof structure or as a plan — N — for the attachment of the root to the building. CAUTION' \ 4 \ Trus es can be �langeroust and gag1 cause damage and p3erso � l injwr� fE HIMIy handsled lnstalle and or race . racln sh wn on this rows g Is Truss Plate Institute �TPI) publication CSI 2008 BUILDING � • . F . • ice! BRACING. Refer to the COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing 4f mettal plate connected wood try ses . TPI 13 I9 Bled at 1g North Lee Street Suite 312, Alexandria VA 22314. lelsepho^e^(/03b83-11)10.—A�d:�nlo�@^penrst.pQg® 1 ... , • \tit% \\\ /! 0F /// / E S S 1 t \\\ TYPE:J5G CS1 DEFL i (toe) I/dea L/d PLATES GRIP iC O.SS Vvvl LTL) -0.0] 5-6 >999 J60 AS20 246/195 BO a." VerI TL 0.04 S-6 >999 "a ASIBH 246/195 wB 0.IB Non TL) -0.20 4 /e n/e (aolria) Wnd LL 0.01 5-6 >999 240 LOADING DATE: Feb 2D12 aiTroln. A61c1 TDI L9nn7 iMAIRIXI Version: 10.2d LOADING (psi) SPACING 2-0,-0 TCLL 20.0 Plates Increase TCDL 15.0 Lumber Increase 1.25 YES BCOL 10.0 Code IressFBC2'nr010/TP12007 [00 ARCE ENGINEERING LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD BC 2 X 4 SP SS BOT CHORD WS 2 X 4 SP No.2 'Except' W2 2 X 4 SP No.3 OTHERS 2 X 4 SP N0.3 1 - Ply REACTIONS (lb/size) 3-64/Mechbnicol, 4--189/Mechbnicol, 5-517/0-8-0 Max Harz 5-226(LC 6)M. Uplift ( Mox Grrov 3-54(LC( 1),LC 64-121 l(LC14). 5'637(LC 12)LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6--264/334 BOT CHORD 6-9--0/317, 5-9--0/317 Standard Pacific (6512) QTY. 1 NOTES Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-25fl; TCDL-'.Op"' BCDL-6.0p"; Category 1l; Exp C; enclosed; MWFRS (low-rise) 3-4-15 oc pur6ns, except end verticals. 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 Rigid ceiling directly oppred or 10-0-0 oc for MWFR5 for reactions specified. bracing. 21 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other Eva loads. 3 Refer to girdef(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3, 241 lb uplift at joint 4 and 274 lb uplift of joint 5. 5) This truss has been designed for a moving concentrated Toad of 200.Olb live located at all mid panels and of all pone) points along the Bottom Chord, nonconcurrenl with any other Eve loads. LOAD CASE(5) Standard —1-4-0 3-4-15 1-4-0 3-4-15 1-4-0 3-4-15 1-4-0 2-05 _ATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T �RE� �11WOONTRACTC SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot —dipped galvanized steel. \ �� 2. Connector plates are applied to both faces of truss at each joint. Where G(/;,•Gn�1 dimensions are not h wn, plates are symmetrically placed obout joint or as indicated by circles (so� in. 3. CC fling, qnd fabrication shall be acc mplished using equipment producing snug Q l� SOUTHERN fling joints and fully embedded pla�es. 4. Un Qss otherwise noted, compression lap chord to be continuously braced by the _ CS TRUSS root sheathing. _ COMPANIES 5. The Permon nt structural restraint shown i5 toprevent buckling of individual truss ^ U7 ; member on�is not intended o a bracing plan (or the roof structure or as a plan for the attachment of the roof to the building. 2590 N. Kings Highway CAUTION: U 8 B y Trus&&es art be dongerou5 and ca copse ldama a on rsoo,l in ry (imn1 Berl '. Fart Pierce, F1.34951 honiled Installed anal/or braced. tlracing sh wngon lhdsp�rowinq is101 FL y (772)4G4-41G0 FBx:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication 6CSI 2008 BUILDING / COMPONENT SAFETY INFORMATION. Guirje to good practice for 3handlingQ inestalling gf meMI plple connected woQod tr �ses . TPI� Ig�ole� o16161 Nolralh L,ei St pmsl.org Op S 5 \0 site J12, Alexandria VA 22314. >pe ephone: is0 68 1 C Read all manufacture's WARNINGS enclosed with drewIng package. / / R TYPE: J3G esl OEFL in (toe) Vden L/d PLATES GRIP TC 0.69 verl(LL� 0.01 4-5 1999 360 Be 0.53 verl TL 0.07 4-5 >999 240 p520 246/195 we 0.00 H.4(7,8) -0,19 ] n/a n/a AS18H 246/195 (Matrix) Miul l) -0.01 4-5 >999 740 LOADING IDATE: Feb 2012 rRlTrPle• ANCI TPI 1-7on7 MATRIX Version: 10.2d LOADING (psl) SPACING 2-0-0 TCLL 20.0 ".1.. Increase 1.00 TCDL I5.0 Lumber Increase 1.25 BCLL 0.0 Rep stress .ri" YES BCDL 10.0 Code FBC2010/TP12007 (c)I ARCE ENGINEERING Standard Pacific 6512 W I T. L LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(3sec gust)Vosd-132mPh; h-25f1; TCDL-6.Opsf; BCDL-6.OPsl; Category 11; Exp C; enclosed; MWFRS (low-rise) BC 2 X 4 SP No.2 1-4-15 oc purlins, except end verticals. and C-C Interior(1) zone; Lumber DDL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and WS 2 X 4 SP Na.3 - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. i OTHERS 2 X 4 SP No.3 bracing. 2 This truss has been designed for a 1D.0 psi bottom chord live load nonconcurrent wilh any other live loads. i - ply Refer to girders) for truss to truss connections. REACTIONS (lb/Size) 5-221/0-4-0, 4-0/Mechanical, 3--5/Mechonical 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint S. 40 to Max Harz 5-147(LC 6) uplift at joint 4 and 38 It, uplift at joint 3. - Max Uplift 5--140(LC 6), 4--40(LC 6), 3--30(LC 5) - 5) This truss has been designed for a moving concentrated load of 200.016 five located of all mid panels and at all panel Mom Grov 5-302(LC 11)• 4-207(LC 12), 3-25(LC 4) points along the Bottom Chord, nonconcurrent with any other live loads. FORCES (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-5--196/299 -1-4-0 1-4-15 1-4-0 1-4-15 2x4 II 1-4-15 1-4-15 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T I4E� �li� 11 TRACTOR TYPE: J1 G SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1\{� // j csl DEFL 1n oec) vden L/a PLATES GRIP Tc 0.78 Verl LL -0.00 4-5 >999 360 I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better �� i ec o.za van n -0.00 4-5 1999 24b AS20 246/195 hot -dipped alvonized steel. we 0.00Har:in; -o.ol 3 n/e V. AS18H 246/195 2. Connector Igales ore applied to both faces of truss al each joint. Where �" f.a151.) I -d u 0.00 4-5 >999 z,o P PP �C/' •' 4 •" dimensions are not h wn, plates are symmetrically placed about joint or as �! indicated by circleso� `r` LOADING DATE: Feb 2012 SOUTHERN 3. ��r(tingy,gnd fobrica�ion shall bbe aPcc�mplished using equipment producing snug Q, �O t� CRITERIA: 'ANSI TPI 1-2007 MATRIX Version: 10.2d I tIn joints and fu I embedded la es. 4. UIt ss otherwise noted, compression top chord to be continuously braced by the TRUSS r00f sheothing. _ 1^ C - LOADIN` ('so SPACING 2-0-0 S. The permanent structural restraint shown is to prevent buckling of individual truss - TCLL 20.0 Plates Increase 1.00 member and is net intended als a bracing plan for the roof structure or as a plan f!7 1 - TCDL 15;0 Lumber Increase 1.25 COMPANIES for the attachment of the roo to the budding. - BCLL 1 0.o Rep Strese mar YES CAUTION: BCDL 0,0 Code FBC2010/1712007 2590 N. Kings Highway Trusses on be an erous and caLp1 copse damn a and personal in ry f imm� p11��RReer�I Fort Pierce, Fl. 34951 handled Installed on d/or braced. racing sh wngon this drowln9 isW& EREGIIUN y e ' (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication f3, 2008 BUILDING ' •. F�- , •' \�j�,� COMPONENT SAFETY INFORMATION. Guide to good practice for hondlinq installing 4f mettal plate connected w22od tr sses . TPI i I9 aced at: 218 North L,ee Street // �F buite 312, Alexandria VA 22314. 1pelephone: (703�%83-1010 E-moil: infoQ(pinst.org / E S rj Reed all manufacture's WARNINGS enclosed with drawing package. // \\ ARCE ENGINEERING Standard Pacific 6512 QTY. 1 BRACING NOTES LUMBER TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Wind: ASCE 7-10; 170mph(]5ec qusl)Vostl-132mph; h-2511i TCDL-6.ODs1; BCOL-6.Ops1; Category II; Exp C; enclosed; MWFRS (low-rise); TC 2 x 4 SP SS oc Durlins, except and verlicol�. 'Lumber OOL-1.33 plate grip DOL-1.33. Be 2 x 4 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 cc 2) This truss has been designed for a 10.0 Psi bottom Chord live load nanconcurranl with any other live tootle. WS 2 x 4 SP No.bractnq 3 3 Refer to girder(s) for truss to truss connections. OTHERS 2 x 4 SP No.3 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 ID uplift at joint 4, 31 It, 1 - Ply uplift at joint 5 and 613 Ib uplift at joint 6. REACTIONS (Ib/site) 4-85/Mechanical, 5--14/Mechanical, 6-641/1-0-IJ 5) This truss has been designed for a moving cOncenlroletl loatli of 2g0.01b live located of all mid panels and of all panel Max Hart 6-2B8(LC 5) points along the Bottom Chord, nonconcurrent with any other) Irve loads. Max Uplift 4--161(LC 4), 5--31(LC 11). 6--613 LC 5) Mox Grov 4-85(LC 1). 5.218(LC 13), 6-641(LC i LOAD CASE(S) Standard 1) Regular: Lumber Increosewl.25, Plate Increase-1.00 FORCES (lb) - max. Comp•/Mox. Ten. - All forces 250 (lb) or less except when shown. Uniform Load' (P") WEBS 3-6.-400/327, 2-6--0/328 Vert: 1-2--70.2-4--70,5-7--20 Concentrated Loads (lb) Vert: 10-3(F-11, 8--8) 11.39(F-20, B-20) 12- 6(B) PLATE: SIMPSON STRONG -TIE SEALING 1. Connecto hot—dippl 2. Connecto dimenslor SOUTHERN �Indicated ' fIVinggjrm TRUSS 4. ro f S at fool hea COMPANIES 5• The perm member for the al 2590 N. Kings Highway Trusses 4 Fort Pierce, F1.34951 handled1 (772)464-4160 Fax:(772)318-0015 BRACING OMPONt If n —1-10-10 3-5-11 6-11-6 1-10-10 3-5-11 3-5-11 1.5x4 11 3x4 - 1-9-2 —3— 6-11-6 1-9-2 0-6-7 4— 3 LLI I1 I FURNISH A COPY OF THIS TRUSS DESIGN Tq SRE7_R_flf q%THAL:I UK ESIGN BASED UPON THESE DESIGN CRITERIA: Pt` `fY /� ic1 o.n icoted from 20 gouge ASTM A653/653M Grade A or better �� ec 0.12 �4 ,• fir we o.lx ied to both faces of truss at each I'oinl. Where <(f', ' �a" (� i (uatri.) plates are symmetrically placed about joint or as �• (�' �4j J % LOADING loll bbe accomplished using equipment producing snug Q. a rU CRITERIA: Al Jedded plates. ompresslon top chord to be continuously braced by the LonolNc I (p'l) restraint shgwn is toe�revenl buckling of individual truss U") lG = TCLL 15.0 led op a brocing plan for the roof structure or as a plan TcoL 15.o root to the building. GCOBcLo.o CAUTION: ecaL 10.0 . and a copse ddamage and p rsonol inNryJ f i r fly Jf Q`\ • U\ brace �racing sh wn on this derowipyy js"NU I ERmL�C 8 1ss Plate Institute ?TPI) publication dCSI 2008 BUILDING RMATION. Guige to good practice for handling installing wood lr see . TPI I acedd al• p11 North L,eyyff Slreel 22314.1leiep�o��(TO3�t6831d10.—imill:inno@tpinunekwn1_ //�F�SS1�O\\�\ TYPE: CJ5F DEFL in (Iae) I/dell L/d PLATES GRIP Vert((LLJJ -0.06 S-6 >961 360 verl(TL) 0.07 S-6 >754 2�0 ASyO 246/195 Hort(TL) -O.JI 1 /o /o A518H 246/195 Wled LL -0.03 S-6 >999 2/0 DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr NO Code FBC20f0/TP12007 ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 BC 2 x 6 SP No.2 WG 2 % 4 SP No.3 •Exeepl• W1 2 % 6 SP No.2 GOT CHORD oc purlins, except and verlicols. Rigid ceiling d;reclly applied or 10-0-0 ac 1 - Ply. REACTIONS (Ib/size) 4-1243/MechoniCol. 6-1985/0-8-0 brocing. Me x Harz 6-210(LC 5) Max Uplift 4--690(LC 5). 6--792(LC 5) FORCES (Ib) - Max. Comp./Mox. Tan. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--951/342, 1-6--902/337 GOT CHORD 5-8--457/798, 4-8--457/798 WEBS 2-5--470/1056, 2-4--1133/649, 1-5--296/878 0 u� 2-9-0 2-9-0 12) QTY. 1 NOTES 1) Wind: ASCE 7-10; 170mph(380C gusl)Vasd-132mph; h-2511; TCOL-6.OPsf; BCOL-6.Opsh Colegory 11; Exp C; enclosed; MWFRS (low-rise): Lumber DOL-1.33 plate grip DOL-1.33. 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 690 Ib uplift at joint 4 and 792 lb uplift of joint 6. 5) This truss has been designed for 0 moving concentrated load of 200.01b live located at oil mid panels and at oil panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.00 Uniform Loads (pit) Vert: 1-3--70. 4-6--20 Concentrated Loads (lb Vert: 6--936 F) 7--916(F) 8--916(F) 5-6-0 2-9-0 1.5x4 II 3 2x4 II 5x6 = 4x4 = 2-9-0 5-6-0 2-9-0 2-9-0 z [ Ll1 J PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T RE 6k0QJqTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ "" T051 021 I. b A Connector lutes are fabricated from 20 gouge ASTM A653/653M Grade or better p applied .\ // WB 0.40 2. Connector planes are to both faces of truss at each int. Where dimensions ore not h wn, plates are symmetrically placed o6aut joint or as f, - yl indicated b circles �a = Q r•O� �• 1 LOADING SOUTHERN 3. � Ming. qnd fobrico Ion shall be occ mplished using equipment producing snug Rting )alms and fully embedded pla�es. _ t1� (� ; Fj _ CRITERIA: Al TRUSS 4. Unless otherwise noted, compression top chord to be continuously braced by the _ root sheathing. !� — — LOADING (pet) COMPANIES 5• The perman nt structural restraint shgwn is to revenl buckling of individual truss _ member one is not intended as o bracing plan for the roof structure or as a plan. (fl : — 7COL iso for the altochment of the roof to the budding. CAUTION: \ (/ '4 ecoi 100 2590 N. Kings Highway B B Y Fort Pierce, F1. 34951 Trusses ca be den eroug and ap copse dame a an grsonal to r F irt�p1 I handled installed a nd/or broce� liracing sh wngon lhdspdrawilg IsJ(�11 ERtI �1� y Refer to the Truss Plate Institute �TPI) publication CSI 2008 BUILDING i F (772)464-4160 Fex:(772)318-0015 BRACING. COMPONENT SAFETY INFORMATION. Guige to good practice for handling inslollinq f w2oI (r�1sses TPI I I tottedd ol• p21g North Le Street /, �� \ / O \\ FES rJ me al plate connected . Suite 12, Alexandria VA 22(T4. Iele hone: (�0�) 683-1610 E—moil: info@lpinsl.org / Reed all manufacture's WARNINGS enclosed with drawln ackele. 11 TYPE: MGT4 OEF(.. )) in (1 ) I/dell L/d PLATES GRIP Wrl(TL) -003 5 >999 240 A520 246/195 Hart((TL)) 0.00 4 /o /a AS 18H 246/195 Wind(LL) 0.01 4-5 >999 240 DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 Plates Increase 1.D0 Lumber lncrea9 1.25 Rep Stress Incr NO Code FBC2010/TP12007 to y QTY. 1 ARCE ENGINEERING Standard Pacific 6512 LUMBER BRACING No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-9 NOTES 8 Unbalanced root live loads hove been considered for this design. MWFRS low-rise 7-10; 170mph(3sec h.251h TCDL06.0ps1; BCDL-6.Opa1; Category Ili Exp C: enclosed; (low-rise); TC 2 % 4 SP SS •Exoepl' T4 2 X 4 SP BC 2 % 4 SP SS cc purlins, except end ver0cols. Rigid directly applied or 4-5-8 oc bracing. 2 wand: ASCE gwl)Vosd-132mph: 3. DOL- 3droina late ge�lo0preven3 Lumde WB 2 X 4 SP No.J •ExcepC Wl 2 % 6 SP No.2, W7 2 % 6 SP No.2 B0T CHORD ceiling WEBS 1 Row at midpt 4-10, 5-10, 6-9 3 Prov ad, quoler water ponding. ) 9 designed for a 10.0 psf bottom chord five load nonconcurrenl with any other lave loads. OTHERS 2 % 4 SP No.3 4 This trues has been 5 Provide mechanical connection (by others) of truss to bearing codcapable of withstanding 1531 Ito uplift of joint 15 and 1 -Ply REACTIONS (Ib/size) 15-2711/0-8-0, 9-1836/0-B-0 993 He h 0l joint 9. food of 200.OIb live totaled at all mid panels and at all panel Max Harz 15•-J65(LC 3) Max Uplift I5•-1831(LC 5). 9--99J(LC 6) 6) This !rasa has been designed for o moving concentrated truss points along the Bottom Chord, nonconcurrenl with any other live loads. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. 2-3--2821 1884. 3-18--3751/2454, 4-18--3751/2454, 4-5--2208/1243, 5-6.-2204/1261, 6-7--546/140. 2-15--2730/1906, J)A Regular: CASE(S) increase- Plate Increase-1.00 TOP CHORD 7-9--436/351 CHORD 15-19.-361/598, 14-19--361/598.14-20--1966/2889,20-21.-1966/2BB9,13-21--1966/2809, 13-22--2175/3734, Uniform Loads (pit) Vert: 1-2•-70.2-3--70,3-4--70,4-5--70,5-7.-70.7-8--70,9-15--20 , BOT 12-22--2175/3734. 11-12--2178/3732, 10-11--2178/3732, 10-23--860/1784, 9-23--860/1784 6-10--252/207, Concentrated Loads (Ib I8• 88(F) 20--271(F) 21.-44(F) WEBS Vert: 3--111tF) 13--1223(F) 2-14--91720/2613 639-81997/1148-13--522/260,4-12.0/257,4-10--2500/1730,5-10.-1021/1761, - i 1 -4: i:0 1-4-0 5-6-0 5-6-0 8-0-0 18-7-8 24-1-8 5-1-8 5-6-0 5x4 = 29-3-0 3,0-7 ;0 5-1-8 1-4-0 5 1 15 14 13 12 11 10 2x6 II 3x7 - 5x4 = 1x4 II 4x5 = 3x8 = 5x6 = 2-11-12 7-11-4 1 13-6-0 1 18-7-8 29-3-0 2-11-12 4-11-8 5-6-12 5-1-8 �L�10-7-8 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T eAE� tiWOQNTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: R // 09I \ TC 0.51 i. Connector fates are fabricated from 20 gauge ASTM A653/653M Grade A or better // ec o. hot -dipper galvanized steel. (M 2. Connector plates are applied to both faces of truss at each Point. Where �(/:,•'�� t� dimensions ore not h wn, plates ore symmetrically placed obout joint or as f. �J y� LOADING indicated by circles ?o� ,�C' J rnJ 3. t,lin qnd fabrication shall bbe accomplished using equipment producing snug Q 1� -• CRITERIA: At SOUTHERN fittinggj'oints qnd fully QQmbedded plates.%- 4. Unless Otherwise notetl, compression top chord to be continuously braced by the _ {C - LOADING (Pal) TRUSS roof sheathing. TCUL - COMPANIES 5• The permanent structural restraint shown is toprevenl buckling of individual truss CfJ ; lG - TCDL iso member and is not Intended os a bracing plan for the roof structure or as a plan BCLL 0.0 for the attachment of the roof to the building. BCOL 110.0 2590 N. Kings Highway CAUTION: C1 B B y Trusses you be don erou and 0pp copse damage an eersonal iniU�ryy f i r�R rl '. Fit - Fort \ Pierce, FI. 34951 handled Installed and/or sbroce� tlrocing sh wngon thiisptlrowipg is'NU7" El IIU�1 y y (772)464-4160 Fax:(772)318-0015 BRACING. Refer 10 the Truss Plate Institute �TPI) publication f3C51 2008 BUILDING / COMPONENT SAFETY INFORMATION. Guirje to good practice for handling installing // Qf metal pl le connected Qod lr sees . TPI�IOI9)cfi�ed �(a1�1f3 Nmalh L.nlo�lpinlst.org/// OFE S rJ `O \\�� tulle 12, �(lexondrio VA 220314. 1pelephone: 3 3 E Read ell manufacture's WARNINGS enclosed with drewina vacklBoe. TYPE: A20G DEFL m (I-) I/den L/d PLATES GRIP Varl((LL)) -0.29 9-10 >999 Vert(TL) -0.60 9-10 "" 360 240 AS20 246/195 Harz((TL)) 0.12 9 n/e /a A518H 246/195 Winl(1.8 0.2513-14 >999 240 DATE: Feb 2012 TPI1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Pioles Increase 1.00 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 f015- ARCE ENGINEERING LUMBER TC 2 X 4 SP No.2 BC 2X4SP No.2 WB 2 X 4 SP No.3 -Except- W1 2 X 4 SP SS. WI 2 X 4 SP SS OTHERS 2 X 4 5P No.3 1 - Ply REACTIONS (lb/size) 12-1403/0-8-0.8-1403/0-8-0 Mao Hon 12-251(LC 5) Max Uplift 12--623(LC 5). 8--623(LC 4) Standard Pacific BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purling, except end verlicols. Excepl: 4-4-0 oc bracing: 4-5 SOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-11. 6-9 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3--1695/1155. 3-4--1483/1168. 4-5--1483/1158, 5-6--1695/1155, 2-12--1303/1120. 6-8--1303/1120 WSOT EBS CHORD 312-17--34 -11- I68 426, - 1-7389/485,4-9--13B9/484/5692-1067/426 2-111692 --752% 0709679t-9760/ID702. 105/406, 8-19•-105/406 512) NOTES 1) Unbalanced root live loads hove been considered for this design. 2 Wind: ASCE-7-10; 170mph(35ec gust)Vosd-132mph; hw2511; TCDL-6.Op3f; BCDL-6.0ps1; Category 11; Exp C; enclosed; MWFRS (law -rise) and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for membam and forces, and for MWFRS for reactions specified. 3) Provide odequole drainage to prevent water ponding. 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5 AO plates ore AS20 ploles unless otherwise indicated. 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 623 lb uplift al joint 12 and 6231b uplift at joint S. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 8) Design assumes 4x2 (flat orientation) purling at oc spacing indicated• fastened to truss TC w/ 2-10d moils. LOAD CASE(S) Standard � 1 -4 0 7-6-0 14-7-8 21-9-0 29-3-0_ �0-7-,( 1-4-0 7-6-0 7-1-8 7-1-8 7-6-0 1-4-0 4x10 AS18H I 3-1-8 1 r I IW5 W5- tx4_.II.. I rn I I I I 12 11 10 9 0 3x7 II 4x8 - 3x5 - 4x8 - 30 II 10-0-3 19-2-13 29-3-0 10-0-3 9-2-11 LLl 10-0-3 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN To and �I� I` TRACTOR TYPE: A18 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ la fR // c51 DEFL I floc) I/de11 L/a PLATES GRIP I. Connector lutes ore fabricated from 20 gouge ASTM A653 653M Grade A or better ... • Tc o.9e ven((LL) —0.65 9-11 >e,1 ]fid p g g / �� ` �/ BC I0.95 Verl(((TL) O.fiS 9-11 >5z5 NO p520 246/195 hot -dipped galvanized steel. (o,n,j'`1 Wind(ii3 u.14 9-11 >999 240 As1eH 24fi/195 2. Connector plates are applied to both faces of truss at each 'oinl. Where i dimensions ore not h wn, plates are symmetrically placed about joint or as LOADING DATE: Feb 2012 indicated by circles ?o� �' r�J Version: 10.2d 3. �11ttln . qnd (abricotton shall be acc mplished using equipment producing snug _� Q '�• 0 `,i� CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN fIl ing9oints and fully embedded pla�es, 4j TRUSS 4. UnI ss otherwise noted, compression top chord to be continuously braced by the - lit roan sheothinaa = } - < LOADING (psi) SPACING 2-0-0 COMPANIES 5. The permanerit structural restraint shown is toprevent buckling of individual truss - Tcll zo.o Plates Increase 1.00 member and Is not Vended a a bracing plan for the roof structure or as a plan 07 TCDL Is.D Lumber Increase 1.25 for the attachment of the roof to the building. BOLL 0.0 Rep stress Inar YES CAUTION: \ BCDL i 10.0 Code FBC20I O/TPR007 2590 N. Kings Highway Trus es yo be dDn erou and Cap cause damn a and personal inNry if i�17prgR rI Fort Pierce, FI. 34951 hond�ed Installed a nd/or sbraced. tlracing sh wn on this drowlPqq is"NUT EtttCTlUn! y (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication f3CSI 2008 BUILDING i Ft'• •' COMPONENT SAFETY INFORMATION, Guile to g��ssoo99d practice f2porghondlinq installing guile 3112PIAle connectsondria VA 22314.trTslies . TPl(703�68e 2,t6161 ENmail:Linlo@tpinlsLorg / OPES S Reed all manufacture's WARNINGS enclosed with dirswing package. // 1� ARCE ENGINEERING Standard Pacifi( LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or SC 2 X 4 SP No.2 4-7-10 oc purlins, except and verlicais. WB 2 X 4 Sp No.3 -Except- W1 2 X 4 SP No.2. W1 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing 07HERS 2 X 4 SP No.3 WEBS 1 Row at midpl 5-13, 5-11 1 - Ply REACTIONS (lb/size) 14-1403/a-8-0.10-1403/0-8-0 Mox Harr 14-322(LC 5) Me Uplift Uplift 14--636(LC 6). 10--636(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. ' TOP CHORD 2-3--433/181.3-4--1506/1096.4-5--1241/1050.5-6--1241/1050,6-7--1506/1096,7-8--433/181. 2-14--378/462, 8-10.-378/462 SOT CHORD 14-19--727/1221,13-19--727/1221,13-20--642/1372.12-20--642/1372.11-12--642/1372. 11-21--628/1221, 10-21--628/1221 WEBS 3-13--196/252,4-13--182/416,5-13--302/420.5-11--302/419,6-11--182/416,7-11.-196/252, 3-14.-1418/971, 7-10--1418/971 r QTY. 1 I NOTES 1)) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-10; 170mph(33ec gusl)Vosd-132mph; h-2511; TCDL-6.Ops1; BCDL-6.Op3f; Category 11; Exp C; enclosed; MWFRS (low-rise) 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 for MWFRS for reac0ons specified. 3) Provide adequate drainage to prevent water ponding. 4 This truss has been designed for a 10.0 psi bottom chord I;ve load nonconcurrenl with any other live loads. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 635 Ib uplift at joint 14 and 636 lb uplift at joint 10. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard 0 4 10-12 1 9-6-0 1 14-7-8 19-9-0 24-4-4 29-3-0 10-7-1C 1-4-0 4-10-12. 4-7-4 5-1-8 5-1-8 4-7-4 4-10-12 1-4-0 4x5 = W6 1 4 II 3x4 =X5 It 14 13 12 11 1U 5x5 = 3x8 = 3x6 - 3x8 = 5x5 9-6-0 9-6-0 19-9-0 1 29-3-0 10-3-0 � � �[,.� 9-6-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T JSt4 �Ildk W TRACTOR TYPE: Al SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ P Z / / CS, TC a.99 DEIL n clue) I/derl Verl(LL)—0.4911—I] "04 L/d 360 PLATES GRIP 1. Connector lutes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot —dipped galvanized steel. joint. , • • ""' • / ,' r, [� i !/ Be il.00 we 0.98 (Me1•ix1 Ver*8 1.7e 1.3 >as Ner:(r8 0.0e 10 n/a wand(LL 0.11 11-13 >999 t.o /a 240 Asz0 246/195 As1aH 246/195 2. Connector lutes area lied to both faces of truss al each Where P pp dimensions are not h can, plates are symmetrically placed about joint or as �o� / {'` �� •. ,: C 4j !� LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN indicated by circles 3. � (tin ,qnd fabrication shall be occomplished using equipment producing snug fIYfingjoints and fully embedded plates. _ rnJ Q •• ly w : 4j _ Version: 10.2d TRUSS 4. Un ess otherwise noted, compression top chord to be continuously braced by the roof sheothinQ. _ individual truss { _ 1-- < LOADING (psi) SPACING 2-0-0 rcLL 20.o Ploles Increase ao COMPANIES 5• The perms srft structural restraint shgwn i to prevent buckling of member and is not intended a a bracing pan for the roof structure or as a plan {G _ rcvL s.o camber Inareaee Lzs Rep Stress Iner YES for the attachment of the roo? to the budding. CAUTION: \ BOLL 0.0 BCOL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, Ff. 34951 Trusses sa be don erou and op copse domD a an ersonol in r f i r I handled Insgalled angd/or �bracedr tiracing sh wngan thiispdrawing is�l(�1) ERIPCIIB y / F � y BRACING. Refer to the Truss Plate Institute TPI) publication CSI 2008 BUILDING / �? (772)464-4160 Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing lsses . TPI i Icak�f melf plate connected w d dd tapp1ggNdort tge1ppg manufacVA rawl /�S 5,0 of 1 Red el ure'aWARNINGS enclosedwith drawing a ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly opplied or BC 2 x 4 SP No.2 4-7-10 oc purl.",, except end verlicols. WB 2 x 4 SP No.3 *Except W1 2 % 4 SP No.2. WI 2 % 4 SP No.2 BOT CHORD Rigid ceiling directly opplied or 2-2-0 oc bracing. OTHERS 2 x 4 SP No.3 WEBS 1 Row al midpt 5-13. 5-11 1 - Ply REACTIONS (lb/size) 14-1403/0-8-0. 10-1403/0-8-0 Max Harz 14.}22(LC 5) Moe Uplift 14--636(LC 6). 10--636(LC 7) FORCES (lb) - Moe. Comp./Moe. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-3--433/181.3-4--1506/1096.4-5--1241/1050,5-6--1241/1050.6-7--1506/1096.7-8--433/181. 2-14--378/462. -B-10--378/462 BOT CHORD 1'13-17--727/1221,13-18--642/1372.12-18•-642/1372.11-12--642/1372. 11-19--628/1221. 0-19--628/1221 WEBS 3-13--196/252.4-13--182/416.5-13--302/420.5-11--302/419,6-11--182/416.7-11--196/252, 3-14--1418/971, 7-10--1418/971 1-4-0 4-10-12 -4-0 4-10-12 9-6-0 14-7-8 4-7-4 5-1-8 4x5 = 3x4 = QTY. 1 NOTES 1)) Unbalanced roof live load5 have been considered for this design. 2) Wind: ASCE 7-10; 170mph(35ec gusl)Vosd•132mph; h-2511; TCOL•6.Ops1; BCDL-6.Ops1; Category 11; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and Iorces, and for MWFRS for reactions specified. 3 Provide adequate drainage to prevent water pending. 4 This truss has been designed far a 10.0 psl bottom chord live load nonconcurrenl with any other live loads. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 636 lb uplift of joint 14 and 636 lb uplift of joint 10. 6) This truss has been designed for o moving concentrated load of 200.0I1, live located at oil mid ponel5 and at all panel points along the Bottom Chord. nonconcurrenl with -any other live loads. LOAD CASE(S) Standard 19-9-0 5-1-8 4x5 - 24-4-4 4-7-4 29-3-0 4-10 12 14 13 12 11 5x5 = 3x8 = 3x6 = 3x8 = 5x5 = 9-6-0 19-9-0 29-3-0 9-6-0 10-3-0zi� ` 9-6-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T0 TRACTOSEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \// "' /i C5I. Connector Totes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dippeo galvanized steel.\,'.. • ��\. �� + Be t.00 (Motria)96 2. Connector plates are applied la both faces of truss at each hint. Where dimensions are not h wn, plates are symmetrically placed a�7out joint or as �C,r f.. �' �i' % LOADING SOUTHERN indicated b circles o� 3. � ttin qn� fabricotion shall be acc mplished using equipment producing snug fi��inggjolnts and fully embedded pla�es. _ top chord to be continuously braced by the rnJ� Q. 6 (y : _ {{ CRITERIA: AI TRUSS COMPANIES 4. Un ss otherwise noted, compression _ rooef sheathing. 5. The permanent structural restraint shgwn i8 to revent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as o plan - - - LOADING (psf) TCLL 20.0 rcDL s.0 BCLL 0.0 for the attachment of the roof to the building CAUTION: BCDL 10.0 2590 N. Kings Highway Fort Pierce, Fl. 34951 r Rely Trus es can be don eroug and COLL11 cause ddame a oqd personol in ryy f inen, handled Installed a nd/or braced. tlroc . e wngon this drawingg js'QT1 EF(L�C�UN Refer to the Truss Plate Institute �TPI) 6CSI 2008 BUILDING F� y (772)464-4160 Fax:(772)318-0015 BRACING. publication COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing 41metal tole connected w od lr�1sses . TPI i3 I a ed at: 1g North ee Slree / Q \ SUite 312PAlexaodna VA 22gS14. leh�,o��(/OS�e683-A010. -� mail: in^o�@^psnnt.orgW / FES 5� 00 I 1n TYPE: Al DErL( )) In Doc) Vden L/d PLATES GRIP veri(TL) -0.76 r1-1J >44 2io AS20 246/195 M-KI.� o.ae 10 n/a n/a AsteN 246/195 w�nd(LL 0.11 n -13 >999 240 DATE: Feb 2012 ra, Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 M ARCE ENGINEERING Standard Pacific E LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 E BC 2 X 4 SP No.2 oc purlins, except end verticals. INS 2 X 4 SP No. •E.cepl• Wf 2 X 4 SP SS, W1 2 X 4 SP SS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2 X 4 SP No.3 WEBS 1 Row at midpt 2-11, 6-9 1 - Ply REACTIONS (lb/size) 12-1403/0-8-0.8-1403/0-B-0 Max Horz 12-251(LC 5) Max Uplift 12--623(LC 5), 8--62J(LC 4) FORCES (lb) - Mom. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--1695/1155.3-4--1483/116B,4-5--1483/1160.5-6--1695/1155,2-12--1303/1120. 6-8--1303/1120 SOT WEBS CHORD 32115-168/426. 4-11. 389/48544 9--1. t389/484/569- -1067/4269271116-?752% 07096 91-9760/12. 1070105/406, 8-17--105/406 1-4 1-4-0 PLATE: SIMPSON 7-6-0 14-7-8 7-6-0 7-1-8 4x10 AS18H .1 NOTES 1)) Unbolonced roof live foods have been considered for this design. 2) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd- 132mph; h-2511: TCOL-6.Opsf; BCDL•6.0p51; Category II; Exp C; enclosed; MWFRS (low-rise) and C-C lnlerior(1) zone: Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and for MWFRS for reoelions specified. 3) Provide adequate drainage to prevent water ponding. 4 This truss has been designed for a ID.O psf bottom chord live load nonconcurrenl with any other live loads. 5 All plates are AS20 plates unless otherwise indicated. 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 623 Ib uplift at joint 12 and 623 It, uplift of joint B. I 7) This truss has been designed for a moving concentrated loud of 200.01b live located at all mid panels and of all panel points along the Bottom Chord, nonconcurrenl with any other live foods. LOAD CASE(S) Standard 21-9-0 7-1-8 3x4 - 4x10 AS18H 12 11 10 9 3x7 II 4x8 = 3x5 = 4x8 - 10-0-3 19-2-13 10-0-3 9-2-11 SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)318-0015 29-3-0 j0-7—,C 7-6—i 1-4-0 29-3-0 10-0-3 I -TIE FURNISH A COPY OF THIS TRUSS DESIGN T S RE 0 TRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:cSI I. Connector plotes are fabricated from 20 gauge ASTM A653/653M Grade A or better �� -\ Vq.•' "' 1�� ec oso hot—dippetl galvanized steel. `' �C,�- � ;0'41' 2. Connector plates are applied to both faces of truss at each (joint. Where �f/'. '�, (�� dimensions are not h wn, plates are symmetrically placed about joint or as J• O, �h b\ LOADING in by circles ?o� r 3. � ttin qnd fabrication shall be acc mplished using equipment producing snug Q- CRITERIA: Al fIYtinggjoints and fully embedded pla�es. = LL.(; { = 4. Unl ss otherwise noted, compression top chord to be continuously braced by the _ root sheathing. - )-- S _ LOADING (pep 5. The permanent structural restraint shown i8 to prevent buckling of individual truss u) {G _ TCLL 20.0 member and is not intended as a brocing plan for the roof structure or as a plan TCOL 15.0 for the attachment of the roof to the budding. SCLL 0.0 CAUTION: ` ecoL 1o.D Trusses can be dangerous and cogD copse damage and pe@rsonol in NN�ry if I�n�p19Qe r�ly handled In 0nd/or braced. cog sh wn on this drawljlg is PIUT EHtGIIUN BRACING. Refer to the Truss Plate Institute �TPI) publication t CSI 2008 BUILDING i, • . , \� �� COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing f mettal plate connected w2od trusses . TPI I I9 atedd at' pp1g North Le Street gLite 312, Alexandria VA 22314. Tele hone: (�03 663-1010. E--mall• Info®Ip_nst.org /7// OFE S S',O \\�\ TYPE: A17 DEF(L( (roc) 1/d01 L/d PLATES GRIP Verl(TL) 42 —0.65 9-1f 1525 240 A520 246/195 Hors(TL)) 0.05 a n/a n/a AS7eH 246/195 Wind(LL) 0.14 9—II >999 240 DATE: Feb 2012 Tol 1_onm u4TDry Version: 10.2d SPACING 2-0-0 Plalee I— ... s 1.00 Lumber Increase 1.25 Rep Stress lncr YES Code FBC2010/TP12007 10 ARCE ENGINEERING Standard Pacific (651 LUMBER BRACING TC 2 % 4 SP SS TOP CHORD Structural wood sheathing directly applied or 3-0-7 BC 2 X 4 SP SS oc purlins, except end verticals. WB 2 X 4 SP No.3 -Except- W1 2 X 6 SP No.2. Wt 2 X 6 SP No.2 SOT CHORD Rigid ceiling directly applied or 3-4-15 oc OTHERS 2 % 4 SP No.J bracing. 1 -Ply WEBS 1 Row al m;dpl 4-14, 5-10, 2-14. 7-10 REACTIONS (lb/size) 15-2383/0-8-0. 9.2352/0-8-0 Max Harz 15-184(LC 4) Max Uplift 15--2071(LC 5), 9--2048(LC 6) FORCES (115) - Max. Comp./Marx. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--3039/2728,3-18--2579/2465, 18-19--2578/2466.4-19--2578/2465.4-20--4005/3774, 20-21--4005/3774, 1320/209 -22.-74759-2 2319/2D7074, 5-23--2579/2470. 23-24--2579/2471,6-24--2580/2471, 6-7--3039/2734, 2 SOT CHORD 15-25--267/273,14-25--267/273.14-26--3741/4005,26-27--3741/4005,27-28--3741/4005, 13-28--3741/4005, 1 3-29--3720/4016, 29-30--3720/4016. 30-31 --3720/4016. 12-31--3720/4016, 11-12--3720/4016. 11-32--3722/4024, 32-33--3722/4024,33-34--3722/4024. 10-34--3722/4024 WEBS 1 7-0466-14--1806/1794,4-13--119/477,5-11--63/473.5-10--1804/1767,6-10--749/922, 2-14--2321/2461, 0--241/2 1 NOTES 1)) Unbalonced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; 170mph(3sec gu5l)V03d-132mph; h-25H: TCDL-6.Opsf; BCDL-6.Op5l; Category II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL-1.33 plate grip DOL-1.33. 3 Provide adequole drainage to prevent water pending. 4 This truss has been dasigned for o 10.0 psf bottom chord five toad nonconcurrenl with any other live lands. 5 All plates ore AS20 plates unless otherwise indicated. 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2071 Ito uplift at joint 15 and 2048 Ib uplift of joint 9. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at oil mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live foods. LOAD CASE(S) Standard 1) Regular: Lumber Increase- 1.25. Plate Increase-1.00 Uniform Loads (pit) Verl: 1-2--70, 2-3--70, 3-6--70, 6-7--70f 7-8--70. 9-15--20 Concentrated Loads (to) _ _ 21r--BB(F) 22-688(F)123' ! 88(F)720) 488(F) 2F6-1344(F)(2B--44(F))11 29--44(F))30--44(r27 S 31B-44(F))32 -44(F) 34--44(F) �1 -4:4 5-6-0 11-7-9 17-7-7 23-9-0 1 29-3-0 �0-7-10 1-4-0 5-6-0 6-1-9 5-11-13 6-1-9 5-6-0 1-4-0 4x6 AS18H 5x7 4x4 = 5x12 - c 4 5 6 15 14 13 12 11 1U 'J 2.5x6 II 5x8 = 3x4 - 5x5 WB - 5x8 - 2.5x6 II 1x4 II 5-5-0 11-7-9 17-7-7 3-9 0 29-3-0 5-6-0 6-1-9 5-11-13 - l 5-6-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN T JEA� LLl t1 p TRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ,\\ \ {� // / L61 v., 11flee) I/4"n TL 0.76 Verl(LL -0.1+ 11-13 999 I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot -di ed galvanized steel. ppP 9 •"" • ��^ ec o.sx verlflL; -0.+fill-13 >7se 12 (M o.9+ Ner:(n 0:41 9 /a (Mobs) ena(u� 0.+1 n-19 >en 2. Conneotor plates are applied to both fas of truss each joint. Where �5 dimensions are not h wn, plates are symmetrically laced about joint or as indicated by circles �o� �' 4. rnJ� 'J 1� LOADING SOUTHERN 3. CC tiling, and fabrication shall be acc mplished using equipment producing snug Ifing joints and fully tubed ed pla�es. = tap chord to be continuously braced by the _; fi! CRITERIA: ANSI TPI 1-2007 MATRIX TRUSS 4. Unless otherwise note compression roof sheathing. 5• The permanent structural restraint shown i$ to revenl buckling of individual truss = N ; < _ _ �G LOADING (psf) SPACING 2-0-0 rcLL 2a.O Ploles increase 1.00 25 TCDL 15.0 Lumber Increase 1.2s COMPANIES member and is not intended as a bracing plan for the roof structure or as a plan BCLL 0.0 Rep Stress N0 for the attachment of the roof to the building. CAUTION: V ` BC2Iner ecDL o.o case FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, FI. 34951 Trusses can be don erou and co copse dom0 a and ersonol inN ry if i r I handled Installed a de/or braced. �racing sh wngon thisrandIsW& Ef2�L ffig y (772)464-4160 FB%:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication fiCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing to w od lr ses TPI I at d at• L,eel Street / // // Q)C \ ��\\ �Q Qf metlal pl connected . g1@North _ Suite 312, alexa�dnO VA 22g314:e�:P=on�eQ( O3fe6�3-1f51 r�C� -mail: in /// r \\ ES 5 r T \\\ TYPE: A19G 360 PLATES GRIP 1+0 A520 241/195 2i0 A5f8H 246/195 DATE: Feb 2012 Version: 10.2d LOT 42 SET 5/8"IR&C VACANT ce 4286 , w WMT-2 I WATER SERVICE LAKE 8.9 I 9.1 , a N4543'19-E 186.86'(N.R.) s.s 2 a , w I=.32.00' SET 5/s'iR&c ---- --- i LOT 13 I o f LB 4286 N o n VACANT 10.5 00 2' CON I � W (N CURBrri II rr o I 9.5 o a 10.4 /9.2---- w O m �0.0' 54.4' 2 COVERED o _ L - m I LOT 41 _ n1� I TK ?� ------------ U' °i13' GRAPHIC SCALE ao 16.7' 2040.1030 0 15 30 7. ,19.3 9.0,;8 ... _ OI N O : .-,- �I O Ob(IN FEE7f' EXISTING NI o I 1 Inch = s0 & 12 I 12' DRAINAGE - cnO oEASEMENT 2 Story C. B. S. 8.0Bc:�I_Residence N _: - r-_ 77.07 4 0.- .Cjj_._....._..' . _. 't� 1- 4 r IH F.F.E.=11.0 C.i N:.S�T Ln'I__ i_ =�T�. I '� I LOT" 14 ':.,:N_vR_ eR�c�r_ �, I VACANT PO 2.0'-DRIVE = Iri-_-'; STREET ADDRESS 10.5 T, _ �_�___-�;__T��r � -:.-,. -r � 3049 NW RADCLIFFE WAY 12' DRAINAGE EASEMENTf CONC. - 1 4- - - - -j '� PAn _ _ _ _ _ N4543'19'E 191.05' N.R. 30_ - _ _ _ - - - - ( ) to 9.s �o o '05" 1 LEGAL DESCRIPTION SET 5/8"IR&C 9•0 g,7 C -Cs- - - - - - , LB 4286 10.3 - - - - - - L=2.12 SET 5/8"IR&C i Ln ' LB 4286 o Being all of Lot 41, according to the plat of I ,, RIVERBEND, as recorded in Plat Book 67, Page 36 LOT 40 �A `c I of the Public Records of St. Lucie County, Florida. VACANT I 60 m - - - - - Contains 0.43 acres more or less. BENCHMARK I TOP OF CATCH BASIN VP' ELEV.6.83 (NAVD 1988)i L0T 15 ActVACANT ved ' GENERAL NOTES 1. The bearings shown hereon are referenced to the centerline of RadcliffecWay having a LEGEND &. ABBREVIATIONS bearing of S50°49'18"E, according to the Plat of RIVERBEND, Plat Book 67, Page 36, City of Port St. Lucie, St Lucie County, Florida. CONC. DENOTES CONCRETE P.C.P. DENOTES PERMENANT CONTROL POINT C.M. DENOTES CONCRETE MONUMENT 2. All above ground fixed improvements, if any, have been located and shown hereon. P C DENOTES PLAT DATA DENOTES CALCULATED FROM FIELD O.R.B. MEASUREMENTS IR&C DENOTES OFFICIAL RECORDS BOOK DENOTES IRON ROD & CAP (M) ID DENOTES MEASURED DATA DENOTES IDENTIFICATION NUMBER I.P. I.R. DENOTES IRON PIPE DENOTES IRON ROD 3. Underground utilities and utility services have not been located on this survey. DENOTES FLOW LINE U.E. DENOTES UTILITY EASEMENT 'Y', TO FND. DENOTES TOP OF BANK DENOTES FOUND P.L.S. DENOTES PROFESSIONAL LAND SURVEYOR DENOTES ELEVATION (TYPICAL) - 4. Flood Note: By graphic _plottin_g only, this property is in Zone according L.B. DENOTES LICENSED BUSINESS to the Flood Insurance Rate Ma Community Panel No. 12111CO406 J, -effective date - P� Y February 16, 2012. The designation be determined by O.H.U. N.A.V.D.- DENOTES OVERHEAD UTILITIES w.M.E. -DENOTES NORTH AMERICAN VERTICAL DATUM- -- Y`r DENOTES NON DENOTES WATER MANAGEMENT EASEMENT - DENOTES -STREET-LIGHT- - exact can only an elevation (NR) -RADIAL Y - certificate. R/W DENOTES RIGHT WAY yN, V®<1 DENOTES WATER VALVE DENOTES WATER METER 5. Reproductions of this 'map are not valid without the signature and original raised seal DENOTES DRAINAGE MANHOLE THOMAS P. KIERNAN DATE of a Florida Licensed Surveyor & Mapper. Professional Surveyor & Mapper 6. Lands shown hereon were not abstracted by this office for rights -of -way, easements Florida Certificate No. 6199 of record, ownership, abandonment's deed restrictions, or Murphy Act Deeds. ' 7. The last date of field work was January 30, 2015. File:LOT 41.DWG As-built/Final Survey, Date: 5/02/14 CULPEPPER & TERPENING, INC 8. Additions or deletions to survey maps or reports by other than the signing party SCALE 1"=3O' CONSULTING ENGINEERS LAND SURV EYO RS l or parties is prohibited without written consent of the signing party or parties. LOT 41i For: DRAWN BY: GLM /�r 2980SOUTH25thSTREET { FORT PIERCE, FLORMA 34981 9. Elevations shown hereon are referenced to the North American Vertical Datum Standard Pacific Homes PHONE772-464-3537 FAX772-464-9497 (N.A.V.D.) of 1988. wwwct-eng.c ,.,..m.�._ T-- I o� a WMT-2 LAKE i; w SET 5/8 IR&C LB 4286 LOT 41 12' DRAINAGE LOT 42 VACANT N45'43'19`E 186 88'(N.R) m N 9.3' 9.0'- EXISTING03 8.0, FORMBOARDS 17' TOP OF FORMt111.0,61 4. (n 2.0' 0 rn AINAGE EASEMENT/ — — — — — — — 0 N45 43'19'E 191.08'(N.R.) SET 5/8"IR&C — LB 4286 LOT 40 VACANT GENERAL NOTES 1. The bearings shown hereon are referenced to the centerline of RadcliffecWay having a bearing of S50'49'18"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 only, this property_ 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 May 01, 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. I r SET 5 8`IR&C LB 4286 , I WATER SERVICE I � I _ p' 2' CONC CURB I = I I R1 I I � w 16.7' 1.3' 2.0 40.10' I z rl � I I iu, c SET 5/8"IR&C LB 4286 I t I , TOP OF CATCH BASIN ELEV. 6.83 (NAVD 1988) 1 I I , 1 Ln .ME nA U zz � c� m rq ca I P 0 00 I I LOT 13 VACANT I I I I I — — — — — — — — — — — — - I — — I — — L— — — — — — — — — — — — - I I I I I I I I I I I I t� LOT 14 VACANT I I I I I I t A--0 0 '05" L=2.12 I I , I I t I I I I t LOT 15 VACANT t , 1y0!> -- cc)70 GRAPHIC SCALE 30 0 15 30 (D1 FEET ) I inch = 30 it STREET ADDRESS 3049 NW RADCLIFFE WAY LEGAL DESCRIPTION Being all of Lot 41, according to the plat of RIVERBEND, as recorded in Plat Book 67, Page 36 of the Public Records of St. Lucie County, Florida. Contains 0.43 acres more or less. St. Lucie no• it j Date_--, p oved LEGEND & ABBREVIATIONS CONC. DENOTES CONCRETE P.C.P. DENOTES PERMENANT CONTROL POINT C.M. DENOTES CONCRETE MONUMENT (P) DENOTES PLAT DATA O.R.B. DENOTES OFFICIAL RECORDS BOOK C DENOTES CALCULATED FROM FIELD MEASUREMENTS IR&C DENOTES IRON ROD & CAP (M) DENOTES MEASURED DATA I.P. DENOTES IRON PIPE ID DENOTES IDENTIFICATION NUMBER I.R. DENOTES IRON ROD �) DENOTES FLOW LINE U.E. DENOTES UTILITY EASEMENT TOB DENOTES TOP OF BANK P.L.S. DENOTES PROFESSIONAL LAND SURVEYOR FND. L.B. DENOTES FOUND DENOTES LICENSED BUSINESS DENOTES ELEVATION (TYPICAL) O.H.U. - DENOTES OVERHEAD -UTILITIES- _ _W.M.E. DENOTES _WATER MANAGEMENT EASEMENT N.A.V.D. (NR) R/W DENOTES NORTH AMERICAN VERTICAL DATUM DENOTES NON -RADIAL DENOTES RIGHT WAY 'y(�` ylyi DENOTES STREET LIGHT DENOTES WATER VALVE - - ® DENOTES WATER METER - O DENOTES DRAINAGE MANHOLE THOMAS P. KIERNAN DATE Professional Surveyor & Mapper Florida Certificate No. 6199 As-built/Formboard Survey, LOT 41 For: Standard Pacific Homes File: LOT 41.DWG Date: 5/02/14 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 www.ct-eng.com STATE OF FLORIDA CERTIFICATION No. LB 4286 WMT-2 LAKE 3 0 GENERAL NOTES 1. The bearings shown hereon are referenced to the centerline of RadcliffecWay having a bearing of S50'49'18"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 graphic plotting only, this property 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 February 05, 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. I I I I I I I LEGEND & ABBREVIATIONS CONC. DENOTES CONCRETE P.C.P. DENOTES PERMENANT CONTROL POINT C.M. DENOTES PLAT DATA O.R.B. iP DENOTES CALCULATED FROM FIELD MEASUREMENTS IR&C (M) DENOTES MEASURED DATA IP ID DENOTES IDENTIFICATION NUMBER I.R. �) DENOTES FLOW LINE U.E. TOB DENOTES TOP OF BANK P.L.S. FND. DENOTES FOUND L.B. DENOTES LICENSED BUSINESS __O.H.U._ DENOTES OVERHEAD -UTILITIES- N.A V.D. DENOTES NORTH AMERICAN VERTICAL DATUM LOT 13 VACANT GRAPHIC SCALE 30 0 15 30 ( IN FEET ) I inch = 30 It LOT 14 VACANT STREET ADDRESS 3049 NW RADCLIFFE WAY LEGAL DESCRIPTION Being all of Lot 41, according to the plat of "_---- RWERBEND, as recorded in Plat Book 67, Page 36 MIN, SET BACK RECof the Public Records of St. Lucie County, Florida. FRONT LOT 15 SIDES VACANT 4 CNR SIDES RERR� � ZidG. 8 TECH.,' J' I it i I l i DENOTES CONCRETE MONUMENT DENOTES OFFICIAL RECORDS BOOK DENOTES IRON ROD & CAP DENOTES IRON PIPE DENOTES RON ROD DENOTES UTILITY EASEMENT DENOTES PROFESSIONAL LAND SURVEYOR DENOTES ELEVATION (TYPICAL) DENOTES- WATER MANAGEMENT EASEMENT - - tains 0.43 acres more or less. (NR) DENOTES NON -RADIAL DENOTES STREET LIGHT R/W DENOTES RIGHT WAY DENOTES WATER VALVE 7 / ® DENOTES WATER METER d O DENOTES DRAINAGE MANHOLE THOMAS P. KIERNAN DATE Professional Surveyor & Mapper REVISION: REVISED BUILDING GLM 4-03-2014 Florida Certificate No. 6199 REVISION: REVISED PER ST. LUCIE COUNTY COMMENTS GLM 3-17-2014 Boundary Topographic Survey, and Site Plan LOT 41 For: Standard Pacific Homes File: LOT 41.DWG CULPEPPER & TERPENING, INC Date: 2/26/14 CONSULTING ENGINEERS I LAND SURVEYORS SCALE 1 "=30' 2980 SOUTH 25th STREET DRAWN BY: GLM FORT PIERCE, FLORIDA 34981 PHONE 772-464-3537 FAX 772-464-9497 www.ct-eng.com STATE LB 4M G50 S.F. DRAINFIELD (TRENCH) QUICK 4 EQ 3G INFILTRATORS `\ //// 3 ROWS OF 18 CHAMBERS EACH / �� `� 14 VACANT BENCHMARK / TOP OF CATCH BASIN / Z �, / EXISTING \. •q1 s ELEVATION G.,53 / WATER SERVICE 20 40 C�• 975 S.F. BORING / FEET �� UNOBSTRUCTED AREA a�\ 42 VACANT r — M°3 BORING N *o� 1350 GAL �� ` SEPTIC TANKS \� <.. �o DRIVEWAY \ 41 \ \ °r MIN. FFE= 9.50 CO�� \ LAKE �o t / �/ 40 VACANT ` 1 2' DRAINAGE EASEMENT St. Luci6IC0unt/'H,-7jm-' 00partment , / I Environmental. Hea!' h 0 vision / Site Plan Apnroved for Coroctruction SLs�rs4llP;ns for _..:,, Eov, S T DS ,rS� ts'ltifb'( an - - i _ Cc d Well EOW EOW rr Date. �� .. Rev; avrer NOTES!- 1) ALL ElEVATONS AND BENCHMARKS SHOWN HEREON ARE RELATIVE TO THE NORTH AMERICAN r' VERTICAL DATUM (N.A.V.D.) OF 1888 f 2) AN APPROMMATE CONVERSION BETWEEN THE : - NATIONAL GEODETIC VER71CAL DATUM (N G.V.D.) OF 1029 AND N.A.VD. CAN BE MADE Y ADDING . 1.475 TO THE N.A.VD. ELEVATION TO OBTAIN . THE N.G.VD. ELEVATION. 7NOMAS P; KIERNAN Professional Surveyor 6 Mapper Florida Certificate NO. 6199 REVISIONS C&T JOB t o 3-084 DE SC D 0 SCALE.' DRAWNccBY CULPEPPER & TERPENING, INC SAI_INT LUGIIE COUNTY, FLORIIDA LOT 4]� � - � SHEET 1 = 4D, DF 2—U 14 CONSULTING ENGINEERS I LAND UURVEYORS NO. 2980 SOUTH 2515 STREET . PORT PIERCE.. FLORIDA 34981 PROJECT NAME lL all U' E llO B E ND S IL 1 B JL{'Jl U' 1L S ION PHONE 772464-3537 • PAX772464-9497 - aw.--g— STATE OF FLORIDA BOARD OF PROPMONAL SURMWOFRECM ENGINEERS AUTHORIZATION NO.,7g6 LOT 41 RIVERBEND SEPTIC TIC SYSTEM SITE PLAN 1 OF 1 THOMAS P. KIEERNAN - SQ.FT. CALC.'S LIVING IST FLOOR 3045 54. FT. LIVING 2ND FLOOR _ 1512 SGL FT. TOTAL LIVING 4620 SQ-Fr. COVERED LANAI 215 SO. Fr. COVERED ENTRY 165 SO. Fr. 3 CAR GARAGE IBB 50. Fr - TOTAL 5802 SQ FT BALCONY 6 5G2 Fr. ®BAR DETAIL EXTERIOR WALL ERE. HEIGHT5 10'-8' 6R3- I2'® I I I 21'-t3' TOP OF BOND 6EAM r r RAKED BEAM Lswl -ALL WERIOR D00RS TO BE 13'-0' -ALL EXTERIOR DOOFr2 TO BE B'-0' UNLESS NOTED OTHEFWSE 20 RISERS ® I ItW 15 TiFADS a 10' SEE SNEEr D5 FOR 5:AIR SECTIONS AND DETAILS AND 3'-T' TO 1'-0' k I,-T AND LOR MALLER VERIFY W! FLAN YERIFY a" FLAN VERIFY W/ F'L - 0TYP. FIRST FLOOR ARCH DETAILS NOTE: WHEN AN W OR 12' RADIUS HEADER ENGAG= INTO THE SA`1E COL" OR ARE WITHIN CL05= PROXIMITY (WITHIN 2•-0•1, THEY NEED TO ALL HAVE THE LARG-^cR RADIUS. 5• RADIUS - `12• RADIUS , ®TYP. FIRST FLOOR ARCH DETAILS / COND.1 /CONDO Il'-8' '-4` � -6' I•-B' I� -B' 21'-6• 1`4' 1'-3' 3'-1' S'-6' V-2' 3'-8' �• Ig'.6' I FT3 9 p_ 10'-B' CLG - - - - 1' CLG. --- -, v -_ ------------------------ 1 r------8' -_e �' I I 11-CLG. d l I PYYDR TMr o 5 TYP. I I i i i iai o m j d- I Ix CASUAL I I_ COVERED j u l t� fl Q liv 1 i0 �^ �' u 1 3 g_p• DININ I0.-B' CLG. I I m� LANAI 12'-0' CLG. 9 1=1 ==1=1 1 I MASTER 0 SOFFIT 15_B _ 314' I2'-I V4' I I BEDROOM I I I 5sH O l p 11 1 1 I n l TRAY TO I I ,p_B. CLrz I 1 1 I ----- -------- I I 1I CLG I I g 11'-2• G-- L--- -- -----'J _ I x Z''10' 10'-B• Me.RCN s I I m PARnlncN A 36' NIG-H 1 I - - O-------2R_I5H -- ---I- I co Co TER e•-m BARiro Ixl FAMILY ROOM g�_3• LAV. 2zx3D ArylG- I- n YP.I.C. I i Q - I x 1 li ° o xol ". I;YI _ -- ____zi Ixo I 1 m m - BATH ; ? '_4. -UI� D� NW I wm Ilmw I L CT_2. a'-D------2R-tSH---r I 5,_g, 7 m I2,2 � DW. 51t•8G I KITCHEN �� $FP.�-3'-0' 4'-6' _D -V OV_N `fl 13'-4' 10'=6. OLG. G' GARDETI TUB 9 m I Bax4B xv 15I-0 R 9 �� fi'XU2' ' PAN. s SS" ABOVE I I coacroP Ow CoLum (TYPJ 11' H TUB DECK / _ S{C. 000 O4 iV SEAT ;' 3 �• RECE55 . AT TUB 1� IIm I I I I I I I I © �W ARCM- -4+-'---------- IT aRc+� 7 LAV_ 55H II I W II D I ©1 T�9 ISI j 0 CLG# I I _ _�-f _ - ID'-01CLc. W.I.C. -BULK lio I I TORT m 1 1122 __—_—_— m WALL f " r STOR. L.T. r LAUN. I I I I I I M I 6 I m'-B 11 ITI I -I 1 I 5'-0' CIL- 1 �j ABOVE B. I� 5 ICor,Tao IU I I 11' 6 1'-Il' Tn 4'-5' 6'-4' '-0 I I AND�A�1� 9 I I I I ^,'1 42 NIG-14 UICL_LI I "—II CAP C.1AI2DIL ITYP. I J I L DINING IO D'CI TO i -----------J I;GjC�ll; �'-ID'—__— =Ti— I' 91 'v _— �n'I LAUNCH . 10'-B' cLG. 12,_0. '� U )•_p 8• - rR�,- 1 'ryl in s )D'_B• I'-D•r1 I B'-2' CLG. 1'-0' '-0' 9OLLA1D B 4'-5• ` L_--��-IQ.----'--U 19 p ! % OPT LAUNCH r---:Z\ tA I - ID'-0• cLG. Ln (SFJ: STRJ=T. DBYaS) o' cL:G. �,4RO-1 BA 10'-0' CLG. 10'-0' ILG. 9 = O I I o I I r�n1 CEO B—R TO FOYER n 9 10'-W Cl # O N3 / 1 110'-0` I GL I ID'-6' I I I S 0 K 6�_2• 6. LAv I,,_�. SHWR12'-5' ------I'-R-I''H � U 10'-O'GLCz `0 I GARAGE _ I'1AX I Ig 0 , IO'-B• cLc. y ; n 4' iD _6. 9 TOP --HOLD 4'-2' ID'-6• LINE OF WALL-31, ABOVEI 0 p_0 I g)_ �• I3,_l. '-0 m 1 m COVERED I I I e I CLG. __j ENTRY- - - - 11'-4' CLG._ 1 BEDR 1OOM #2 ---_ 10'CLG-. I- N- I Nc Or I I ---------- WALL ABOVE I I I I ----------r---- 2'-0' 16'-D' 2'-B' 2'-0' 6'-2' 2'-O' 2`_q• 3'-2' 2'-4' 1� -4• 11 _K ll�bj' P'LUU.K VLAIN ]ELEVATION 39 C 39 -4• 4 RCN I T E C T 8 v www.abdesigngloup.com AAR:0003325 1 s�.nnxw.usP.E PA. Boz M. Bon R..n F dd.: Am Odicc [+61) i621�, Fex c%1).1Wm4 PE A15 fA1?im susniv & TJOT RIVERBEND"� LOT 041 PROJECT# 03303.041 MODEL: ALEXANDRIA 6512 "PLAN 3" GARAGE STFING: LEFT PAGE: FIRST FLOOR PLAN L___j ARCHffECT STATE OF FLORIDA WCHAEL HURTAK AR I'!o. 0008374 DATE: 12/18/13 SCAT :1/4'=1'-0" S��T ARC R I T E C T 8 Design Grou .... L441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774b078 FAX: 407-7744078 www.abdesigngmup.mm AA #: 0003325 Smph- A wAh P.2 P.o. ro. sti, s«. xeion Pmaaa x+48 �V (56l)362-RTii, Fu (.KI)362-]414 P£Y.i'MS CA o2]VII BVBDIV. ae M'n' RIVERBEND LOT #41 PROJECT# 03303.041 MODEL• ALEXANDRIA 6512 "PLAN 3" GARAGE 9 WING: LEFT PAGE: SECOND FLOOR PLAN DATE 12/18/13 SCALE: S A2